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2856 WHIPTAIL LOOP; ; CBC2022-0120; Permit
Building Permit Finaled (city of Carlsbad Commercial Permit Print Date: 03/19/2024 Job Address: 2856 WHIPTAIL LOOP, CARLSBAD, CA 92010-6708 Permit No: Status: CBC2022-0120 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel #: 2091201400 Track#: Va luation: $49,627.36 Lot#: Occupancy Group: B #of Dwelling Units: Project #: Plan#: Bedrooms: Bathroom s: Occupant Load: Code Edition: Sprinkled: Project Title: 4 2019 Yes Construction Type:II-B Orig. Plan Check#: Plan Check#: Applied: 04/11/2022 Issued: 09/08/2022 Finaled Close Out: 03/19/2024 Final Inspection: 11/16/2022 INSPECTOR: Renfro, Chris Description: CAMSTON WRATH ER: COM-Tl (592 SF) (2 STORY) MODULAR OFFICE WITH STAIRS Property Owner: HAMANN OAK PROPERTIES LP 1000 PIONEER WAY EL CAJON, CA 92020 (619) 440-7424 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL FIRE Plan Review (per hr -Regular Office Hours) PUBLIC FACILITIES FEES · inside CFD SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) TRAFFIC IMPACT Commercial-Industrial w/in CFD Total Fees: $3,961.06 Total Payments To Date: $3,961.06 Contractor: UNITED PARTITION SYSTEMS MIKE KAMINSKI 2180 SHELLMAN AVE ONTARIO, CA 91761-7700 (909) 947-1077 Balance Due: AMOUNT $478.01 $166.53 $194.00 $98.00 $15.00 $735.40 $149.00 $903.22 $2.00 $13.90 $1,206.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedicat ions, reservat ions, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Fai lure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca .gov ( City of Carlsbad COMMERCIAL BUILDING PERMIT APP LI CATION B-2 Plan Check CRfJZt?~-Ol:l,O Est. Value 4l 3/'t , 21• 3 b PC Deposit .J/ ~$ e¥ Date ~// -20:L.2- Job Address 2856 Whiptail Loop East Carlsbad, CA 9201 o Suite:, _____ APN:. ___________ _ Tenant Name #: _________________ Lot #: ____ Year Built: [} t!>/ 1 Year Built:dCI I q Occupancy: B Construction Type:_I1_-B __ Fire sprinklers:@)YESQNO A/C:(:)YESQNO BRIEF DESCRIPTION OF WORK:_ 1_4_' x_2_8'_T_w_o_S_to...:.ry_O_ff_ic_e -----""~c._.::....::~;,__,;;__-""~_:._F ____________ _ D Addition/New: ____________ New SF and Use, __________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ ~Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: as2 Proposed Use: ______ _ D Other: ---------1gcr-!!----f"'~..;:C:~\\.J,;...-/..!:al==.!:D=----------------------Ri...:. ot-~ APR 11 Z022 y Of CA PRIMARY APPLICANT Name: Mike Kaminski CIT I,..,, DIVISION BU\LO\Nu PROPERTY OWNER Name: Adam M Molnar Address: 150 Business Center Drive City: Corona State:._C_A __ Zip: 92880 Address: 1000 Pioneer Way City: El Cajon State:_C_A __ Zip:92020 Phone: (909) 947-1077 Phone: (619) 440-7424 Ema ii: info@unitedpartition.com Email: adam@hamannco.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Peter Kwei, P.E. Business Name: United Partition Systems, Inc. Address: 811 Wilshire Blvd. Suite 1700 Address: 150 Business Center Drive City: Los Angeles S~ate:,_C_A __ Zip: 90017 City: Corona State:_ca __ Zip: 92880 Phone: (949) 395-6954 Phone: (909) 947-1077 Email: peter@kewiconsultingeng.com Email: info@unitedpartition.com Architect State License: _C_7_2_10_0 _________ CSLB License #:,_4_4_13_8_1 _____ Class:_B ______ _ Carlsbad Business Lice~e # (Required): 8 /c-f,I I b 8 ~ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above irfformation is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Mike Kaminski SIGN:~ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04/22 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 f irm under penal tyof perj ury that I am licensed underprovisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Prof essions Code, and my license is in f ull force and effect. I also affirm under penalty of perjury one of the fol lowing declarat ions (CHOOSE ONE): 0 I 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. -OR- [!I I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Benchmark Insurance Company Policy No. -OR- CST5020166 Expiration Date: 1oro112022 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I 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: I hereby affirm that there is a construct ion lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). lender's Name: lender's Address: CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roods, and utilities/utility easements. All proposed modifications and/or additions ore clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site pion ore not approved for construction and moy be required to be altered or removed. The city's opprovol of the application is based on the premist that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roods/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development hove been accurately shown and labeled as well as all an·site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): Mike Kaminski SIGNATURE: ~~ATE: (,r 7-;);)_ Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. l ~;I (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 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. 7044, 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). -OR- 0 I, 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-0 I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 0 FORM B-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 residence in which 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 applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the fallowing Web site: http:Ilwww.leginfa.ca.gav/calaw.html. OWNER CERT/FICA T/ON: The applicant certifies that oil documents and plans clearly and accurately show oil existing and proposed buildings, structures, access roods, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan ore not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development hove been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with olf regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: DATE: Note: If the person signing above is an authorized agent for the property owner include form 8-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled C cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0120) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 04/11/2022 Owner: HAMANN OAK PROPERTIES LP Issue Date: 09/08/2022 Subdivision: CARLSBAD TCT#97-13-02 Status: Scheduled Date 10/13/2022 11/16/2022 Closed -Finaled Expiration Date: 04/1 1/2023 IVR Number: 39927 Address: 2856 WHIPTAIL LOOP CARLSBAD, CA 92010-6708 Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Start Date Status 10/13/2022 BLDG-84 Rough 194002-2022 Partial Pass Chris Renfro Reinspection Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough combo on modular office space, No need fire prevention to verify fire sprinkler system is OK prior to building final. Special inspection report collected on anchoring bolts. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-85 T-Bar, Celling 194001-2022 Partial Pass Chris Renfro Re inspection Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency I need fire prevention to verify sprinklers No prior to overhead. Call for overhead inspection when completed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 11/16/2022 BLDG-Final Inspection 196681-2022 Passed Chris Renfro Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, March 19, 2024 Inspection Incomplete Incomplete Complete Page 1 of 1 { City of Carlsbad SPECIAL INSPECTION AGREEMENT 8-45 Developmen t Services Building Division 1635 Farad~y Avenue 442-339-2719 CE ~vve:e,dca.gov RE -·' In accordance with Chapter 17 of the California Building Code the following must be completed mc.n,,4}~ig performed requires special inspection, structural observation and construction material testing. O F CA1{LSBA P · t/P ·t p . t Add 2856 Whiptail Loop East:~ s d G~1,$HD11'@ roJec erm1 : -----------roJec ress: u 1 A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder D. (If you checked as owner-builder you must also complete Section 8 of this agreement.) . Adam M Molnar Name: {Please pnnt,__ ________________________________ _ (First) (M.I.) (Last) Mailing Addres . 1000 Pioneer Way, El Cajon CA 92020 Email· adam@hamannco.com Phone: 619.440.7424 I am: □Property Owner liilProperty Owner's Agent of Record □Architect of Record □Engineer of Relm--1 State of California Registration Numbe • Expiration Date: _______ \~ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that l~ead, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspection~tural observations, construction materia s testing and off-site fabrication of building components, as prescribed in the sl3tarrlnt of special inspections t on t r ved plans and, as required by the California Building Code. I.la.I Signatur • Date: 41612022 Z B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completei:e contractor I builder/ owner-builder. contractor's company Name: United Partition Systems Please check if you are Owner-Builderp Name: (Please print) __ M_ik_e ___________________ K_a_m_1_·n_s_k_1_· -------- (First) (M.1.) (Last) Mailing Address: 150 Business Center Drive, Corona, CA 92880 Email: info@unitedpartition.com Phone: (909) 94 7-1077 State of California Contractor's License Number:_4_4_1_3_8_1 ______ Expiration Date: 6/30/2023 • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter in compliance with CBC Section 1704.1.2 prior to requesting final . inspect~ ~~- Signature: .;,~~ Date: ·7 ' 15 • a 2 8-45 Page 1 of 1 Rev. 04/22 DALTON INSPECTION SERVICES, INC. 960 6th St. Ste. IO 1-A-163 Norco, CA 92860 City of Carlsbad . n~ (951)415-4341 OCT 14 2022 • lt'cCono Www.Daltonlnspection.com l'f, J ~•ill!~ct;on.com BUILDING DIVIS! REGISTERED INSPECTOR'S n.Allt\ttUJ() 0tr«Camr1«Blda-&:$de(y 1~No. TYPE OF D Reinforced Conci:m □ Stroctma1 Steel Assembly INSPECTION D Pre3txessed Concrete D Fire Proofing D Stroctura1 MaoonI1 D Quali1y Control V--No. ~Nc,o TESTS PERFORMED nPB OP 3AMPLB ~ SBr Sl1B ID.BN11Plc.ttlON LOCAlION /'IlMB/JlBMARES WELD UCBNSE# WBLDE".R UGENSB# CllmftCATB OF COMl"LUNc& Imlll'f rmD1''DIATlB.VllNSflC[ID101BmtOlJO'IDIOWJ.mAU,Of TBS..at'll lm'QIIIDDlfOIIX'IJUQ, OIBIXWHOJID.lllm .... ~'n> COMJU1'1Dt'IBAftlOQDK.ANS,S1'11CD!C'110NAMDAffl.JCAJf.BMCDCllll or OONl1NOBD ONNBXl'J'ACm □ PAGB OP ~~~....: . iiiiuriii or~ JNdi'ti.;I Oil l Lo·. ~ •f!:(. -S-c:> ?. 'f ? y ~ liGll'IC1' S2'IIClALff )40." ».J, IBOUll >GGKIJM,Al'JDI IIXJl5D"llff1JJB!WD.~IIIHlCJJOK~Nr mBfflXltJD:an.1,•NIIIGGaMIMDGIM.N.J.z..t.»WQl&~TO~ ~Wltl.BBM!D'JTOWHl!l,l'IQ!ollDC&OCfflMCrca. .ul'JOYJll)ff ______________ _ (X)IG!Jl..'ff -- PSO CAL INSPECTIONS, INC. J 3783 Sierra Ave • Norco, CA 92860 Phone(951)203-9701 Fax (626)917-8739 Email: Admin@SoCalinspectionsinc.com TYPE OF u Reinforced Concrete INSPECTION □ Post Tensioned Concrete REQUIRED □ Structural Masonry Job Address 2856 Whiotail Loop E Job Name Camston Wrather Resource Recovery Facility Type of Structure Warehouse Material Description (type, grade, source) ½" Hilti Kwikbolt TZ Wedge Anchor Bolt Inspectors Name Robert McGetrick AWS/CWI-ICBO/ICC ALL CITIES & JURISDICTIONS INSPECTION & MATERIAL TESTING I Job Number I 09119122 [_J Structural Steel Assembly U Quality Control □ Fireproofing D Epoxy Anchors □ Asphalt ~ Other City Carlsbad, CA Permit Number I Issued By City of Carlsbad Architect Engineer Structural Engineering and Design Contractor QMH Subcontractor INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLTS TORQUED\ CHECKED ETC. WedQe Anchor Bolt: Verified that (752) ½" Hilti Kwikbolt TZ wedae anchor bolts (@ (2) bolts per baseplate were installed with 3¼" embedment for all bolts. WedQe anchor bolts were installed into concrete floor and secured storage racks to floor. Per detail 8/SED 1 of 1 and Note 4 General Notes/SEO 1 of 1. Checked torque on nuts to ensure comoliance to ESR #1917. Torque was min 40 ft-lbs as required by specification. SAMPLES ~. -I uni:>f.a.i:> I r.i:>nl.lT I A l ""lrlC gg1~u~ I ··---· I I I I PAGE 1 OF 1 TIME IN TIMEOUT REG. HOURS OT 1.5X OT2X ----11 :00 4 CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise noted, is in conformance with the approved plans, specifications, and All inspections baSed on a minimum of 4 hours. Over 4 hours = 8 hours minimum. • ,.