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Home My WebLink About1950 CAMINO VIDA ROBLE; 100; CBC2021-0362; PermitPERMIT REPORT (city of Carlsbad Commercial Permit Print Date: 05/31/2022 Permit No: CBC2021-0362 Job Address: 1950 CAMINO VIDA ROBLE, # 100, CARLSBAD, CA 92008-6599 Status: Closed -Finaled Permit Type: BLDG-Commercial 2120931200 $817,227.00 Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: ALPHATEC SPINE: Tl OFFICE(l5,080 SF) & INDUSTRIAL(2491SF)FROM SHELL Applied: 09/17/2021 Issued: 11/23/2021 Finaled Close Out: 04/08/2022 Inspector: Final Inspection: TKers 04/08/2022 Property Owner: Contractor: RAF PACIFICA GROUP-REAL ESTATE FUND IV SPW CONSTRUCTION DBA WHITE FEE LLC 111 CST, # 200 ENCINITAS, CA 92024 SB1473 -GREEN BUILDING STATE STANDARDS FEE COMM/IND USES-STRUCTURAL BUILDING PLAN CHECK GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION STRONG MOTION -COMMERCIAL (SMIP) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) FIRE F Occupancies Tl BUILDING PLAN CHECK FEE (manual) Total Fees: $10,232.78 Total Payments To Date: $10,232.78 CONSTRUCTION 2524 GATEWAY RD CARLSBAD, CA 92009 (760) 931-1130 Balance Due: AMOUNT $33.00 $4,652.84 $2,693.37 $175.00 $228.82 $98.00 $194.00 $691.00 $1,466.75 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Ci3c2° '},/-031P ;J.- Est. Value PC Deposit -----,~-------~-q -17--7/ Date-----'--=-~,,,,_,:::__:_ __ Job Address 1950 Camino Vida Roble CT/Project#: tJL/?hc.rkc ,5;2117~_, Suite: ____ APN: 212-093-05, 12 Lot#: ___ _ Fire Sprinklers: 0 YES O NO Air Conditioning: 0 YES O NO Electrical Panel Upgrade: 0 YES O NO BRIEF DESCRIPTION OF WORK: 17,571 s.f. tenant improvement Including structural, mechanical, plumbing and electrical for a new corporate office and R&D facility, no site work Is part of this application 0 Addition/New: _____ Living SF, ____ Deck SF, ___ Patio SF, ____ Garage SF Is this to create an Accessory Dwelling Unit? OY 0 N New Fireplace? OY 0 N, if yes how many? __ 0Remodel: _1_7,_57_1 __ SF of affected area Is the area a conversion or change of use ? 0 Y ON 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □solar: ___ KW, __ Modules, Mounted:0Roof0Ground, Tilt:0 YON, RMA: OYON, Battery:OY ON, Panel Upgrade: OY ON D Reroof: n/a -------------------------------- □ Plumbing/Mechanical/Electrical Only: _______________________ _ D Other: ______________________________ _ e ,s&;v APPLICANT (PRIMARY CONTACT) Name: Andrew Tarango, SCA Architecture Address: 13280 Evening Creek Drive, suite 125 City: San Diego State:CA Zip: 92128 Phone: 858-793-4777 1 Email: andrewt@sca-sd.comfl( !{ · )I,@ /yt'J&t,!,.~ t H1.,J DESIGN PROFESSIONAL Name: Cheryl D. Smith, SCA Architecture Address: 13280 Evening Creek Drive, Suite 125 City: San Diego State:CA Zip: 92128 Phone: 858-793-4777 Email: _________________ _ Architect State License: C11,701 ----'----------- PROPERTY OWNER Name: Adam Robinson, RAF Pacifica Group Address: 315 S. Coast Hwy 101, Suite U-12 City: Encinitas State: CA Zip: _9_20_2_4 __ _ Phone: 760-473-8838 Email: adam@RAFPacificaGroup.com CONTRACTOR BUSINESS Name: SPW Construction, Inc. Address: 2524 Gateway Road City: Carlsbad State: CA Zip: _e2_0_0_8 ___ _ Phone: 760-931-1130 Email: sean@whiteconstructioninc.com State License: 1023856 Bus. License:BLNR000431-02-2017 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any vlolatlon of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of2 Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury Q!le. of the following dee/orations: DI 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. 0 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 ls Issued. My workers' compensation insurance carrier and pollcy number are: Insurance Company Name: State Compensation Ins. Fund Polley No. 9243036-19 Expiration Date: 01/01/2022 D Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shalt not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation covera1e ls unlawful, and shall subjed an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, dama1es as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONTRACTOR SIGNATURE: /_,(/~c / , Vice President □AGENT DATE: -----------'-------------------- ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Low 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). 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). 0 I am exempt under Section _______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. QYEs Q NO 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (flrm) to provide the proposed construction (Include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address / phone / contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE: □AGENT DATE: _____ _ ---------------------- CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work thls permit Is Issued (Sec. 3097 (I) Civil Code). Lender's Name: ____________________ Lender's Address: ___________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? No Is the facility to be constructed within 1,000 feet oft he outer boundary of a school site? No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS 111E APPLICANT HAS MET OR 15 MEETING 111E REQUIREMENTS OF 111E OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the applicatlon and state that the above Information Is correct and that the