~·~::,""' "~ Any Inspections extending past noon wiU be charged as an 8 hour minimum . APPROVED BY: ICC 8273280 PROJECT SUPERINTENDENT Signature of Special Inspector Cert1ficat1on Number • 1W INTERWEST A SAFEbu1lt COMPANY DATE: 08-02-2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBC2022-0120.RC1 PROJECT ADDRESS: 2856 Whiptail Loop West □ APPLICANT □ JURIS. SET: II PROJECT NAME: Camston Wrather-Internal 2-story Office Addition D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. C8J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: C8J lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted : Mike Kaminki Telephone #: 909-94 7-1077 Date contacted: (by: ) Email : info@unitedpartition.com Mail Telephone Fax In Person C8J REMARKS: Sheet C1 updated loads to match calcs and 3" seismic gap added to all plan sheets. By: Carl Blaisdell lnterwest Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • fflT INTERWEST A SAFEbullt COMPA.NV DATE: 04-28-2022 □ APPLICANT □ JURIS. JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBC2022-0120 SET: I PROJECT ADDRESS: 2856 Whiptail Loop West PROJECT NAME: Camston Wrather-Internal 2-story Office Addition D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ~ The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed . Person contacted : Mike Kaminki Telephone#: 909-947-1077 Date contacted: (by: ) Email: info@unitedpartition.com Mail Telephone Fax In Person 0 REMARKS: Structural: Review by Erich A. Kuchar. Resubmittal required . Comments below. Mechanical: Review by Martha McNicholas. Resubmittal required . Comments below. Electrical: Review by Stephen Miller. Resubmittal required . Comments below By: Erich A. Kuchar, P.E. lnterwest Received on: 04-14-2022 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK#.: CB-CBC2022-0120 JURISDICTION: Carlsbad OCCUPANCY: B USE: Office TYPE OF CONSTRUCTION: II-B ACTUAL AREA: 592 sqft SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: - DATE INITIAL PLAN REVIEW COMPLETED: 04-28-2022 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: less than 25'-0" OCCUPANT LOAD: 4 for this office DATE PLANS RECEIVED BY ESGIL CORPORATION: 04-14-2022 PLAN REVIEWER: Erich A. Kuchar, P.E. This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code , National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2019 CBC , which adopts the 2018 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. OR; b. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560- 1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction's approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing , or stamping will not be approved. 3. 4. 5. Electronic plans must be submitted back to the jurisdiction's building department and will then be routed to lnterwest. ONLY submit FULL complete and combined sets of plans, uploading multiple single sheets will not be allowed. Make sure all plans and calc packages, spec. reports, etc. are labeled clearly and can be read what they are and WHAT SUBMITTAL they go with. DO NOT SEND documents directly to lnterwest as they will not be accepted. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable). Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate:□ Yes □ No 6. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact lnterwest. Thank you . BUILDING Plan Check Engineer: Erich A. Kuchar, P.E. Set: I PLANS 7. Specify on the plans the uses of all rooms or areas. Sec. 107.2. Show this for both the first level and second level of this new 2 story structrure. 8. Submit complete finished furniture layout plan showing what is inside this new 2- story office building. 9. Provide an elevation view and section cuts of this new 2-story office inside an existing building to show clearances and how this structure interacts with existing structure. 10. Per the City of Carlsbad, the designer shall complete the city's "Special Inspection" Agreement and submit it for review. INTERIOR WALL AND CEILING FINISHES 11 . Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803.13." EXITS 12. The plans shall designate the number of occupants to be accommodated on every floor, and in all rooms and spaces. Section 107.2.3. 13. Please provide an exit analysis plan (may be 8½" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. ···• ..................... A common-path-of-egress travel is any ~r- tion of an exit access offering an occupant no choice between separate and distinct paths of egress travel to two exits. It is measured from the most remote ~int in a room to that ~int where multiple paths to separate exits are available to occupants. Common-paths-of-egress travel include paths that split and merge within the exit access prior to the location where multiple paths lead to separate exits . .. I I I I I I I I I I I ►• l..----------' .. 14. Note on the plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Section 1010.1.9. In lieu of the above, in a Group B occupancies, you may note on the plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." This signage is only allowed at the main exit. Section 1010.1.9.4. 15. Regardless of occupant load, a floor or landing not more than ½ inch below the threshold is required on each side of an egress door. Section 1010.1.7. Call out on plan. STAIRWAYS 16. Doors opening onto a landing shall not reduce the landing to less than one-half the required width. When fully open , the door shall not project more than 7" into a landing. Section 1011 .6. Currently on sheet A4 when door is fully open it appears to extend into the landing more then 7" from the existing wall. Add dimension on plan to not exceed more then 7". Door might have to move closer to wall. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT-TITLE 24 The following disabled access items are taken from the 2019 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. REMODELS, ADDITIONS AND REPAIRS When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: • The area of specific alteration, repair or addition must comply as "new" construction. • A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. • The path of travel shall include the existing parking. • Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. 17. There is significant amount of required accessibility information and items missing form the plans. The below list is the code minimum that must be provided . SITE PLAN REQUIREMENTS 18. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way. per Section 11 B-206.2.1 . This must be shown from the new internal 2-story office to accessible entrance, employee breakroom, accessible bathrooms, accessible parking, etc. DOORS 19. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to bes½" lower than the doorway threshold , per Section 11 B- 404.2.5. 20. Show or note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 11 B-404.2.9. SANITARY FACILITIES 21 . Where toilet rooms are provided , each toilet room shall comply with Section 11 B- 213. Where bathing facilities are provided, each bathing room shall comply with Section 11 B-603. Section 11 B-213.2. 22. Show the location and provide the accessible route to the accessible restrooms from this new office space. Show an enlarged plan fully dimensioned along with wall elevations showing that the restrooms meet current code accessibility. The original building was built under previous codes. 23. Additional comments for the restrooms will follow once information is presented. STRUCTURAL 24. Provide a new current 2019 CBC report date for the panel system. The one provided is old from 2016. 25. Update the structural calcs for the specified loads on plan for Live Load = 75 psf and Dead Load for second floor= 25 psf. The calcs are currently using just 50 psf and 10 psf respectively. Update the plans as required for the new loads as well. Exterior Catwalk and Stairs are required to be designed for 100 psf Live Load. 26. Update the structural calcs and plans for the correct Response factor for this seismic analysis which should be 2 and not 6.5 per table 12.2-1 Under Section A and item 17, Light Frame walls with shear panels of all other materials. The testing report does not specify an R of 6.5 so 2 must be used. 27. Provide the correct seismic gap between the new 2-story office and existing wall of the building or structurally tie the new office into the existing building and provide complete positive load transfer details from the new structure to existing and provide complete analysis per Chapter 5A for showing the new loads do not impart 5% Gravity and 10% Lateral to the existing building frame. Otherwise as mentioned provide a seismic gap to keep them separate and provide calculation showing the spacing equals Square Root of the Sum of the Squares for the 2 structures deflection per ASCE 7-16. 28. Provide complete details for door and window framing . 29. Provide headers on plan sheet A3 and attachments. 30. Cut all structural details on framing plans for connections as sheet A3 is missing almost all details along with sheet A4. 31. Provide complete structural material specs ... WF beam Fy? 32. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Section 107 .2. 33. Specify on the plans the plywood grade and panel span rating. Table 2304.8(3). 34. Show plan where al the lateral resisting walls are located for the new office on both levels. 35. Provide beams for supporting the walls of the office at the second level as the walls do not stack and they have roof framing loading AND the non-stacking shear walls of the second level must be transferred to the levels at first floor. These loads must eb amplified by 2.5x omega as they are discontinuous lateral system, ASCE 7-16. Provide details for these non-stacking walls to beams below and show positive load connections for both tension/ compression and shear transfer x2.5. 36. Provide details and hold downs for these shear walls at the foundation. 37. Provide new foundations to the existing slab on grade for the new lateral and gravity system as currently it's just a slab on grade. 38. Update guardrail connection detail "Section E" on shet A7 as the guardrail is currently connected through the decking and wide flange beam by Tek Screws?? This will not work. Provide justification for this connection. 39. Update detail 5/D5 for WF beam to column .... What is a raceway post? 40. Provide details for: a) New columns to foundation, b) New spread footings, foundations c) Shear Wall Anchorages/ holddowns 41 . The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) a) Steel construction. Special inspections for steel elements should be provided in accordance with Section 1705.2. b) Welding. Welding inspection should be provided in accordance with Section 1705.2. c) Concrete construction. Special inspections and verifications should be provided in accordance with Section 1705.3. d) Expansion anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. 42. A Statement of Special Inspections, prepared by the registered design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials and work requiring special inspection, the inspections to be performed and an indication whether the special inspection will be continuous or periodic. Section 1704.3. 43. Provide the following note on the plans: ''The contractor responsible for the construction of the seismic-force-resisting system shall submit a written Statement of Responsibility to the building official prior to the commencement of work on the system." Section 1704.4. 44. Special inspection shall be noted on the plans for the following elements that are part of the seismic force-resisting system, in accordance with Section 1705.12 (Seismic Design Categories C, D, E or F): a) Cold-formed steel light-frame construction 45. Additional comments may follow. MECHANICAL AND PLUMBING COMMENTS Plan Reviewer: Martha McNicholas, P.E. Set: I MECHANICAL (2019 CALIFORNIA MECHANICAL CODE) 1. No mechanical provided does not have enough information to be reviewed. Provide a complete mechanical design upon next submittal. 2. Please provide load calculations, sizing, system type and equipment selection to comply with CEC 140.0 3. Please provide complete mechanical equipment schedules and mounting details. CMC 323.0 4. Provide complete mechanical floor plans showing the AC equipment locations, duct routing and termination location of all supply, return, and exhaust ducts. 5. If duct penetrate fire rated walls, Fire Smoke/Fire dampers are required, shall comply with UL 555S and shall be installed in accordance with the manufacturer's installation instructions where required by the California Building Code or California Residential Code. Please provide fire/smoke dampers location and installation details and UL listed on plans. CMC 605.1 6. Fire and smoke dampers shall be provided with an approved means of access large enough to allow inspection and maintenance of the damper and its operating parts. The access shall not affect the integrity of the fire-resistance- rated assembly. The access openings shall not reduce the fire-resistance rating of the assembly. CMC 605.5 7. Smoke detectors in the supply air duct of any "air-moving system" (equal to or greater than 2,000 cfm) to shut-off the equipment for smoke control is required. Provide duct smoke detectors location on plans. CMC 608.1 8. Duct smoke. detectors shall comply with UL 268A, shall be labeled by an approved agency, approved, and listed by California State Fire Marshal, and shall be installed in accordance with the manufacturer's installation instructions. Where fire-detection or alarm systems are provided for the building , the smoke detectors shall be supervised by such systems in an approved manner and installed in accordance with NFPA 72 and the California Building and Fire Codes. Please provide smoke detector UL268A compliance on plans. CMC 608.1 9. Please provide complete mechanical roof plan showing mechanical equipment locations and bathrooms exhaust duct termination location outside the building. Outlets shall terminate not less than 10 feet from a property line, 3 feet from exterior walls or roofs, 10 feet from openings into the building , and 10 feet above adjoining grade. CMC 502.2.2 10. Please specify within the mechanical plans that a duct leakage test will be conducted that complies with CMC 603.10.1. 11 . Please provide in plans how outside air is provided. Provide outside air ductwork location, routing, and termination on plans. 12. Please show compliance with CMC 603.4.1 & 603.5 for length limitations for factory made flexible air ducts: (1) Cannot be greater than 5' in length, (2) cannot be used as a replacement of rigid elbows (i.e. only an elbow connect to a terminal device/register is acceptable), (3) sag between supports hangers shall not exceed½" per foot of support spacing, and (4) the elbow connection to the terminal device/register is required to have a bend radius not less than one duct diameter. 13. Please provide on mechanical plans, duct type, material, R-value, smoke duct detector's location, and if any fire rate wall duct penetration proper protection. 14. Please provide in mechanical plans how ventilation is achieved. Airflow shall be provided in accordance with the requirements in Table 403.7. CMC 403.7 I • • 15. Please detail the primary condensate waste design: Pipe sizing, required cleanout, routing, and termination areas. CMC 310.0 & CPC 814.0. 16. Note: More comments may follow when a complete mechanical design is provided . PLUMBING (2019 CALIFORNIA PLUMBING CODE) 17. No Bathrooms plumbing plans were provided. Please provide complete set of plumbing plans. Please include on plans: • Plumbing general notes • Detail scope of work • Plumbing legend • Plumbing fixture schedule • Fire Protection notes • Pipe sizing schedule • Seismic notes • ADA compliance notes • Domestic water pressure calculations • Pipe schedule • Fixtures schedule • Water heater schedule • Piping insulation schedule 18. Provide all proposed equipment tag names on plans. 19. Provide calculations to show compliance with CPC 422.0 and Table 422.1 "Minimum Plumbing Facilities" using the occupant load CPC Table "A". Please include the occupancy classification and the number of occupants. Note: If additional bathroom fixtures are required, the handicap access requirements must be maintained. 20. Please provide a fixture schedule that specifies all the proposed fixtures that will be installed under this permit. Please specify the ID tag, manufacture, model number, flow rate (GPM or GPF) and any other necessary information for each fixture within the schedule. 21 . Public lavatories are required to be self-closing or self-metering (service stations, airports, restaurants, mercantile, stadiums, convention halls ONLY). CPC 407.4 22. Please provide on plans water-conserving Fixtures and Fittings. Flow rates for specified plumbing fixtures for mandatory nonresidential construction are contained in Chapter 5, Division 5.3 of the California Green Building Standards Code (Part 11 , Title 24, California Code of Regulations -CALGreen). Scoping provisions applicable to nonresidential additions and alterations are contained in Section 301.3 of CALGreen. CPC 401 .3 Please make sure the maximum flow rate for each fixture complies with the following chart: MAXIMUM FLOW FIXTURE TYPE RATE Water closets 1.28 gallons/flush Urinals (wall mounted) 0. 125 gallons/flush Showers 1.8 gpm@ 80 psi Lavatory faucets-0.5 gpm@60 psi nonresidential Kitchen faucets 1.8 gpm@ 60 psi Metering faucets gallons/cycle 23. Please add a plumbing material schedule and sizes to the plans describing the following systems: Potable water piping , waste & vent piping, and gas piping 24. Please provide hot water piping to bathrooms. Hot water is required for public use washing fixtures such as lavatories. Please provide. CPC 601.2. 25. Provide isometric riser for vent and waste piping with terminations. Provide location on plans for back flow preventers, water hammer arrestor and floor drains. 26. Floors shall slope to the floor drain locations. Please detail on the architectural floor plans. CPC 418.5 27 . Please provide a plumbing roof plan for each building next submittal showing the VTR locations for each waste riser. Make sure the proper 1 O' clearances are provided from any forced air intakes. 28. Provide location on plans for Thermostatic mixing valve. 29. Please show the slopes for all horizontal waste pipes within the plumbing plans. Note: All waste pipes that are smaller than 4" must have a minimum slope of 2%. Please show on the plans. CPC 708.1 30. Cleanouts are required at the upper most terminals of all horizonal waste lines. Please provide cleanouts location within the floor plan. CPC 707.4 31 . Note: More comments may follow when a complete plumbing design is provided. ELECTRICAL Plan Reviewer: Steven Miller Set: I 1. Pages E1 , and E2 Please provide occupancy sensors. Occupancy controls are required to shut off all lighting in : Offices 250 square feet or smaller, multipurpose rooms of less than 1,000 square feet, conference rooms, and classrooms of any size. ES 130.1 (c)5. 2. Page E1 Submit electrical load calculations. 3. Page E1 Indicate existing main service size. 4. Page E1 Indicate existing total main service load. 5. Page E1 Indicate new additional loads. 6. Page E1 Indicate wiring method , i.e., EMT, metal flex. END OF DOCUMENT Item 1 2 3 4 5 6 7 ~<vQ ~ ~ Q KWEI CONSULTING 811WILSHIREBLVD.,SUITE , ~~ c.:;<o~O~ LOS ANGELES, CA 9001 ~ ~ 0-~~'\.0~ ENGINEERS INC P:(949)39$-6954 ~ G~ Q' f • EMAIL: PETER@KWEICONSUL TINGE{~~ 0~..:)~Q ,.--:-V ~~~ CAMSTON WRATHER ,y~,,,,_~ NEW 2-STORY INT. OFFICE WITHIN EXISTING BUILDING ~l~~~') 2856 WHIPTAIL LOOP EAST, ~' ~ /~'t-1/ CARLSBAD, CA (#22-037) '1,0FCALW~/ ----.:::::::: - 05/23/2022 Revision Description Date 0 15T CITY SUBMITTAL 02/25/2022 1 1sT PLAN CHECK 05/23/2022 TABLE OF CONTENTS: Description Page TABLE OF CONTENTS 1 DESIGN CRITERIA 2 SEISMIC DATA 4 DESIGN VERTICAL LOAD 6 DESIGN LATERAL LOAD W/ LGBEAMER RESULTS 14 CHECK EXISTING SLAB FOR PT. LOAD/ALUMINUM POSTS 26 APPENDIX -ICC ESR REPORTS AND TEST REPORTS/L TR 31 CBC2022-0120 2856 WHIPTAIL LOOP " >-1--0 CRAMSTON WRA THER: COM-Tl (592 SF) (2 STORY) 1/87 MODULAR OFFICE WITH STAIRS 2091201400 7/20/2022 CBC2022-0120 KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD,CA DATE: 5/22/2022 FILE: (22-037) CRT-2CA-R1 .xmcd KWEI CONSULTING 811WILSHIREBLVD.,SUITE#1700. ENGINEERS INC ~~;~~~:5~:9~CA 90017 t • EMAIL: PETER@KWEICONSUL TINGENG.COM PROJECT: CAMSTON WRATHER 2856 WHIPTAIL LOOP EAST, CARLSBAD, CA (JOB# 22-037) DESIGN CRITERIA: 1 ST CITY SUBMITTAL 1STPLAN CHECK I) DESIGN BASED ON 2019 CALIFORNIA BUILDING CODE, ASCE 07-16 AND ALLOWABLE STRESS DESIGN: NEW 2-STORY INTERIOR OFFICE AT CARLSBAD, CA. II GRAVITY LOADS LIVE LOADS PER TABLE 4.3-1 OF ASCE 07-16 ROOF LIVE LOAD ROOF DEAD LOAD WALL DEAD LOAD IRLL := 20-psrj IRDL := 8·psrj JWDL1 := 8-ps1 SEEBELOW 111) SEISMIC LOAD -SITE CLASS D • CHAPTER 11 OF ASCE 07-16: MAPPED SPECT. ACCELERATION: SITE COEFFICIENT: ADJUSTED SPECT. ACCELERATION (SECTION 11.4.3): FUNDAMENTAL PERIOD (ASCE 12.8.2.1): LONG-PERIOD TRANSITION PERIOD (ASCE FIG. 22-15, PG 228) Jss := 0.9211 JFa := L3 TABLE 11.4-1 Jsms := F.-Ss = I. I 05 I Jsml := Fv·S1 = 0.665 I lhn := I 8.6j NO. OF STORIES 1£:= CrhnO.?S = 0.18 1 ITL:= q EXPONENT RELATED TO STR. PERIOD (ASCE SCT 12.8.3) OCCUPANCY CATEGORY (ASCE TBL 1-1 ): SEISMIC DESIGN CATEGORY(ASCE TBL 11.6-1 & 11.6-2): RESPONSE MODIFICATION FACTOR (ASCE TBL 12.2-1) IMPORTANCE FACTOR (ASCE TABLE 11.5-1) 2/87 FLOOR DEAD LOAD JFv := l.96 ij TABLE 11.4-2 DESIGN SPECT. ACCELERATION (SECTION 11 .4.4): Jcr := 0.03 [~,:= zj ,....IS-ds-:=_¾_-S_m_s =-0.-73-7-,1 isdl := ¾·Sm1 = 0.443 1 k := I if T ~ 0.5 = I 0.5-T + 0.75 if T = 0.5 A T= 2.5 2 i f T ;,:: 2.5 EXISTING CONC. TILT-UP BLDG CATEGORYII = 0.368 R=2.0, SHEAR PANELS W/ OTHER MATERIAL KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD,CA DATE: 5/22/2022 FILE: (22-037) CRT-2CA-R1 .xmcd = 0.l47 R=5.0, EXISTING CONC. TILT-UPWALL DEFLECTION AMPLICATION FACTOR (ASCE TBL 12.2-1) ALLOWABLE S1DRY DRIFT (ASCE TBL. 12.12-1) DETERMINED STORY DRIFT (ASCE SCT. 12.8.6) IV) MATERIAL SPECIFICATIONS: .ci.arIE Oxc.allowl := --= 2-i 1.4-Cd.l a) STEEL DEFORMED REINFORCEMENT AND BOLTS {PER ACI 381-19): YIELD STRENGTH (REINF. #3 REBARS OR SMALLER, GRD. 40) YIELD STRENGTH OF (REINF. #4 REBARS OR LARGER, GRD. 60 AND A307 ANCHOR BOLTS. ) DESIGN YIELD STRENGTH (REINF., 3/8" DIA. OR LESS, GRADE 40 OR 50, V) SOILS SPECIFICATIONS /Fy1 := 40000-psj /Fy2 := 60000-psj MODULUS OF ELASTICITY FOR NONPRESTRESSED REINF. PER SECTION 8.5.2 F51 := if(0.5·Fy2 < 20000·psi,0.5·Fy2,20000·psi) DESIGN YIELD STRENGTH /Fs1 = 20000-psj (REINF., GRADE 60, .ci.a2-IE 1ixc.allow2 := --= 0.8· i 1 .4·Cd.2 /Es2 := 29000000· psj /Fs2 := 24000-psj NO SOILS REPORT GIVEN. ALL VALUES ARE ASSUMED MINIMUM ACCORDING TO 1H E 2019 CBC SOILS BEARING CAPACITY (MIN. 12" WIDTH x 12" DEEP) ASSUMED SOIL WEIGHT FRICTION COEFFICIENT /crsoilcf := 1500-psg /wsoi1:= 110-pc1 Iµ:= 0.2~ Vil GRAVITY LOADS JUSTIFICATIONS: HORIZONTAL DIAPHRAGM LOADS: ROOFLEVEL LT. GAUGE STEEL DECK 2.3 psf SUSPENDED CEILING 1.7 psf HVAC/FIRE SPRINKLER 2.0 psf MISCELLANEOUS 2.0 psf ROOF DEAD LOAD 8 psf ROOF LIVE LOAD 20 psf 3/87 ASSUMED ACTIVE EARTH PRESSURE ASSUMED PASSIVE EARTH PRESSURE FLOOR LEVEL CARPET 3/4" TONGUE & GROOVE LT. GAUGE STEEL DECK SUSPENDED CEILING HVAC/FIRE SPRINKLER MISCELLANEOUS FLOOR DEAD LOAD FLOOR LIVE LOAD (OFFICE) FLOOR LIVE LOAD (STAIRS) 1.0 psf 2.3 psf 2.3 psf 1.7 psf 2.0 psf 0.7 psf 10 psf 50 psf 100 psf L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: na Island 2856 Whiptail Loop E, Carlsbad, CA 92010, USA ;ential ;abitat ... 33.1440295, -117.2477576 472 ft 2022-02-24T07:41 :15.1642 Seismic ASCE7-16 Go gle II D-default Basic Parameters Name Value Ss 0.921 S1 0.339 SMs 1.105 SM1 • null Sos 0.736 So1 • null * See Section 11.4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA •Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.911 Coefficient of risk (0.2s) CR1 0.918 Coefficient of risk (1.0s) PGA 0.4 MCEG peak ground acceleration F PGA 1.2 Site amplification factor at PGA PGAM 0.48 Site modified peak ground acceleration TL 8 Long-period transition period (s) C:::c:RT n 0?1 Prnh:::ahilic:ti,... ric:k-t:::arni:::.tPrl nrn11nrl m 4/87 Temecula 0 Borrego Springs 0 Clevelanrl Anza-Borr National Forest Desert State Pa v San DieQo O 'Map data ©2022 Google, INEGI SsUH 1.011 SsD 1.5 S1RT 0.339 S1UH 0.369 S1D 0.6 PGAd 0.5 * See Section 11.4.8 ••....................... u ..... ' ....... ~ ..... ::, ..... , .......... ::,• ............ , , , ..... u..,,. ,.., ........ , Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1 .0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1 .0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 5/87 KWEI CONSUL TING ENG CAMSTON WRATHER CARLSBAD.CA PROJECT: CAMSTON WRATHER 2856 WHIPTAIL LOOP EAST, CARLSBAD, CA (JOB# 22-037) DESIGN FOR VERTICAL LOADING -ASD I -GENERAL DESIGN INFORMATION: A) DESIGN LOADS: ROOF LIVE LOAD ROOF DEAD LOAD WALL DEAD LOAD IRLL := 20-psfj IRDL := 8-psij IWDLI := 8-ps~ 11 -DESIGN ROOF ELEMENTS: 1ST CITY SUBMITTAL 1STPLANCHECK LOOR LIVE LOAD (STAIRS) FLOOR DEAD LOAD SEISMIC COEFFICIENT A) DESIGN ROOF DECK-10'-0" MAX. SPAN WITH ROOF LOAD ONLY: MAX. SPAN OF DECK lI,,,,i= 1 o.o-ij TRIBUTARY WIDTH ROOF YIELD STRENGTH IFY := 40-ksj ELASTIC MODULUS OF STL MOMENT OF INERTIA POS l1x.p := 0.207 • in 1 SECTIONAL MODULUS POS WIDTH OF WALL lbw := 3.5· i1 ASD FACTOR FOR BENDING psE ASC ROOF B-DECK 20 GA (ICC ESR-1414, Pg 7) IWoL:= RDL-TWR= 8-plq IwL,:= RLL-TWR = 20-plq L'b:= L -bw = 9.71 ft 1) DETERMINE MAX BENDING DUE TO POSITIVE MOMENT FROM VERTICAL LOADS ONLY· (woL + WL,)·L'b2 Mp:= = 3.96-kips-ir < Sx r·Fy 8 Mp.a:=~= 5.56-kips-ir DATE: 5/22/2022 FILE: (22-037) VRR-2CA-R1 .xmcd ITWR := 12-ui IEs := 29500-ksj lsx.p := 0.232-in1 Inb := I .63 OK 2) DETERMINE MAX DEFLECTION DUE TO POSITIVE MOMENT FROM VERTICAL LOADS ONLY· ti.TL:= 5-(WoL + WL,)-L'1,4 = 0.92-ir < ~ 384-E,· l x.p . 5-(WLr)·L'/ ti.LL:= = 0.65-it < 11~0 = 0.67-i,1 384·E5·Ix.p B) DESIGN PARTITIONS -9'-0" MAX. SPAN W/ ROOF LOAD AND OUT-OF-PLANE LOADS: HEIGHT OF WALL lhw := 9.0·fi COEFFICIENTS MAX. HT. OF ROOF lh := 18.67 -f~ DESIGN SPECTRALACCEL HT. OF CENTER OF LTR LOAD hw IBUTARY WIDTH ROOF z := -+ 9.33-ft = 13.83 ft 2 TRIBUTARY LENGTH ROOF OK OK lar := 1.q IRP := 2,1 IIP := 1.q ISds := 0.731 lT.W.13,,:= 0.5-8.0· ft = 4 ft I ITLR := 0.5-10.0-ft = 5 ft I psE PRE-FAB WALL PANELS BY UNITED PART111ON USING 'I' SECTION @ 4'-0" O.C. SEE LGBEAMER RESULTS F, ,= m•t mii 0.4iS& { l + 2-;;). l.6·S,sl'l03·S,,I,JW, = 2.34 psf w, ,= WDL, = S-psf lwp.gov := max(0.7·Fp,5·psf)•TWR = 20-plq OUT-OF-PLANE LL GOV (RDL·TLR + WDL1·hw)•TWR = 448 lb IPoL := {RDL-TLR + WDLI-0.5·hw)-TWR = 304 lb I APPLIED TO BOTT. 6'-0" (RLL-TLR)-TWR = 4001b 6/87 KWEI CONSUL TING ENG 111 -DESIGN FLOOR ELEMENTS: CAMSTON WRATHER CARLSBAD, CA A) DESIGN FLOOR DECK· 4'-6" MAX. SPAN W/ FLOOR LOAD ONLY: MAX. SPAN OF DECK [\,,;= 4.5· r, TRIB. WIDTH FLOOR YIELD STRENGTH i4:= 40-ksl ELASTIC MODULUS OF STL MOMENT OF INERTIA POS Ii:::= 0.207. in1 SECTIONAL MODULUS POS WIDTH OF WALL ~:= 3.5· id ASD FACTOR FOR BENDING µSE ASC ROOF B-DECK 20 GA (ICC ESR-1414, Pg 7) 1:¾i:= FDL·TWF = 10-plq IWLL := FLL2·TWF = 100-pl~ 1) DETERMINE MAX. BENDING DUE TO POSITIVE MOMENT FROM VERTICAL LOADS ONLY: M:= L -bw = 4.21 ft < DATE: 5/22/2022 FILE: (22-037) VRR-2CA-R 1.xmcd ITWF := 12· irl [!k:= 29500-ksl Ii::= 0.232-inj ID;:= 1.6] OK 2) DETERMINE MAX. DEFLECTION DUE TO POSITIVE MOMENT FROM VERTICAL LOADS ONLY: < < ~ = 0.23-it 240 OK OK B) DESIGN (N) PARllllONS -9'-0" MAX. SPAN SUPPORTING RF/FLR LOAD AND OUT-OF-PLANE LOADS: HEIGHT OF WALL lk,;j= 9.0• fi COMP. AMPLIF FACTOR ~:= 1.9 MAX. HT. OF ROOF LlJ. := 18.67. ti COMP. RESP. MOD. FACTOR (!k,;:= 2.~ HT. OF CENTER OF LTR LOAD k:= 4.5•t~ IMPORTANCE FACTOR lk,:= 1.9 ~==----~ TRIBUTARY WIDTH ROOF ~:= ¥ = 4 fl I TRIBUTARY LENGTH ROOF [M:= ~ = 5 fl I TRIBUTARYWIDTHFLOOR ~= g;n = 4ft I TRIBUTARY LENGTH FLOOR ITLF:= 14;•ft = 7 ft I SE PRE-FAB WALL PANELS BY UNITED PARllllON USING 'H' SECTION @4'-0" O.C. MAX. SEE LGBEAMER ESULTS FOR COMBINED LOAD CHECK t -~ 0.4-ap·Sds ( z) J J f,,;a m, lm l ~ -I + 2·1, , 1.6-S,, ,, . 0.3-Sa.-1,, W, a 1.77-psf ~= max(0.7·Fr ,5·psf)·TWF = 20-plf := RDL-TWRTLR + FDL-TWF·TLF 7/87 OUT-OF-PLANE LL GOV APPLIED TO BOTT. 6'-0" KWEI CONSUL TING ENG CAMSTON WRATHER CARLSBAD.CA C) DESIGN TYP. SPT. BEAM -14'-0" MAX. SPAN SUPT UNIF. FLDOR AND PARTIAL ROOF LOAD: MAX. SPAN OF MEMBER WN...L HEIGHT ABV. TRIBUTARY WIDTH ROOF lT,W,J3.,,:= 0.5-4-ft = 2 fl I TRIB WIDTH FLR TRIBUTARY LENGTH ROOF lT1J~.:= 0.5· I 0-ft = 5 ft I DATE: 5/22/2022 FILE: (22-037) VRR-2CA-R1 .xmcd (1-1 := 9.0•f~ Mr' J.)J:/J;.,;= 0.5•(4.0,ft + 4.5,ft) ITWF = 4.25 fl I µsE W10x15 BM. (Fy = 50 KSI) @ 4'-3" o .c. TYP. (4'-6" MAX.). SEE ENERCALC FOR RESULTS WrLLI := FLL2•TWF = 425·plf WroL2 := RDL•TWR + WDLrH = 88-plf WrLr2 := RLL·TWR = 40·plf APPLIED 0'-0" TO 4'-0" APPLIED 4'-0" TO 14'-0" WrLL2 := FLL2·(0.5-4·ft) + FLLi-(0.5·4.5-ft) = 312.S·plf jCE1 := 963.68· ltj IT El := -CEI = -963.68 lb I AMPLIFIED EARTHQUAKE COMPRESSION AT 4'-0" AMPLIFIED EARTHQUAKE TENSION AT 14'-0" 1) DESIGN POST 1D SPT. BM (9'-0" MAX. UNB. HT.): SE 'H' RACEWAY POST. SEE LGBEAMER FOR RESULTS ~:= 0.97·kips + (WDL1-0.5-H)•TWR = l.04•kip~ l!¾j= 0.26-kip~ ·= max 1.0·Pot + I.O·Pc,., 1.0-PoL + l.0·PtL, 1.0-Poc + 0.75·Plr + 0.75·PLL = 3.29·kip. D+LGOV IV -DESIGN STAIRCASE ELEMENTS: A) DESIGN SlRINGER BEAM -16'-8" SPAN SUPPORTING UNIFORM FLOOR AT STAIR: MAX. SPAN OF MEMBER µ,,,;= 16.67 • f~ TRIBUTARY STAIRS WIDTH GUARDRAIL HT.ABOVE IHg := 3.H~ jrws := 7 = 1.sft I µsE MC1 0x8.4 (Fy = 36 KSI). SEE ENERCALC FOR RESULTS ---------1$'.i,: = FDL-TWS + 5-psf•Hg = 32.5-pl1 ~= FLL2·TWS = ISO ·paj 1) DETERMINE POST (8' -6" UNB. HT.) µSE 'H' RACEWAY POST. SEE LGBEAMER FOR RESULTS I I ·ft) := 0.34•kips• I + -+ [FDL·(0.5-3-ft) + l5-plf]-(0.5· 14·ft) + 5-psf·Hg·(0.5-11 -ft) = 0.9l·kip 14-ft := l.25·kips· 1 + ll-ft + FLL2·(0.5-3•ft)•(0.5-14·ft) = 3.28-kip !Pot+ P1..t = 4 195.541b I 14-ft · · B DESIGN SUPPORTING BEAM -14'-0" SPAN SUPPORTING UNIFORM FLOOR/STAIR LOAD • MAX. SPAN OF MEMBER lL= 14.0· f~ TRIBUTARY FLOOR WIDTH SE W10x15 F = 50 KSI . SEE ENERCALC FOR RESULTS Q¼i,:= FDL-TWF + 5-psf•Hg = 37.5-pl1 ~:= FLLz-TWF = 200·pl1 !ti= 0.34•kip~ (!¼;:= 1.25·kip~ 8/87 APPLIED AT 4'-0" APPLIED TO 4'-0" & 14'-0" FROM STAIRS 2012 AISI Specification w/2012 Addenda Project: CAMSTON WRATHER -CARLSBAD, CA (#22-037) Model: 1.375" WIDE x 3.634" DEEP 'I' SECTION (2ND FLR. 'I' POSTS) SECTION DESIGNATION: (2) Back-to-Back INPUT PROPERTIES: Web Height= Top Flange= Bottom Flange = OUTPUT PROPERTIES: 3.6340 in 0.6900 in 0.6900 in Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 9/87 Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Fy With Cold-Work, Fya = Date: 2/23/2022 0.0310 in 0.0765 in 25.0 ksi 25.0 ksi 1.8490 in 0.4969 in"4 0.2593 in" 3 323.50 Ft-Lb 1.8170in 0.4969 in"4 0.3021 in"2 1.2825 in 0.0136 in"4 0.2123 in 1 .0281 lb/ft 1454.93 lb 2458Ib Project: CAMSTON WRATHER -CARLSBAD, CA (#22-037) Model: 1.375" WIDE x 3.634" DEEP 'I' SECTION (2ND FLR. 'I' POSTS) -I R1 Sloped/Partial Loads Case 1 9.00 ft X1 ft 0.00 Section : (2) Back-to-Back (X-X Axis) Maxo = 323.5 Ft-Lb Moment of Inertia, I = 0.497 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 160.0 Mmax/ Maxo 0.495 Mpos Ft-Lb 160.0 Combined Bending and Web Crippling Reaction or Pt Load R1 R2 Combined Bending and Shear Reaction or Pt Load R1 R2 Within Span (Unstiffened) Span Center Span Loc'n, X (ft) 3.98 Load P(lb) 80.0 40.0 Vmax (lb) 80.0 39.3 Brng (in) 1.00 1.00 Mmax (Ft-Lb) 0.0 2.1 Unpunched M(X) V(X) (Ft-Lb) (lb) 159.8 2.6 Combined Bending and Axial Load Bracing (in) Full Pa (lb) 472.8 472.8 Va Factor 1.00 1.00 lntr. 0.24 Axial Ld (lb) 304.0 (c) Bracing (in) Span Center Span KyLy KtLt Sheathed Sheathed 10/87 Date: 2/23/2022 R2 W(X1) lb/ft 20.0 X2 ft 6.00 W(X2) lb/ft 20.0 Fy = 25.0 ksi Va= 1454.9 lb Ma(Brc) Ft-Lb 323.5 Mpos/ Ma(Brc) 0.495 Deflection VNa 0.05 0.03 Max KL/r 84 (in) Ratio 0.152 L/710 Mmax (Ft-Lb) 0.0 2.1 M/Ma 0.00 0.01 lntr. Value 0.19 0.10 lntr. Unstiffen 0.00 0.00 Punched Loc'n, X M(X) V(X) (ft) N.A. (Ft-Lb) (lb) N.A. N.A. Allow Ld (lb) 1536.5 (c) P/Pa 0.20 Stiffen Req'd ? No No lntr. Stiffen NA NA lntr. N.A. lntr. Value 0.72 2012 AISI Specification w/2012 Addenda Project: CAMSTON WRATHER -CARLSBAD, CA (#22-037) Model: 4.158" WIDE x 3.65" DEEP "H' RACEWAY (1ST FLOOR LEVEL) SECTION DESIGNATION: (2) Back-to-Back INPUT PROPERTIES: Web Height= Top Flange= Bottom Flange = Punchout Width = OUTPUT PROPERTIES: 3.6520 in 2.0800 in 2.0800 in 1.5000 in Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Allowable Shear Force In Web (Punched) Pao for use in Interaction Equation C5-2 11/87 Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Punchout Length = Fy With Cold-Work, Fya = Date: 2/24/2022 0.0800 in 0.1720 in 25.0 ksi 4.0000 in 25.0 ksi 1.9454 in 2.5185 in"4 1.2019 in" 3 1499.37 Ft-Lb 1.8260 in 2.5931 in"4 1.1952 in"2 1.4730 in 0.9604 in"4 0.8964 in 4.0670 lb/ft 5036.80 lb 2761.14 lb 10487Ib CAMSTON WRATHER -CARLSBAD, CA (#22-037) Date: 4.158" WIDE x 3.65" DEEP "H' RACEWAY (1ST FLR LEVEL) SPT. STAIRCASE (WORST CASE) 5/22/2022 T R1 Sloped/Partial Loads Case 1 9.00 ft X1 ft 0.00 Section : (2) Back-to-Back (X-X Axis) Maxo = 1499.4 Ft-Lb Moment of Inertia, I= 2.519 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Span Ft-Lb Maxo Ft-Lb Center Span 160.0 0.107 160.0 Combined Bending and Web CriImling Reaction or Pt Load R1 R2 Combined Bending and Shear Reaction or Pt Load R1 R2 Within Span (Unstiffened) Span Center Span Loc'n, X {ft) 3.98 Load P(lb) 80.0 40.0 Vmax (lb) 80.0 39.3 Brng (in) 1.00 1.00 Mmax (Ft-Lb) 0.0 2.1 Unpunched M(X) V(X) (Ft-Lb) (lb) 159.8 2.6 Combined Bending and Axial Load Bracing (in) Full Pa (lb) 2434.1 2434.1 Va Factor 1.00 1.00 lntr. 0.01 Axial Ld (lb) 4190.0 (c) Bracing (in) Span Center Span KyLy KtLt Sheathed Sheathed 12/87 W(X1) lb/ft 20.0 X2 ft 6.00 W(X2) lb/ft 20.0 Fy = 25.0 ksi Va = 5036.8 lb R2 Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) 1499.4 0.107 0.030 VNa 0.02 0.01 Max KL/r 73 Mmax (Ft-Lb) 0.0 2.1 M/Ma 0.00 0.00 lntr. Value 0.04 0.02 lntr. Unstiffen 0.00 0.00 Punched Loc'n, X M(X) V(X) (ft) 3.98 (Ft-Lb) (lb) 159.8 2.6 Allow Ld (lb) 5537.3 (c) P/Pa 0.76 Ratio L/3600 Stiffen Req'd? No No lntr. Stiffen NA NA lntr. 0.01 lntr. Value 0.88 Project Title: KWEI CONSULTING E111'i1LSHIREBLVD .. 5UITEW1700, ~~o~~nc~ig~scr: CAMSTON WRATHER-CARLSBAD, CA Project ID: 22-037 2-STORY OFFICE WITHIN EXISTING STRUCTURE LOS MlGELES. CA 90017 ENGINEERS INC P·t94$il~E•54 I , EMAIL. PETER@KWEICONSUL TIOOEIIG COM JECTS\(22-037) Camston Wrather (U. Partition)· Carlsbad, CA\CLC\(22-037) CAMSTON WRA THER-2CA-r0.ec6 ENERCALC, INC. 1983-2016, Build:6.16.7.21 , Ver:6.16.7.31 Description : DESIGN FLOOR SUPPORTING BE_A_M_S __ _ Steel Beam Design : 14'-0" SPAN FLR SPT. BM @ 4'-3" o.c. TYP. C c 10x15, ully raced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.04250 k/ft, Trib= 1.0 ft Unif Load: L = 0.4250 k/ft, 0.0 to 4.0 ft, Trib= 1.0 ft Unif Load: D = 0.0880, Lr = 0.040, L = 0.3125 k/ft, 4.0 to 14.0 ft, Trib= 1.0 ft Point: E = 0.9637 k@ 4.0 ft Point: E = -0.9637 k@ 14.0 ft Design Summary Max fb/Fb Ratio = Mu: Applied 0.287 : 1 17.236 k-ft at 6.953 ft in Span # 1 60.000 k-ft Mn • Phi : Allow Load Comb : +1.20D+0.50Lr+1.60L +1.60H Max fv/FvRatio = Vu: Applied 0.073: 1 5.049 k at 0.000 ft in Span # 1 68.931 k Vn • Phi : Allow Load Comb : +1.20D+0.50Lr+1.60L +1.60H Max Reactions (k) D Left Support 0:72 Right Support 0.97 b Lr Q 'f:i. 2.57 O-::i4 2.25 0.26 E o]i9 -0.69 L.._ !:! E(0.9637) L(0.4250) , ! J I Max Deflections Downward L +Lr+S Upward L +Lr+S Fy = 50.0 ksi E = 29,000.0 ksi D(0.0880) Lr(0.040) L(0.3125) o(b.042so) 14.0 ft Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : MC10x8.4, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.03250, L = 0.150 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = Mu : Applied 0.470 : 1 10.042 k-ft at 8.335 ft in Span # 1 21.384 k-ft Mn • Phi : Allow Load Comb : +1.20D+0.50Lr+1.60L +1.60H Max fv/FvRatio = Vu: Applied 0.073 : 1 2.409 k at 0.000 ft in Span # 1 33.048 k Vn • Phi : Allow Load Comb: +1 .20D+0.50Lr+1 .60L +1.60H Max Reactions (k) D Left Support 0~4 L J.r Q 'f:i. 125 Right Support 0.34 1.25 !:! Max Deflections Downward L +Lr+S Upward L +Lr+S Steel Beam Design : 14'-0" SPAN STAIRS/FLR SPT. BEAM Fy = 36.0 ksi E = 29,000.0 ksi 0(0.03250) L(0.150) 16.670 ft 0.283 in 0.000 in Downward Total Upward Total 0.360 in 0.000 in Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section: W10x15, Fully Braced Using Load Resistance Factor Design with /BC 2018 Load Combinations, Major Axis Bending Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.03750, L = 0.20 k/ft, Trib= 1.0 ft Point: D = 0.340, L = 1.250 k @ 4.0 ft Point: D = 0.340, L = 1.250 k@ 14.0 ft Design Summary Max fb/Fb Ratio = Mu: Applied Mn • Phi : Allow Load Comb: Max fv/FvRatio = Vu: Applied Vn • Phi : Allow Load Comb: 0.247 : 1 14.817 k-ft at 5.227 ft in Span # 1 60.000 k-ft +1.20D+0.50Lr+1.60L +1.60H 0.084: 1 5. 777 k at 14.000 ft in Span # 1 68.931 k +1.20D+0.50Lr+1.60L +1.60H L !.r § 'ti. 2:-29 3 01 D(0.340) L(1.250) 13/87 Fy = 50.0 ksi E = 29,000.0 ksi __ , 14.0 ft KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD, CA DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd PROJECT: CAMSTON WRATHER 2856 WHIPTAIL LOOP EAST, CARLSBAD, CA (JOB# 22-037) 1ST CITY SUBMITTAL 1 ST PLAN CHECK DESIGN FOR LATERAL LOADING: I -GENERAL DESIGN INFORMATION: Al DESIGN LOADS: ROOF LIVE LOAD ROOF DEAD LOAD WALL DEAD LOAD (INT) Bl STRUCTURAL DIMENSIONS: BUILDING'S LENGTH 2 BUILDING'S WIDTH 2 AREA OF BUILDING 2 PERIMETER OF WALL 2 BUILDING'S LENGTH 1 BUILDING'S WIDTH 1 AREA OF BUILDING 1 PERIMETER OF WALL 1 IRLL := 20-psrj IRDL := 8-psrj jWDL1 := 8·ps1 FLOOR DEAD LOAD BASE SHEAR COEFFICIENT jBL2 := 20.0•fl TRIBUTARY HEIGHT jBW2 := IO.O·fi ROOF I 2 I ROOF HEIGHT A2 := BL2-BW2 = 200 ft ~=::;:::==::::=;==-~ TRIBUTARY HEIGHT IP2 := 2-(BL2 + BW2) = 60 ft I FLOOR jBL1 := 28.0·fl FLOOR HEIGHT jBW 1 := 14.0· fi IA1 := BL1•BW1 = 392 n2 I IP1 := 2-(BL1 + BW1) = 84 ft I II -2-STORY OFFICE (LATERAL FORCES): IFDL := 10-psrj jSd, := 0.73j ~ jIE:=l.q ~ ITH2 := 4.54· rj lh2 := 19.08·1 ITH1 := 9.54· f1 lh1 := 10.0•f1 Al SEISMIC FORCE PER LEVEL (SECTION 12 OF ASCE 07-16 -ALLOWABLE STRESS DESIGN}: REDUNDANCY FACTOR IP := l -~ 1) SEISMIC WEIGHT AND FORCE AT LEVEL 2 (ROOF): 2) SEISMIC WEIGHT AND FORCE AT LEVEL 1 {FLR): lw1 := FDL·A1 + WDL1·(P1)-TH1 = 10.33-kip, 3) TOTAL SEISMIC WEIGHT AND FORCE AT BASE: 2 2 W 1013J := L wi = 14.1 1 •kipi i = I Fiotal := L Fi = 4.73·kipi i = J 8) VERTICAL REDISTRIBUTION OF SEISMIC FORCES (SECTION 12.8.3 OFASCE 07-16): FUNDAMENTAL PERIOD lhn := 19.08·fi jcT := 0.03 Ix:= 0.7~ (ASCE SECTION 12.8.2.1 AND TBL 12.8-2): ( h"Jx T0 := min Cr -·sec = 0.18-sec ft 14/87 KWEI CONSUL TING ENG. EXPONENT RELATED TO STR PERIOD (ASCE 12.8.3) CAMSTON WRATHER CARLSBAD, CA k := l if Ta :s: 0.5-scc 2 if T3 ;,,: 2.5-sec 2 -I ( ) I +------. Ta -0.5-scc (2.5-sec -0.5-scc) 1) VERTICAL DISTRIBUTION FACTOR AT EACH LEVEL: I wi"(h 1)1 Cv2 := wi(b2) = 0.41 Cvt := = 0.59 2 2 I [wi"(11/] L [wi"(h/] i= 1 i= I ) REDISTRIBUTED SEISMIC FORCE AT EACH LEVEL: DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd =I if 0.5-sec < T3 < 2.5-scc 3 CHECK THE SUMMATION OF REDISTRIBUTED SEISMIC FORCE AT EA H LEVEL WITH ACTUAL BASE SHEAR: 2 F'. = 4.73-kip I 2 := L 1\ = 4.73-kip i= I 15/87 KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD,CA DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd 111-ROOF LEVEL LATERAL: A) DESIGN (Nl PRE-MFG PANEL SHEAR WALL -LONGITUDINAL DIR., INTERIOR (WORST CASE NO WINDOWS): 1) DESIGN PARTITION SHEAR WALLS: INDIVIDUAL SHEARWALL LENGTH SUMMATION OF ALL INDIVIDUAL SHEARWALL LENGTHS SHEARWALL HEIGHT I :EL; := L SLi = 20 ft i = I jSH := 9.0·f~ TRIBUTARY WIDTH: 2) CHECK SHEARWALLASPECT RATIO (SECTION 4.3.4 ANSI/AF&PA SDPWS-2015): SL01;11 := min(SL1) 2 hwRATIO := -~ = 0.45 SLmin SLmin = 20 ft USE SHORTESTOFTHE SHEARWALLS > I OK SE WALL PANEL W/O WINDOW OPENINGS. END POSTS FOR TENSION/COMPRESSION RESISTANCE 0.7-1519-lb = 120.42. 1 8.83-ft p ASPECT RATIO LIMITATION PER SECTION 4.3.5.1 • V shr.allow = 120.42-pl > jvs = 33.99-plrj OK -NOTE: TYPICALLY ALL CORNER POSTS HAVE (2)-SCREWS AND ALL OPENINGS SHALL HAVE (1) SCREW ALLOWABLE SHEAR IN 20 GA. ALLOWABLE SEISMIC TENSION SCREW SPACING 12" O.C. MAX. ICC ESR-1408 :EL· < := (vscrw}-' = 4440 lb OK s NUMBER OF ANCHORS psE (2)-#8 x 1" TEKSCREW ATEA. END 10 RESIST UPLIFT TENSION (ICC ESR-1408) TWR := 0.5·( I 0.0-ft) = 5 rt 2 ( ) ( ) SLmin M, := 0.6 -0.14-Sds · RDL-TWR + WDL1-9-ft ---= 11.13 -kips·ft 2 > J... 16/87 = 0 lb OK AV KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD, CA 5) DESIGN END SCREWS TO RESIST TENSION FROM OVERTURNING MOMENT: TENSILE STRNGH OF MEMBR JFul := 30-ksj NUMBER OF SCREWS Tl-flCKNESS OF ALUMINUM Jtal := 0.062 • i1j SCREW NOM. CAPC SHEAR ASD FACTOR OF SAFETY ns := 8 SCREWS AT CONNECTION I JP118 = 262.58 lb I > OK 6) DESIGN END POSTS TO RESIST TENSION FROM OVERTURNING MOMENT: YIELD STRNGH OF MEMBR WEB HEIGHT JFcy := 25-ksj Jhw := 3.65-i1 Tl-flCKNESS OF WEB/FLNGE FLANGE WIDTI-f DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd It:= o.os-id Jw1-:= 4.158-i1 SE 4.158" WIDE x 3.654" TALL ALUMINUM 'I' SECTIONS. DUE TO COLUMN BEING SANDWICHED BElWEEN '.ALLS, WEAK AXIS BUCKLING IS PREVENTED. SEE LGBEAMER RESULTS. 17/87 KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD,CA DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd 8) DESIGN PRE-MFG PANEL SHEAR WALL-TRANSVERSE DIRECTION, EXT. (WORST CASE W/WINDOW & DOOR): 1) DESIGN PARTITION SHEAR WALLS: INDIVIDUAL SHEARWALL LENGTH SUMMATION OF ALL INDIVIDUAL SHEARWALLLENGTHS SHEARWALL HEIGHT I EL := I i = I lIB,:= 9.0-~ TRIBUTARY WIDTH: SL.= 6 Ii 1 2) CHECK SHEARWALLASPECT RATIO (SECTION 4.3.4 ANSI/AF&PASDPWS-2015): > F' 2 &:= -= 9.7 1-psf SH --= 1.5 SLmin SLmin = 6 ft ~:= SLmin OK USE SHORTEST OFTHE SHEARWALLS SE WALL PANEL W/ WINDOW OPENING. END POSTS FOR TENSION/COMPRESSION RESISTANCE ASPECT RATIO LIMITATION PER SECTION 4.3.5.1 •Vshr.allow = 149.83-pl 3) DESIGN SCREWS TO RESIST LATERAL SHEAR: -NOTE: TYPICALLY ALL CORNER POSTS HAVE (2)-SCREWS AND ALL OPENINGS SHALL HAVE (1) SCREW SCREW SPACING 4) DESIGN HOLDOWN SCREW TO RESIST TENSON FROM OVERTURNING MOMENT: ALLOWABLE SEISMIC TENSION tr;;:= 222-ltj NUMBER OF ANCHORS t)sE (5)-#8 x 1" TEK SCREW AT EA. END 10 RESIST UPLIFT TENSION (ICC ESR-1408) ~:= 0.5-(1.0-ft) = 0.5ft ( SL 111;11) ~:= VS· ---SLmin·SH = 6.I2-kips-fl EL; KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD.CA 5) DESIGN END SCREWS TO RESIST TENSION FROM OVERTIJRNING MOMENT: TENSILE STRNGH OF MEMBR THICKNESS OF ALUMINUM NUMBER OF SCREWS SCREW NOM. CAPC SHEAR ·-. (4,2-J1., 3 -ds·Fu1 2.7•t.rds·Fu , P SS J-k -mm --'-----, , -262.58 lb S15 Ds 1.25 := ns·Pas = 1050.31 lb T rcq = 906.46 lb OK 6) DESIGN END POSTS TO RESIST TENSION FROM OVERTURNING MOMENT: DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd YIELD STRNGH OF MEMBR Jk;= 25-ksj THICKNESS OFWEB/FLNGE lt.,:= 0.08-ig WEB HEIGHT l!tw;= 3.65-i1 FLANGE WIDTH @i:= 4.158-i1 SE 4.158" WIDE x 3.654" TALLALUMINUM 'I' SECTIONS. DUE TO COLUMN BEING SANDWICHED BETWEEN 14.LLS, WEAK AXIS BUCKLING IS PREVENTED. SEE LGBEAMER RESULTS. 19/87 KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD.CA C) DESIGN STEEL DECK DIAPHRAGM -LONGITUDINAL DIRECTION GOVERNS: TRIBUTARY WIDTH TRIBUTARY LENGTH TRIBUTARY HT J.:fli= 0.5-(20-ft) = 10ft TL:= 10-fi TH2 = 4.54ft 1) SEISMIC (SECTION 12 OF ASCE 07-10): SHEAR WALL FORCE: TW TL Wp2 := W2·---. -= 1889.6 lb BL2 BW2 i = I fpx := ----wp2 = 632.79 lb 2 i = I FP2 := 0.2-1E-Sds wr2 if F11, :$ 0.2-IE-Sct,Wpz fpx if 0.2·IE-Sds"Wp2 < Fpx < 0.4-IE-Sd5·Wp2 0.4-IE-Sd5·Wp2 if Fpx ~ 0.4·1E-Sd5·Wp2 0.7·Fp2 Vdiap := --= 38.99-pl[ TL = 557.05 lb DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd PER SECTION 12.10.1.1 OF ASCE07-16 USE ASC ROOF 8-0ECK 20 GA. (ICC ESR-1414), 10'-0" SPAN, BUTTON PUNCHED AT 24" O.C. W/ (4)-#10 TEK SCREWS (TO REPLACE PUDDLE WELDS) PER EA .. PANELATTACHMENTTO SPT. (NlERPOLATED VALUE) W/#10 rTEK SCREWS® 24" O.C. AT SEAM 20/87 KWEI CONSUL TING ENG. IV -FLOOR LATERAL: CAMSTON WRATHER CARLSBAD.CA DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd A) DESIGN (N) PRE-MFG PANEL SHEAR WALL· LONGITUDINAL DIR., INTERIOR {WORST CASE W/ NO WINDOWS): 1) DESIGN PARTITION SHEAR WALLS: INDIVIDUAL 1sL1 := 28.0·f~ SHEARWALL LENGTH • J I SUMMATION OF ALL INDIVIDUAL SHEARWALLLENGTHS ~L-:= I SL.= 28ft I i = I SHEARWALL HEIGHT l§tl,,:= 9.0-fij ~:= SH TRIBUTARY WIDTH 2: TRIBUTARY WIDTH 1: 2) CHECK SHEARWALLASPECT RATIO (SECTION 4.3.4 ANSI/AF&PASDPWS-2015): SL111j11 = 28 ft > SH --= 0.32 SLmin OK F'2 fs2 := -= 1•psf :f.M.i= fs2-(BL2) = 194.24-plf A2 F' I fs1 := -= 7.l ·psf A1 ~= (TW1·Vs1 + TWz-Vs2) = 3356.46 lb BW1 ( 10-ft) TW1 := --. I + --= 12ft 2 14-fl USE SHOR1EST OF THE SHEARWALLS SE WALL PANEL W/O WINDOW OPENINGS, TOP PORTION W/ GYP BOARD ON EACH SIDE FOR LATERAL HEAR RESISTANCE. END POSTS FOR TENSION/COMPRESSION RESISTANCE 0.7-1519·lb = 120.42-pl 8.83,ft • Vsh.rallow = 120.42-pl 3) DESIGN BOLTS TO RESIST LATERAL SHEAR: ASPECT RATIO LIMITATION PER SECTION 4.3.5.1 -NOTE: TYPICALLY ALL CORNER POSTS HAVE (2)-ANCHORS AND ALL OPEN! NGS SHALL HAVE (1) ANCHOR ALLOWABLE SHEAR, E C Vboh := 1420·1 NUMBER OF ANCHORS IN. EMBED. Hllll KB·lZ EXP. ANCHOR W/O SP. INSP. @48" O.C., MIN. (4)-ANCHORS OF ICC ESR-1917 OK 4) DESIGN HOLDOWN BOLT TO RESISTTENSON FROM OVERTURNING MOMENT: ALLOWABLE SEISMIC 1ENSION,CR.CONCRE1E ITboh:= 1089-ltj NUMBEROFANCHORS Iii,;,.:= Jj ~SE (1)-1/2" DIA. x 3-1/4" MIN. EMBED. Hllll KB-lZ EXP. ANCHOR W/O SP. INSP. (PG. 9 OF ICC ESR-1917) ~:= 0.5·(10.0-ft) = 5ft TWF := 0.5·(14.0·ft) = 7 ft ( SLmin) ~:= VS· --·SLmin·SH = 2 1.15-kips·fl }:Li 21/87 KWEI CONSUL TING ENG. ~:= nA·l089lb = 10891b I CAMSTON WRATHER CARLSBAD, CA > 5) DESIGN END SCREWS TO RESIST TENSION FROM OVERTIJRNING MOMENT: TENSILE STRNGH OF MEMBR !ti,:= 30-ksj NUMBER OF SCREWS THICKNESS OF ALUMINUM lii:= 0.062·id SCREW NOM. CAPC SHEAR 0 DIAMETER OF SCREW ·-. [4.2-Jt.i3·ds·Fu1 2.7·tards·Fu1 Pss ]-k -mm _ _,__ ___ , ----, -262.58 lb Os Os 1.25 6) DESIGN END POSTS TO RESIST TENSION FROM OVERTIJRNING MOMENT: YIELD STRNGH OF MEMBR WEB HEIGHT THICKNESS OF WEB/FLNGE FLANGE WIDTH DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd lt;= o.os-iii !ii:= 4.l58•id SE 4.158" WIDE x 3.654" TALLALUMINUM 'H' SECTIONS OR RACEWAYS. DUE TO COLUMN BEING ANDWICHED BETWEEN WALLS, WEAK AXIS BUCKLING IS PREVENTED. SEE LGBEAMER RESULTS. 22/87 KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD, CA DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd B) DESIGN (N) PRE-MFG PANEL SHEAR WALL· TRANSVERSE DIR, EXTERIOR {WORST CASE W/ WINDOWS): 1) DESIGN PARTITION SHEAR WALLS: INDIVIDUAL jsL1 :=11.17-fd SHEARWALL LENGTH · J SUMMATION OF ALL INDIVIDUAL SHEARWALLLENGTHS SL.= 1 1.17 ft I i= I SHEARWALL HEIGHT l§J;J;,,:= 9.0-f~ ~:= SH TRIBUTARY WIDTH 2: TRIBUTARY WIDTH 1: 2) CHECK SHEARWALLASPECT RATIO (SECTION 4.3.4 ANSI/AF&PA SDPWS-2015): ~:= min(SL1) ----~ SLmin = 11 .17 ft ~:=~I SH ..!4,:= SL,,,;,, USE SHORTEST OFTHE SHEARWALLS > --= 0.81 SLmin OK F' I . ~= -= 7.1-ps! A1 = 148.06-plf SE WALL PANEL W/ WINDOW OPENINGS, TOP PORTION W/ GYP BOARD ON EACH SIDE FOR LATERAL SHEAR ESISTANCE. END POSTS FOR TENSION/COMPRESSION RESISTANCE 0.7-1890-lb 8 ----= 149. 3-pl 8.83-ft ASPECT RATIO LIMITATION PER SECTION 4.3.5.1 > IVS = 148.06-pl~ OK ~ =0.99 Vallow -NOTE: TYPICALLY ALL CORNER POSTS HAVE (2)-ANCHORS AND ALL OPENINGS SHALL HAVE ( 1) ANCHOR ALLOWABLE SEISMIC TENSION, CR. CONCRETE ~= 0.5·( 1.0-ft) = 0.5 ft C ESR-1917 [I;;:= 1089-ltj ( SLminJ ~:= VS• ~L; -SL,,,;n·SH = 14.88-kips-ft CHORW/OSP. NUMBER OF ANCHORS 2 ( ) SLmin _&k:= 0.6 -0.14-Sds -[FDL-TWF + WDL1-(h1 -0.33-ft)J- 2 -= 2.55-kips-ft ~----,-----,------, > = 11041b 23/87 OK KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD,CA 5) DESIGN END SCREWS TO RESIST TENSION FROM OVERTIJRNING MOMENT: TENSILE STRNGH OF MEMBR !£i:= 30-ksj NUMBER OF SCREWS THICKNESS OF ALUMINUM ~:= 0.062-iij SCREW NOM. CAPC SHEAR IPns = 262.58 lb I OK 6) DESIGN END POSTS TO RESIST TENSION FROM OVERTIJRNING MOMENT: YIELD STRNGH OF MEMBR WEB HEIGHT THICKNESS OF WEB/FLNGE FLANGE WIDTH DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd lt,;= o.os-i1i fui:= 4.158-i1 SE 4.158" WIDE x 3.654" TALLALUMINUM 'H' SECTIONS OR RACEWAYS. DUE TO COLUMN BEING ANDWICHED BETWEEN WALLS, WEAK AXIS BUCKLING IS PREVENTED. SEE LGBEAMER RESULTS. 24/87 KWEI CONSUL TING ENG. CAMSTON WRATHER CARLSBAD, CA C) DESIGN STEEL DECK DIAPHRAGM -LONGllUDINAL DIRECTION GOVERNS (FLOOR): lRIB WIDTH ROOF lRIB LENGTH ROOF lRIBUTARY HT2 20-ft TWR := -= 10ft MMMMI 2 TLR := 10-tl TH2 = 4.54 ft 1) SEISMIC (SECTION 12 OF ASCE 07-16): SHEAR WALL FORCE: TWR TLR lRIB WIDTH FLOOR lRIB LENGTH FLOOR lRIBUTARY HT 1 DATE: 7/17/2022 FILE: (22-037) L TR-2CA-R1 .xmcd 28-ft TWF := --= 14ft MNVWW 2 TLF := 14 ft TH1 = 9.54 ft ~:= w ---.--= 1.89-kips 2 BL2 BW2 TWF TLF w 1 := w ---.--= 5.17-kips P I BL1 BW1 2 L (Fi) i= 1 Fpl := 0.2-IE-Sds·Wpl if Fpx '.:> 0.2-I E-Sds·WpJ Fpx ir 0.2-JE.sds·Wpt < Fpx < 0.4-JE,Sds'Wpl 0.4-JE,Sds·Wpl if Fpx ~ 0.4-JE-Sd,wpl 0.7-Fpl ~:= --= 106.59-plf TL = 1.52-kips PER SECTION 12.10.1.1 OF ASCE07-1 6 SE ASC ROOF B-DECK 20 GA. (ICC ESR-1414), 4'-6" SPAN, BUTTON PUNCHED AT 24" O.C. W/ (4)-#10 TEK CREWS (TO REPLACE PUDDLE WELDS) PER EA. PANELATTACHMENTTO SPT. (NlERPOLATED VALUE) W/#10 K SCREWS 24" O.C. ATS 25/87 Project Title: CAMSTON WRATHER-CARLSBAD, CA KWEI CONSULTING 111w1LsH1Res1.vo .. su1re41100, ~~T~~f6~scr: LOS ANGELES, CA 90017 Project ID: 22-037 2-STORY OFFICE WITHIN EXISTING STRUCTURE ENGINEE RS, INC. :J:1 !!~r~:Kwe1coNWLTINGENG cou General Footing JECTS\(22-037) Camston Wrather (U. Partition) -Carlsbad, CA\CLC~22-037) CAM ST ON WRA THER-2CA-r0.ec6 ENERCALC, INC. 1983-2016, Build:6.16.7.21, Ver:6.16.7.31 Description : 24" SQ. MIN. DEEP PORTION OF 4' THK. MAT FOUNDATION TO SPT. POSTS AT 4'-0" O.C. MAX (DL = 0.91 KIPS, LL= 3.28 KIPS) AS WORST CASE SPT STAIRCASE Code References Calculations per ACI 318-19, IBC 2018, CBC 2019, ASCE 7-1 6 Load Combinations Used : ASCE 7 -16 General Information Material Properties re : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density qi Values Flexure Shear Analysis Setting~ Min Steel % Bending Reinf. Min Allow % Temp Reinf. 2.50 ksi 60.0 ksi 3,122.0 ksi 150.0 pcf 0.90 0.750 = 0.00180 1.0 : 1 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below 1.0 : 1 Increases based on footing plan dimension Min. Overturning Safety Factor Min. Sliding Safely Factor Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per fool of depth Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x = V-z = 2.0 ft 2.0 ft 4.0 in in in in 0.750 in 3.0 # 4 3.0 # 4 n/a n/a n/a D 0.910 Yes No No Lr 0.0 when max. length or width is greater than • -- I . 4 X·X Sm:tion Look,ng 10 •Z L 3.280 26/87 z I 2' El" ► s w X = = = = = = = = m a. (C (1) i9. ·~ ---- 1.50 ksf No 150.0 pcf 0.250 0.330 ft ksf ft ksf ft 2-Z &ction Looking lo • X E H k ksf k-ft k-ft k k Project Title: Kw EI CO NS U LTI NG 11_, WJLSHIRE BLVD .. surre ,1100, ~~T~~f 6~scr: LOS ANGELcS. CA 90017 ENGINEERS, INC. :,}:it:;::~EICONSULTINGE~GCOM CAMSTON WRATHER-CARLSBAD, CA Project ID: 22-037 2-STORY OFFICE WITHIN EXISTING STRUCTURE I General Footing IECTS\{22-037) Camston Wralher (U. Partition)· Carlsbad, CA\CLC\(22-037) CAMSTON WRATHER-2CA•r0,ec6 ENERCALC, INC. 1983-2016, Build:6.16.7.21, Ver.6, 16.7,31 Description: 24' SQ, MIN, DEEP PORTION OF 4" THK. MAT FOUNDATION TO SPT. POSTS AT 4'-0' O,C, MAX (DL = 0,91 KIPS, LL = 3,28 KIPS) AS WORST CASE SPT STAIRCASE DESIGN SUMMARY Design OK Min, Ratio Item Applied Capacity Governing Load Combination PASS 0.7320 Soil Bearing 1.098 ksf 1.50 ksf +D+L +H about 2-2 axis PASS n/a Overturning -X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning -2-2 0.0 k-ft 0,0 k-ft No Overturning PASS n/a Sliding -X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding -2-2 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2026 2 Flexure (+X) 0.7925 k-ft 3.911 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.2026 2 Flexure (-X) 0.7925 k-ft 3.911 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.2026 X Flexure ( + 2) 0.7925 k-ft 3.911 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.2026 X Flexure (-2) 0.7925 k-ft 3.911 k-ft +1.20D+0.50Lr+1.60L +1.60H PASS 0.3974 1-way Shear ( + X) 29.803 psi 75.0 psi +1.20D+0.50Lr+1.60L +1.60H PASS 0.3974 1-way Shear (-X) 29.803 psi 75.0 psi +1.20D+0.50Lr+1.60L +1.60H PASS 0,3974 1-way Shear ( + 2) 29.803 psi 75.0 psi +1,20D+0.50Lr+1.60L +1 .60H PASS 0,3974 1-way Shear (-2) 29.803 psi 75.0 psi +1.20D+0.50Lr+1.60L +1 .60H PASS 0.9826 2-way Punching 147.391 psi 150.0 psi +1.20D+0.50Lr+1.60L +1.60H Detailed Results Soil Bearing Rotation Axis & Xecc 2ecc Actual Soil Bearing Stress @ Location Actual/ Allow Load Combination ... Gross Allowable (in) Bottom. -2 Top,+2 Left, -X Right, +X Ratio X-X. +D+H 1.50 n/a 0.0 0,2775 0.2775 n/a n/a 0.185 X-X. +D+L+H 1.50 n/a 0.0 1.098 1,098 n/a n/a 0.732 X-X. +D+Lr+H 1.50 n/a 0.0 0.2775 0.2775 n/a n/a 0.185 X-X. +D+S+H 1.50 nla 0,0 0.2775 0.2775 n/a nla 0.185 X-X. +D+0. 750Lr+0.750L +H 1.50 n/a 0.0 0,8925 0,8925 n/a n/a 0.595 X-X. +D+0. 750L +0.750S+H 1.50 n/a 0.0 0.8925 0,8925 n/a n/a 0,595 X-X. +D+0.60W+H 1.50 n/a 0.0 0.2775 0.2775 n/a n/a 0.185 X-X. +D+0.70E+H 1.50 n/a 0.0 0,2775 0.2775 n/a n/a 0.185 X-X. +D+0.750Lr+0.750L +0.450W+H 1.50 n/a 0.0 0.8925 0.8925 n/a n/a 0.595 X-X. +D+0. 750L +0.750S+0.450W+H 1.50 n/a 0.0 0.8925 0,8925 n/a n/a 0.595 X-X. +D+0.750L +0.750S+0.5250E+H 1.50 n/a 0.0 0.8925 0.8925 n/a nla 0.595 X-X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1665 0.1665 n/a n/a 0.1 11 X-X. +0.60D+0.70E+0.60H 1.50 nla 0,0 0.1665 0.1665 n/a nla 0 111 2-2. +D+H 1.50 0.0 n/a n/a n/a 0.2775 0.2775 0.185 2-2. +D+L+H 1.50 0.0 n/a n/a n/a 1.098 1.098 0.732 Z-Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 0.2775 0.2775 0.185 2-2. +D+S+H 1.50 0.0 n/a n/a n/a 0.2775 0.2775 0.185 2-Z. +D+0.750Lr+0.750L +H 1.50 0.0 n/a n/a n/a 0,8925 0.8925 0.595 Z-2. +D+0.750L +0.750S+H 1.50 0.0 n/a n/a n/a 0,8925 0.8925 0.595 Z-Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.2775 0.2775 0.185 Z-Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2775 0.2775 0.185 Z-Z. +D+0.750Lr+0.750L +0.450W+H 1.50 0.0 n/a n/a n/a 0.8925 0.8925 0.595 2-2. +D+0.750L +0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0,8925 0.8925 0.595 2-Z. +D+0.750L +0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8925 0.8925 0.595 Z-Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.1665 0.1665 0.111 Z-Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.1665 0.1665 0.111 Overturning Stability Rotation Axis & Load Combination ... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination ... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 27/87 [ General Footing t.t l: I CAMSTON WRATHER -CARLSBAD, CA Project ID: 22-037 2-STORY OFFICE WITHIN EXISTING STRUCTURE IECTS\(22-037) Cams too Wrather (U. Partitioo) • Carlsbad, CA\CLC\(22-037) CAMS TON WRA THER-2CA·r0.ec6 ENERCALC, INC. 1983-2016, Build:6.16.7.21, Ver.6.16.7.31 Description : 24" SQ. MIN. DEEP PORTION OF 4" THK. MAT FOUNDATION TO SPT. POSTS AT 4'-0" O.C. MAX (DL = 0.91 KIPS, LL= 3.28 KIPS) AS WORST CASE SPT STAIRCASE Footing Flexure Flexure Axis & Load Combination Mu k-11 X-X. +1.40D+1.60H 0.1593 Side +Z Tension Surface Bottom As Req'd in'2 Gvrn. As in'2 0.0864 Min Temo % 28/87 Actual As in'2 0.30 Phi'Mn k-ft 3.911 Status OK Project Title: CAMSTON WRATHER-CARLSBAD, CA [i KWEI CONSULTING Sl1W1LSHIRE8LV0.,5UITE•11GO, ~~r!~f5~scr: Project ID: 22-037 2-STORY OFFICE WITHIN EXISTING STRUCTURE LOS ANGELES, CA 90017 ENGINEERS, INC, ~M~~~:Kwc1cONsuLnNGetto coM Primt-,J 2~ MAY 2!)~; t 1 :'c4A.\1 l General Footing IECTS\(22-037) Cams ton Wralher (U. Partition)· Carlsbad, CAICLC\(22-037) CAMSTON WRA THER-2CA-rtl.ec6 ENERCALC, INC.1983-2016, Build:6.16.7.21, Ver:6.16.7.31 f.tt: I :. ~ Description : 24" SQ. MIN. DEEP PORTION OF 4' THK. MAT FOUNDATION TO SPT. POSTS AT 4'-0' O.C MAX (DL = 0.91 KIPS, LL= 3.28 KIPS) AS WORST CASE SPT STAIRCASE Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in'2 in'2 in'2 k-fl X-X. +1.40D+1.60H 0.1593 -Z Bottom 0.0864 Min Temo % 0.30 3.911 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 0.7925 +Z Bottom 0.0864 Min Temp% 0.30 3.911 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 0.7925 .z Bottom 0.0864 Min Temo % 0.30 3.911 OK X-X. +1.20D+1.60L +0.50S+1.60H 0.7925 +Z Bottom 0.0864 Min Temo % 0.30 3.911 OK X-X. +1.20D+1.60L +0.50S+1.60H 0.7925 -Z Bottom 0.0864 MinTemo% 0.30 3.911 OK X-X. +1.20D+1.60Lr+0.50L +1.60H 0.3415 +Z Bottom 0.0864 MinTemo % 0.30 3.911 OK X-X. +1.20D+1.60Lr+0.50L +1.60H 0.3415 .z Bottom 0.0864 Min Temo% 0.30 3.911 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.1365 +Z Bottom 0.0864 Min Temo % 0.30 3.911 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.1365 -Z Bottom 0.0864 Min Temp% 0.30 3.911 OK X-X. +1.20D+0.50L +1.60S+1 .60H 0.3415 +Z Bottom 0.0864 Min Temp% 0.30 3.911 OK X-X. +1.20D+0.50L +1.60S+1.60H 0.3415 -Z Bottom 0.0864 Min Temp% 0.30 3.911 OK X-X. +1.20D+1.60S+0.50W+1 .60H 0.1365 +Z Bottom 0.0864 Min Temo % 0.30 3.911 OK X-X. +1.20D+1.60S+0.50W+1 .60H 0.1365 -Z Bottom 0.0864 MinTemo % 0.30 3.911 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 0.3415 +Z Bottom 0.0864 MinTemo % 0.30 3.911 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 0.3415 -Z Bottom 0.0864 Min Temp% 0.30 3.911 OK X-X. +1.20D+0.50L +0.50S+W+1.60H 0.3415 +Z Bottom 0.0864 Min Temo% 0.30 3.911 OK X-X. +1.20D+0.50L +0.50S+W+1.60H 0.3415 -Z Bottom 0.0864 MinTemo % 0.30 3.911 OK X-X. +1.20D+0.50L +0.20S+E+1.60H 0.3415 +Z Bottom 0.0864 Min Temp% 0.30 3.911 OK X-X. +1.20D+0.50L +0.20S+E+1.60H 0.3415 .z Bottom 0.0864 MinTemo% 0.30 3.911 OK X-X. +0.90D+W+0.90H 0.1024 +Z Bottom 0.0864 MinTemo % 0.30 3.911 OK X-X. +0.90D+W+0.90H 0.1024 -Z Bottom 0.0864 Min Temo% 0.30 3.911 OK X-X. +0.90D+E+0.90H 0.1024 +Z Bottom 0.0864 Min Temp% 0.30 3.911 OK X-X. +0.90D+E+0.90H 0.1024 -Z Bottom 0.0864 Min Temo % 0.30 3.911 OK Z-Z. +1.40D+1.60H 0.1593 ·X Bottom 0.0864 Min Temo % 0.30 3.911 OK Z-Z. +1.40D+1.60H 0.1593 +X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.20D+0.50Lr+1.60L +1.60H 0.7925 -X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1 .20D+0.50Lr+1.60L +1.60H 0.7925 +X Bottom 0.0864 MinTemo% 0.30 3.911 OK Z-Z. +1.20D+1.60L +0.50S+1.60H 0.7925 -X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.20D+1.60L +0.50S+1 .60H 0.7925 +X Bottom 0.0864 MinTemo% 0.30 3.911 OK Z-Z. +1.20D+1.60Lr+0.50L +1.60H 0.3415 -X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.20D+1.60Lr+0.50L +1.60H 0.3415 +X Bottom 0.0864 Min Temo % 0.30 3.911 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.1365 -X Bottom 0.0864 Min Temo % 0.30 3.911 OK Z-Z. +1.20D+1.60Lr+0.50W+1 .60H 0.1365 +X Bottom 0.0864 Min Temo % 0.30 3.911 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 0.3415 -X Bottom 0.0864 MinTemo % 0.30 3.911 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 0.3415 +X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.1365 -X Bottom 0.0864 MinTemo% 0.30 3.911 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.1365 +X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.200+0.50Lr+0.50L +W+1.60H 0.3415 -X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.20D+0.50Lr+0.50L +W+1.60H 0.3415 +X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.20D+0.50L +0.50S+W+1.60H 0.3415 -X Bottom 0.0864 MinTemo% 0.30 3.91 1 OK Z-Z. +1.20D+0.S0L +0.50S+W+1.60H 0.3415 +X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +1.20D+0.50L +0.20S+E+1.60H 0.3415 ·X Bottom 0.0864 MinTemo% 0.30 3.911 OK Z-Z. +1.200+0.S0L +0.20S+E+1 60H 0.3415 +X Bottom 0.0864 MinTemo% 0.30 3.911 OK Z-Z. +0.90D+W+0.90H 0.1024 -X Bottom 0.0864 Min Temp% 0.30 3.911 OK Z-Z. +0.90D+W+0.90H 0.1024 +X Bottom 0.0864 Min Temo % 0.30 3.911 OK Z-Z. +0.90D+E+0.90H 0.1024 -X Bottom 0.0864 MinTemo% 0.30 3.911 OK Z-Z. +0.90D+E+0.90H 0.1024 +X Bottom 0.0864 Min Temo % 0.30 3.911 OK One Way Shear Load Combination ... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max PhiVn Vu / Phi*Vn Status +1.400+1.60H 5.989 osi 5.989 osi 5.989 osi 5.989 osi 5.989 osi 75 psi 0.07985 OK +1.20D+0.50Lr+1.60L +1.60H 29.803 osi 29.803osi 29.803 psi 29.803 osi 29.803osi 75 osi 0.3974 OK +1.20D+1.60L +0.50S+1 .60H 29.803 psi 29.803 osi 29.803 psi 29.803 osi 29.803 osi 75 osi 0.3974 OK +1.20D+1.60Lr+0.50L +1.60H 12.843 osi 12.843 osi 12.843 osi 12.843 psi 12.843 psi 75 osi 0.1712 OK +1.20D+1.60Lr+0.50W+1 .60H 5.133psi 5.133 osi 5.133 osi 5.133 osi 5.133 osi 75 osi 0.06844 OK +1.20D+0.50L +1.60S+1.60H 12.843 psi 12.843 osi 12.843 psi 12.843 osi 12.843 osi 75 osi 0.1712 OK +1.20D+1.60S+0.50W+1.60H 5.133osi 5.133 osi 5.133psi 5.133 psi 5.133osi 75 osi 0.06844 OK +1.20D+0.50Lr+0.50L +W+1 .60H 12.843 psi 12.843 osi 12.843 osi 12.843 osi 12.843 osi 75 osi 0.1712 OK +1.20D+0.50L +0.50S+W+1.60H 12.843 psi 12.843 psi 12.843 psi 12.843 osi 12.843 psi 75 psi 0.1712 OK +1.20D+0.50L +0.20S+E+1.60H 12.843osi 12.843osi 12.843 osi 12.843 osi 12.843 psi 75 osi 0.1712 OK +0.90D+W+0.90H 3.85osi 3.85 osi 3.85 osi 3.85 osi 3.85 osi 75 osi 0.05133 OK +0.90D+E+0.90H 3.85 Psi 3.85 psi 3.85 psi 3.85 psi 3.85 Psi 75 osi 0.05133 OK 29/87 CAMSTON WRATHER -CARLSBAD, CA Project ID: 22-037 2-STORY OFFICE WITHIN EXISTING STRUCTURE Printl.'•t 22 MAY 20l2. i ~ -~4A.~l IECTS\(22-037) Camston Wralher (U. Partition) :Carlsbad, CAICLC\(22-037) CAM ST ON WRA THER-2CA-r0.ec6 ENERCALC, INC. 1983--2016, Build:6.16.7.21, Ver:6.16.7.31 Description : 24" SQ. MIN. DEEP PORTION OF 4' THK. MAT FOUNDATION TO SPT. POSTS AT 4'-0" O.C. MAX (DL = 0.91 KIPS, LL= 3.28 KIPS) AS WORST CASE SPT STAIRCASE Punching Shear All units k Load Combination ... Vu Phi*Vn Vu / Phi*Vn Status +1.40D+1.60H 29.618 osi 150psi 0.1975 OK +1.20D+0.50Lr+1.60L +1.60H 147.391 psi 150psi 0.9826 OK +1.20D+1.60L +0.50S+1.60H 147.391 psi 150osi 0.9826 OK +1.20D+1.60Lr+0.50L +1.60H 63.513 Psi 150osi 0.4234 OK +1.20D+1.60Lr+0.50W+1.60H 25.387 psi 150psi 0.1692 OK +1.20D+0.50L +1.60S+1.60H 63.513 psi 150osi 0.4234 OK +1.20D+1.60S+0.50W+1.60H 25.387 psi 150osi 0.1692 OK + 1.20D+0.50Lr+0.50L +W+1.60H 63.513 psi 150psi 0.4234 OK +1.20D+0.S0L +0.50S+W+1.60H 63.513 psi 150osi 0.4234 OK +1.20D+0.50L +0.20S+E+1.60H 63.513 psi 150osi 0.4234 OK +0.90D+W+0.90H 19.04 psi 150osi 0.1269 OK +0.90D+E+0.90H 19.04 psi 150osi 0.1269 OK 30/87 DISCLAIMER: Kw EI Co NS U LTI NG 811 WILSHIRE BLVD., SUITE #1700, ENGINEERS INC ~~~~~~:5~:9~,4CA 90017 I • EMAIL: PETER@KWEICONSUL TINGENG.COM APPENDIX: ICC ESR REPORTS AND SUPPLEMENTAL TEST REPORTS/LETTERS: (1) ICC REPORTS CONTAINED HEREIN THIS SECTION ARE ONLY "EXCERPTS" OF THE ENTIRE COPY OF THE RESPECTIVE ICC REPORTS, WHICH INCLUDE THE MORE PERTINENT DESIGN VALUES USED IN THIS CALCULATION PACKAGE. 31/87 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITIONS SYSTEMS WALL PANELS TEST REPORT NO. -STQA50652 TEST DATES: 12/6/2017 ~ 12/27/2017 REPORT DATE: 1/15/2018 by Tim Foster, P.E. for Specialized Testing, Inc . . PROPONENT INFORMATION United Partitions Systems, Inc. 2180 S. Hellman Ave Ontario, CA 91761 Specialized Testing·s reports are for the exclusive use of the client to whom they are addressed. Permission is granted to reproduce this report provided it is reproduced in its entirety. The use of the name Specialized Testing, Inc. or Specialized Testing in any advertising or related materials must have prior written approval. Reports apply only lo samples tested and are not necessarily indicative of the quality of apparently Identical or similar products. Specialized Testing, Inc. is an ISO/IEC 17025 accredited test laboratory. 32/87 SPECIAUIED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) TABLE OF CONTENTS Page No. Test Program Report and Data Summary Table . .. .. . ... .. . ... . . . ... . .. . .. . . . . . . .. . . . . ... . .. .. . .. .. . .. ... .. 1 -5 Appendix ................................................................................................................ 6 Section 1 -Figures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 -13 Section 2 -Monotonic Test Plots/ EEEP Curves........................................................... 14 -16 Section 3 -Hysteresis Plots . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 -23 Section 4 -Complete Data Record (Plotted) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 -54 33/87 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • {562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) I. Background. Test Standard and Report Organization Specialized Testing was contracted by United Partition Systems, Inc. (United Partitions) to provide testing and reporting services for cyclic load tests (racking shear tests) of two wall system configurations. Racking shear tests were performed on 8-ft.-10-in. long x 8-ft.-4-in. high United Partitions Solid (standard) and Window wall panels. The tests were performed in compliance with Method A of ASTM E2126, Standard Test Methods for Cyclic (Reversed) Load Tests for Shear Resistance of Vertical Elements of Lateral Force Resisting Systems for Buildings. This test report is organized pursuant to Section 10 of ASTM E2126 with the relevant sections noted throughout the report. II. Objective and Scope of the Test Program The objective of the test program was to determine the lateral load resisting capacity of two United Partitions wall panel configurations. The results of the test program will be submitted for evaluation by the City of Los Angeles Department of Building and Safety Research Division. The scope of the program consisted of three tests of the United Partitions 4-in. Gypsum solid (standard) wall panel and three tests of the 4-in. Window wall panel. Ill. Date of the Test and Report (Section 10.1.1) Wall Assembly Construction Date: By others Test dates: 12/6/2017 through 12/27/2017 Report Date: 1/4/2018 IV. Names of the Test Sponsor and Test Agency and Their Locations (Section 10.1.2) Test Sponsor: Test Agency: United Partition Systems, Inc. 2180 S. Hellman Ave Ontario, CA 91761 Specialized Testing 10600 Pioneer Blvd. -Suite G Santa Fe Springs, CA 90760 International Accreditation Service -TL228 City of Los Angeles -Laboratory No. 10155 V. Identification of the Wall Assembly (Sections 10.1.3 -10.1.4.2) Figures 1 and 2 in Section 1 of the Appendix present shop drawings of the tested wall panels. 34/87 1 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) VI. Details of Attachment of the Wall Assembly in the Test Frame (Section 10.1.4.3) Top of the Wall Assembly: A load cap was placed on top of the wall panel to facilitate connection of the top of the wall assembly to the test apparatus. The load cap of member was fastened to the top track of the wall panel with 1/4-in. self-drilling screws. Base of the Wall Assembly (Bottom Track): A cold-formed steel "C" channel track was fastened to the rigid base element of the test frame with three 5/8-in. diameter anchor rods (sill anchors). The wall panel was positioned inside the track such that it was in full bearing on the rigid base of the test frame. The vertical elements of the wall panel (at the end posts and at midspan) were connected to bottom track with No. 8 wafer head self-drilling screws (12 screws total). Note that hold-down connectors were not used in the wall panel tests. VII. Test Equipment and Location (Section 10.1.4.4) The test equipment consisted of the following primary components: a structural steel test frame assembly, test instruments and a data acquisition system. • The test frame consisted of a horizontal post-tensioned concrete grade beam, a vertical structural steel tower, a rigid structural steel base, a mechanical motion multiplier (lever arm), guide tracks, a load cap member, and miscellaneous test fixtures. • The test apparatus consisted of a hydraulic actuator, accumulators, a Mediamation control system, a 50,000-lb. compression-tension load cell, deflection LVDTs, and linear motion transducers. • The data acquisition system consisted of an IBM compatible computer system, data acquisition hardware, and National Instruments data acquisition software (LabView). The test equipment was setup in compliance with ASTM E2126. Displacement instruments were setup to measure horizontal displacement at the top of the panel, horizontal displacement at the base of the panel relative to the rigid base of the test frame and uplift of each post relative to the rigid base of the test frame. Force at the top of the panel was measured with the referenced load cell. A photograph of the test equipment is presented in Figures 1 and 2 in Section 1 of the Appendix. VIII. Description of Construction Materials (Section 10.1.4.5) and IX. Sketch of Typical Wall Assembly (Section 10.1.4.6) Figures 3 and 4 in Section 1 of the Appendix present shop drawings of the wall panels. X. Description of General Ambient Conditions (Section 10.1.4. 7) Stage Approx. Mean Relative Temperature -F Humidity% At Time of Construction Unknown -Constructed by Others Unknown • Constructed by Others At nme of Test Ranged between 63 and 87 na (1) Constructed wall assemblies delivered to Specialized Testing on 11/13/201 7 and 12/26/2017; Specialized Testing log numbers 1064 ~~,., rn,2, respectively. 35/87 2 of 54 SPECIALIZED TESTING • 10600 Pioneer Boulevard, Suite G • Santa Fe Spnngs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) XI. Modifications Made on the Wall Assembly During Testing (Section 10.1.4.8) None XII. Description of Noted Defects Existing in the Wall Assembly Prior to Test (Section 10.1.4.9) Minor damage from shipping was noted in standard panel test number 1. XIII. Description of the Test and Deviation(s) from the Standard Method (Section 10.1.5) The tests were performed in compliance with Method A of ASTM E2126, Standard Test Methods for Cyclic (Reversed) Load Tests for Shear Resistance of Verlical Elements of Lateral Force Resisting Systems for Buildings. Pursuant to Section 8.3.2 of ASTM E2126, a monotonic test was conducted for each wall configuration to establish the FME value. Hold-downs (as depicted in Figure 4 of ASTM E2126) were not installed on the wall panels as this is not how the panels are installed in the field. In some tests the base displacement instruments on the panels were dislodged or removed to prevent damage. A "instrument dislodged" notation has been made on the relevant plots where this occurred. XIV. Summary of Results (Section 10.1.6) Monotonic Test Plots/ EEEP Curves (ASTM E2126 Section 8.3.2) -Section 2 of the Appendix Hysteresis Plots (ASTM E2126 Section 10.1.6.1) -Section 3 of the Appendix Complete Data Record -Plotted (ASTM E2126 Section 10.1.6.2) -Section 4 of the Appendix Summary of Smax, P, fl, G' at SLS (ASTM E2126 Sections 10.1.6.3 and 10.1.6.4) -Table 1 XV. Description of Failure Modes (Section 10.1.7) The failure modes observed in all tests are noted in Table 1. Figures 5 and 6 present photographs of the typical failure modes. XVI. Photographs (Sections 10.1.8) The photo figures referenced in the body of this test report are presented in Section 1 of the Appendix. 36/87 3 of 54 SPECIALIZED TESTING • 10600 Pioneer Boulevord, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) Table 1 -Summary of Test Results at Strength Limit State3• b, c Test Wall Panel p Sm .. I). H/L G' Failure Number Description (lbs)d (lb/ft)• (in)1 (ft/ft)9 (lb./in.)h Mode Test Date 1 1,590 180 1.180 0.94 1,271 Bearing and tearing of base 12/21/2017 track at screw fasteners Standard Wall Section 6 8-ft.-10-in. Bearing and tearing of base long x 8-ft 1,777 201 1.528 0.94 1,097 12/21/2017 high x 4-in. track at screw fasteners wide -• ' ' South (sill) anchor pulled I ~ 1,519 ! 172 1.328 0.94 1,079 through base track and bearing 12/27/2017 and tearing of base track at :~ USE WORST CASE OF EACH screw fasteners I SET OF TEST RESULTS I ~ 2,103 238 3.535 0.94 561 South (sill) anchor pulled 12/22/2017 through base track Window Wall Section -. - 8-ft. -10-in. ' long x 8-ft. Ii §_ high x 4-in. 1,890 214 3.844 0.94 464 Bearing and tearing of base 12/22/2017 wide with track at screw fasteners Window Opening ,-- § 1,983 225 3.742 0.94 500 South (sill) anchor pulled 12/27/2017 through base track a Data analysis and allowable load calculations are beyond the scope of this test report. b Strength limit state (ultimate load and displacement) data presented by laboratory. Yield limit state data by others. c FME based on monotonic tests per ASTM E2126. FME for standard wall panel= 0.80-in. and FME for window wall panel = 1. 7-in. d P = Load (force) at strength limit state = average absolute value e Smax = Maximum force per lineal foot = P/8.83 1 D. = Top displacement at strength limit state -average absolute value o H/L =Height/ Length (aspect ratio) hG' = Shear Modulus = P/tJ. x H/L 37187 4 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, Califomta 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) XVII. Signed for the Laboratory (Sections 10.1.10) Martin Mejia -Project Manager Specialized Testing 38/87 5 of 54 SPECIALl1£D TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) APPENDIX 39/87 6 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax {562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) SECTION 1 -FIGURES 40/87 7 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) FIGURE 1 -TEST NUMBER 1: STANDARD WALL PANEL ~ ► ,.... ,.... l/l -< Vl M s:. CXl I lO "' CXl ~ ! I· ~ ~ ~ 0 t ~: ~ §; ~ .... pn ~i i ! United Partitions -Solid (Standard) Wall Panel 41/87 t ~J i t C') -< "O l Q i l 0>J i ' C') -< "O I I j Ft VI ... VI M 0 ::! 0 z. ~ 8 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 ~cl z ?': o -l ~s orri ~o '"O .:, )>> z::u ,.., ;:! r=! 0 z .;,.: ~ > F= (/) -< (/) -l ,.., ~ UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) FIGURE 2 -TEST NUMBER 2: WINDOW WALL PANEL 8'-0" 6'-8" 3'-2" <..O I 0 04 ~ ~ ! ~ ~ ~ :~ C, ~ l ~I,! "O V> §§ ! 0 United Partiti 42187 indow Wall Panel i II 3 9 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) FIGURE 3 -TEST PROGRAM PHOTOGRAPHS United Partitions -Standard Wall Panel 1 =Horizontal and Vertical Displacement at Base of Shear W all (LVDTs See Below) 2 = Top Displacement (String Potentiometer), 3 = Load Cell, 4 = Data Acquisition System 10 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 906 70 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) FIGURE 4 -TEST PROGRAM PHOTOGRAPHS United Partitions -Window Wall Panel 44/87 11 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax {562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) FIGURE 5 -TEST PROGRAM PHOTOGRAPHS I 45/87 12 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903·0032 Fax {562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) FIGURE 6 -TEST PROGRAM PHOTOGRAPHS Failure Mode -Track (Sill) Anchor Pulled Through Bottom Track 46/87 13 of 54 SPECIALIZED TESTING• 10600 Pioneer Boule"ard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) SECTION 2 -MONOTONIC FME PLOTS 47/87 14 of 54 .t,. (Xl cxi ---.J ...... (JI g_ (JI "" -- UNITED PARTITIONS FME TEST NO. 1 -STANDARD WALL PANEL MONOTONIC "PROGRAMMING" TEST SPECIALIZED TESTING REPORT NO. STQA50652 EEEP CURVE FOR MONOTONIC TEST TO DEVELOP FME 2,000 --.----.----,---r Ppeak = 1,868-lbs.@. 1.816-in. 1,582-lbs. Based o 1,500 I I l V I A I I Pu -1,494-lbs (=0.8 x Ppeak) ~ I I y I I I Pyield = 1,241-lbs I 1 I I _... I I I I I -; 1,000 .l..---+----------,~1----t----t-------isased on EEEP Per 1 ->-- e · ASTM E2126 J: .-. FME = 0.8-in. 500 I A I I I I/ I I 0 r 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 Top Displacement (in.) "' "a ... "" ii " ... t:I i.1 "' :::3 z a . ~ 0 0-8 """ 0 ::, "' ~ c:, 0 C ~ .:§ _a. VI C ~ (j) • VI 0, ::, s --n "' VI "Q s· Ul _.,, " ~ 0 3 Si -0 0 0-...., 0 u, O-K) -0 0 w 6 0 w Kl --n 0, X U1 0-IO 8 w w V, w ~ ~ (.!) o5 --.J .... 0) 0 -<.n .c,.. 2,500 2,000 1,500 -II) .c Cl) 0 ... 0 u. 1,000 500 0 UNITED PARTITIONS FME TEST NO. 2 -WINDOW WALL PANEL MONOTONIC "PROGRAMMING" TEST SPECIALIZED TESTING REPORT NO. STQA50652 EEEP CURVE FOR MONOTONIC TEST TO DEVELOP FME ~----~ -------------- 11 438-lbs. Based on Ea. 3 of ASTM E2126 Ppeak = 1,679-lbs. @ 3.307-in. A tlf(f"lf' A ~ -Pu = 1,343-lbs I _,r ,,.,, 'ff-Wt./ I I (=0.8 x Ppeak) I )~~..,...-11 I II' I ~ ~ I ~ ~/~ Pyield = 1,438-lbs. Based on EEEP Per I r ASTM E2126 J~ I .-. FME = 1.7-in. I __ __.... I r'T" 7 / I ~ ·•1 0.4 Poeak = 672-lbs. I .,,. r / / I I / ~ I I l ~ / /.J ---------.. __ --, ' I I I I ' I I I I I 0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000 4.500 5 000 5.500 6.000 6.500 7.000 7.500 8.000 Top Displacement (in.) "' .,, ... I'\ jE ;:. ... 0 = "' ::! z a ~ 0 8 -0 <>" ::, ~ ~ C) 0 C ii' ~ p. V, C ~ G) u, a, ::, s ..,, ~ VI Q 5 Ul ~ ("\ !l!. cf 3 ai -0 0 0-.... 0 -V, 0-,<) -0 0 w 6 0 w ,<) ~ X V, 0-,<) ~ -0 0 w w V, w • SPECfAlllED T£STING • 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) SECTION 3 -HYSTERESIS PLOTS 50/87 17 of 54 tn ..... 00 .....J ~ 00 0 -<.11 "" ti) ::e I Cl) CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. SOLID PANEL (Specialized Testing Report No. STQA50652) Test No. 1 -12/21/2017 ------2,000 -~ , 00 f I Peak -1,522-lbs. @ 1.150-in. I l ---------;------r;'+: :A-1-: I --:+,i/Ab-:-.,. _----- ~ ~ -4.~oo -4.ooo -3.soo -3.ooo -2~..ttlfeij I- ((ff~ 1.aoo I I 1 Peak= -1,658-lbs.@ •1-209-in. I -2,000 --- Top of Test Specimen Displacement -in. Observations and Failure Mode Tearing of bottom track at screw connections "' "" ~ ;; ... ;:; ... D = "' ::::! z a . 0 0-0 0 .,, 0 ::, "' "' gi C ~ ~ _a. V> !:. A G) V, 0, ::, cu .., "' V, Q ::i' c..o ,v. r, ~ 0 3 iii' g 0--.J 0 • V, 0, ,0 8 l,J 6 0 w ,0 .., ~ V, 0-,0 8 w w (,II w .i,. 0, I\.) cii --.J ..... CD g, "' ~ Iii .c qi u CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. SOLID PANEL (Specialized Testing Report No. STQA50652) Test No. 2 -12/21 /2017 2 0 500 I Peak= 1,550-lbs.@ 1.593-in. ~ ~-----------~,.~ eo I ' I I !-4.500 -4.000 -3.500 -3.000 -2.~ 0 1- 4.500 Observations and Failure Mode Tearing of bottom track at screw connections at panel to panel connection i Peak= -2,004-lbs.@ -1.464-in. I 2,300 j I I -2,500 ----------- Top of Test Specimen Displacement -in . .,. "O ""' n j; C .... ""' IICf ..... .... "' :::! z a . .... 0 0-0 0 -0 er ::, "' ~ 0:, 0 C A < C, p. V, C ;::; "' " . V, 01 ::, ; -n "' V, ~ 5 <-0 .!" ("\ !!!. ~ 2~ 0, -0 0 0-_, 0 . ~ 0-tO -0 0 ..., 0 0 ..., tO -n 0, X ~ 0-tO -0 0 ..., w V, ..., .,. 0, w o5 -.J N 0 0 -<J'I ~ (/) .c QI (,J ... 0 CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. SOLID PANEL (Specialized Testing Report No. STQA50652) Test No. 3 -12/27/2017 -2,000 Peak= 1,490-lbs.@ 1.579-in. . 00 I , ,----------------4:400 i1AAA i ~ -4.500 .. ___ -·----·----·7,L)WTff~ 0 I- 1.500 2.000 2.500 3.000 3.500 4.000 4.500 Observations and Failure Mode Sill anchor at south side pulled through the base track I Peak= -1 ,548-lbs.@ -1 .078-in. I 1,809 I I and tearing of bottom track at the screw connection at center of panel -2,Q0I Top of Test Specimen Displacement -in. Ill .,, ~ ;: ... " ... u = VI :::! z C\ ..... 0 0-8 "'0 o· ::i "' ~ 0:, 0 C [ ji V, C ~ C, • Vt "' ;:! "' 'Tl "' V> u ~ ::i v:, .!" r, 9!. 6' 3 ai -0 0 0-.... 0 V, 0-IO 8 w b 0 w IO "Tl "' )< vi 0- ~ -0 0 w w V, w A CJ1 .:,. co -.J N .... 0 -en "' u; .0 Cl) 0 .. CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WINDOW PANEL (Specialized Testing Report No. STQA50652) Test No. 4 -12/22/2017 ---------i : ___________ -------~~n 1Peak•1$21bs@2952'o j 0 u. §--S.QQO -z QQQ -6 OQO -51 I-~~ ;;, 229JJ?:::3Jfoo 4 ooo 5.ooa 6 oao z oao--8...0oo Observations and Failure Mode ' 0 I I Sill Bolt at South Side Pulled Through the Bottom Track Peak= -2,544-lbs.@ -4.118-in. j 2,750 j I I -----3;000,-------- Top of Test Specimen Displacement -in. "' -,:, ... ,.. l! ;::; ... C, ... ... Vl ::! z C\ 0 °' 8 ., ,r :::, ti) ~ CJ) 0 C ~ ~ _ii VI C ~- G) • VI 01 :::, s .,, "" VI ~ ~- -"' r. ~ cf 3 a;· ..0 0 0-_, 0 ~ "' 0-"° ~ 8 w 8 w "° "Tl 01 X (.11 0-"° 8 w w lJ1 w • (JI u, ci5 -..i t-.) N 0 ..... tn ~ 1/1 :9 QI CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WINDOW PANEL (Specialized Testing Report No. STQA50652) Test No. 5 -12/22/2017 -3~00 Peak = 1,682-lbs. @ 3.528-in. ~ I 1 , 00 I /K I -/JIIH fll :), 7~ I e 0 ~-8000 -7~ 0. 1 :UUl,J L 1,JU\.l..__,l.000 4 000 5 000 -6 000 Z QOO 8 000 I --V I IV -...... ..... 1 75-1-----------------------; 1 {7 / 2:oo,~---------------1 ~-------------------------~-~~i:i-i:i-·-l---------...J Observations and Failure Mode .. ,--Tearing of Bottom Track at Screw Connetion at Center Peak= -2.097-lbs. @ -4.159-in. 1 :, -::;: of Panel· Note Window Fractured Prior to Peak Load -3,000-- Top of Test Specimen Displacement -in. "' "U ~ ;: ... ;::. ... 0 ;1 "" ... z C\ 0 0-0 0 -0 6' ::, "' ~ g' C ~ ~ _a. V> E .; G'l V> "' ::, s ..., "' V) ~ :, Ul .!" ("\ !!!. B' 3 iii -0 0 0-..., 0 -V, 0-tO c3 w 6 0 w tO .... QI )( ~ V, 0-.!:9 8 w w V, w .... (]l Ol o5 -.j N (..,) 0 -~ ti) ..0 I GI c., .. 0 CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WINDOW PANEL (Specialized Testing Report No. STQA50652) Test No. 6 -12/27/2017 3;090 ' :St:t-t-----~ Peak = 1,637-lbs.@ 2.509-in. ~ -8.000 -7 000 -6 000_3/"u~ un~ 0 .... ~uO 1 ooo 2 ooo 3 000 4 OQ0--5..000 6 000 7 000 8 000 , 1 L k "' t 2,00 V Tt1 7 Observations and Failure Mode Sill at South side pulled through bottom track 7 Peak= -2,328-lbs.@ -4.974-in. I 2, 750J I I -3,000 ----- Top of Test Specimen Displacement -in. Ill ,,, "" n ;. ... Ni ... 0 ... ... Ill ... i . ~ 0 0-8 -0 i5 ::, (') ~ g' C ~ < QI _a. V, C ;;- C) V, 0, ~ 0, ...,, "' V, u ::l ::, Ul Y' n !:!!. cf 3 ;;;· -0 0 0-..., 0 ~ u, 0-,0 -0 0 w 6 0 w ,0 ..,, 0, )( ~ u, 0-,0 8 '-f w u, w ,I,,. SPECIALIZED TESTING • 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 UNITED PARTITION SYSTEMS, INC. REPORT OF CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. WALL PANELS (Specialized Testing Report No. STQA50652) SECTION 4 -COMPLETE DATA RECORD (PLOTTED) 57/87 24 of 54 SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, Callforn1a 90670 • (562)903-0032 Fax (562)903-3534 (.) z en :: w t-en >-en z 0 ........ J-N i= ~ a:: 0 <( ~ o.. a Cl f-t---C/) ..-w •o J-...J ON -z-z w ..-z t:'. N :::> < g_ 2'i u. a. Q) ..-O c 0::: I -O> ..-en ..J C • t-0 :.;::; 0 (J) en ~ ~ w f-U) t--0 ~ Cl ~ <( "ni 0 ·13 ..J ~ c ~ w en a:: w > w 0::: -(.) ..J (.) >-(.) - I w !:!: I I= iri > w ,~ 0.. 0 I- j I L 0 0 0 0 0 <X) N ,- . 0 0 0 0 0 0 0 0 0 0 0 0 co ._,._ N 0 <X) co ,-.,..... ,- 0 lO C"> 0 0 C"> 0 LO N ii;... --- -~ - -ii- -= ._... I ! i - - '-- =--~ -fJ_ I= - 0 0 0 0 0 0 0 0 0 ,;t N ~ ""T' ·sq1 -a:>JO::I do.L 58/87 0 0 0 0 0 0 0 0 0 0 <9 CJ? 0 N_ ~-.,..... ..... ..... 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WINDOW PANEL -- fl {\ I\ I\ I I/ VVV\ I V lf ' , l --· (Specialized Testing Report No. STQA50652) Test No. 4 -12/22/2017 -·- I , -.,P"t)fSPt:ACEMENT-vS7TtME I I I I I/ ' - ----Time -sec. ------, I I I l I ; ' \ IJ ' --1, ,vv ~'- i I i i ! I l l I I . I -------, ----- "' .,, ,.. n l! ;:; ,.. 0 = "' :! z a . .... 0 0-8 ._, 5· :::, ('> ~ '" 0 C: iii <-0, a. V> S. ~ G\ . V> a, ::> or ..,, ('> V> ~ 5· "" .!" r. !!!. 0 5' ~-0, -0 0 0-..... 0 . V, 0-K) ~ -0 0 w 0 0 w tO ..,, 0, )< V, 0->.:> -0 0 w w V, w ~ SPECIALIZED TESTING• 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 906 70 • (562)903-0032 Fax (562)903-3534 () z en ~ w .... en >-en z 0 .:= .... 0::: <( a. 0 -0 w en 0::: w > w 0::: -u ...J () >-(.) I I I I I 0 0 ~ ..... 0 0 N 0 co ..... 0 <O ..... 0 I> "<T 'r,, ..... -;i-"'O Cl) -C, w "'O 0 :E iii j:: '5 !> •o ui i: P. N > Cl) t ..... w E J Cl) E <( co f/) I-£ < I-J 0 z ..._ J 0 w :E p ..... w (.) :5 0. 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II) ~ 0.500 .c :i 0.000 0 (/) --0.500 0 I ~ -1 .000 a. ::> -1 .500 -2.000 -2.500 -3.000 -3.500 -4.000 CYCLIC (REVERSED) LOAD TESTS OF UNITED PARTITION SYSTEMS, INC. -------- AAAAAA AAA~AAA~AA~A~~ --...-• .,.vvwv• ... -"" ... ... 50 --------- WINDOW PANEL (Specialized Testing Report No. STQA50652) Test No. 3 -12/27/2017 ----. I UPLIFT OF SOUTH POST VS. TIME I l I II ~ ~ "" IA ~ N 100 150 ---=---'-- Time -sec. --------·------ 200 -----·- "' .,, ""' n ;;: ... i:i ""' u a ... z C\ . 0 0-0 0 " 0 ::i "' ~ 0:, 0 l C ~ < "' ~ V, C I ;. "' ' G) I . V, a, ~ 0, I .., "' VI "O ::l ::l (.Q -"' A 25 ~ 0 6' ... :J ;;;· -0 0 0-..... 0 . -c; 0-,0 -0 0 w 6 0 w '° ..,, 0, X V, 0--· '° -0 0 w w V, w -I>- • OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID# ________________ _ PLAN CHECK# ________________ _ Business Name Camston Wrather LLC Project Address (include suite) 2856 VVhi tail Loo E Mailing Address (include suite) 2856 VVhi tail Loo E Project Contact Business Contact Aaron Kamenash City Carlsbad City Carlsbad State CA State CA Telephone# 619-251-3702 Zip Code 92010 Zip Code 92010 Applicant E-mail Telephone# BP DATE APN# Plan File# aaron.kamenash@camstonwrather.com 619-251-3702 Aaron Kamenash The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 13. Corrosives 1. Explosive or Blasting Agents 2. Compressed Gases 5. Organic Peroxides 9. Water Reactives 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART 11: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION {HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. Expected Date of Occupancy: FEES ARE REQUIRED Project Completion Date: (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). 1. 2. 3. 4. 5. 6. 7. 8. YES NO □ I&) Will your business dispose of Hazardous Substances or Medical Waste in any amount? □ I&) Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? □ (8) □ □ □ □ □ 18] Will your business store or handle carcinogens/reproductive toxins in any quantity? 18] Will your business use an existing or install an underground storage tank? ~ Will your business store or handle Regulated Substances (CalARP)? ~ Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? ~ Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CalARP Exempt I Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. If yes is answered for either questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at apcdcomp@sdcounty.ca.qov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. YES NO 1. O I&] Will the project disturb 100 square feet or more of existing building materials? 2. 0 18] Will any load supporting structural members be removed? 3. O D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved building inspector course? 4. O D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a notification may be required at least 10 working days prior to commencing asbestos removal. Additionally, a notification may be required prior to the removal of a load supporting structural member(s) regardless of the presence of asbestos. 5. O ~ Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. 6. O D (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda ? Briefly describe business activities: Briefly describe proposed project: Resource Recovery Facility Installation of refabricated office s ace I declare under penalty of perjury that to the best of my knowledge and b~ e ~ses made herein are true and correct. Aaron Kamenash 4'bA-"',.._.-c:::_::......~-,,L-.,__...,,....--~-------- Name of Owner or Authorized Agent Signature of Owner or Authorized Agent 08 I 24 / 2022 Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:, ________________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD .. *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply HM-9171 (9/18) County of San Diego -DEH -Hazardous Materials Division LIST OF BUSINESSES WHICH REQUIRE REVIEW AND APPROVAL FROM THE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEALTH-HAZARDOUS MATERIALS DIVISION Check all that apply: AUTOMOTIVE D Battery Manufacturing/Recycling D Boat Yard D Car Wash D Dealership Maintenance/Painting D Machine Shop D Painting D Radiator Shop D Rental Yard Equipment D Repair/Preventive Maintenance D Spray Booth D Transportation Services D Wrecking/Recycling CHEMICAL HANDLING D Agricultural supplier/distributor D Chemical Manufacturer D Chemical Supplier/Distributor D Coatings/Adhesive D Compressed Gas Supplier/Distributor D Dry Cleaning D Fiberglass/Resin Application D Gas Station D Industrial Laundry D Laboratory D Laboratory Supplier/Distributor 0 Oil and Fuel Bulk Supply D Pesticide Operator/Distributor CHEMICAL HANDLING D Photographic Processing D Pool Supplies/Maintenance D Printing/Blue Printing D Road Coatings D Swimming Pool D Toxic Gas Handler D Toxic Gas Manufacturer METAL WORKING D Anodizing D Chemical Milling/Etching D Finish-Coating/Painting D Flame Spraying D Foundry D Machine Shop-Drilling/Lathes/Mills D Metal Plating D Metal Prepping/Chemical Coating D Precious Metal Recovery D Sand Blasting/Grinding D Steel Fabricator D Wrought Iron Manufacturing AEROSPACE D Aerospace Industry D Aircraft Maintenance D Aircraft Manufacturing MISCELLANEOUS 0 Asphalt Plant D Biotechnology/Research D Cannabis-related D Manufacturing D Dispensary D Other D Co-Generation Plant D Dental Clinic/Office D Dialysis Center D Emergency Generator D Frozen Food Processing Facility D Hazardous Waste Hauler D Hospital/Convalescent Home D Laboratory/Biological Lab D Medical Clinic/Office D Nitrous Oxide (NO,) Control System D Pharmaceuticals □ Public Utility D Refrigeration System D Rock Quarry D Ship Repair/Construction D Telecommunications Cell Site D Veterinary Clinic/Hospital D Wood/Furniture Manufacturing/Refinishing D Brewery/Winery/Distillery ELECTRONICS D Electronic Assembly/Sub-Assembly D Electronic Components Manufacturing D Printed Circuit Board Manufacturing NOTE: THE ABOVE LIST INCLUDES BUSINESSES, WHICH TYPICALLY USE, STORE, HANDLE, AND DISPOSE OF HAZARDOUS SUBSTANCES. ANY BUSINESS NOT INCLUDED ON THIS LIST, WHICH HANDLES, USES OR DISPOSES OF HAZARDOUS SUBSTANCES MAY STILL REQUIRE HAZARDOUS MATERIALS DIVISION (HMD) REVIEW OF BUSINESS PLANS. FOR MORE INFORMATION CALL (858) 505-6880. LIST OF AIR POLLUTION CONTROL DISTRICT PERMIT CATEGORIES Businesses, which include any of the following operations or equipment, will require clearance from the Air Pollution Control District. CHEMICAL 47 -Organic Gas Sterilizers 32 -Acid Chemical Milling 33 -Can & Coil Manufacturing 44 -Evaporators, Dryers & Stills Processing Organic Materials 24 -Dry Chemical Mixing & Detergent Spray Towers 35 -Bulk Dry Chemicals Storage 55 -Chrome Electroplating Tanks COATINGS & ORGANIC SOLVENTS 27 -Coating & Painting 37 -Plasma Arc & Ceramic Deposition Spray Booths 38 -Paint, Stain & Ink Mfg 27 -Printing 27 -Polyester Resin/Fiberglass Operations METALS 18 -Metal Melting Devices 19 -Oil Quenching & Salt Baths 32 -Hot Dip Galvanizing 39 -Precious Metals Refining ORGANIC COMPOUND MARKETING (GASOLINE, ETC) 25 -Gasoline & Alcohol Bulk Plants & Terminals 25 -Intermediate Refuelers 26 -Gasoline & Alcohol Fuel Dispensing COMBUSTION ROCK AND MINERAL 34 -Piston Internal -Combustion Engines 04 -Hot Asphalt Batch Plants 13 -Boilers & Heaters (1 million BTU/hr or larger) 05-Rock Drills 14 -Incinerators & Crematories 06 -Screening Operations 15 -Burn Out Ovens 07 -Sand Rock & Aggregate Plants 16 -Core Ovens 08 -Concrete Batch, CTB, Concrete Mixers, Mixers 20 -Gas Turbines, and Turbine Test Cells & Stands & Silos 48 -Landfill and/or Digester Gas Flares 1 O -Brick Manufacturing ELECTRONICS 29 -Automated Soldering 42 -Electronic Component Mfg FOOD 12 -Fish Canneries 12 -Smoke Houses 50 -Coffee Roasters 35 -Bulk Flour & Powered Sugar Storage SOLVENT USE 28 -Vapor & Cold Degreasing 30 -Solvent & Extract Driers 31 -Dry Cleaning OTHER 01 -Abrasive Blasting Equipment 03-Asphalt Roofing Kettles & Tankers 46 -Reverse Osmosis Membrane Mfg 51 -Aqueous Waste Neutralization 11 -Tire Buffers 17 -Brake Debonders 23 -Bulk Grain & Dry Chemical Transfer & Storage 45 -Rubber Mixers 21 -Waste Disposal & Reclamation Units 36 -Grinding Booths & Rooms 40 -Asphalt Pavement Heaters 43 -Ceramic Slip Casting 41 -Perlite Processing 40 -Cooling Towers -Registration Only 91 -Fumigation Operations 56 -WWTP (1 million gal/day or larger) & Pump Station NOTE: OTHER EQUIPMENT NOT LISTED HERE THAT IS CAPABLE OF EMITTING AIR CONTAMINANTS MAY REQUIRE AN AIR POLLUTION CONTROL DISTRICT PERMIT. IF THERE ARE ANY QUESTIONS, CONTACT THE AIR POLLUTION CONTROL DISTRICT AT (858) 586-2600. HM-9171 (9/18) County of San Diego -DEH -Hazardous Materials Division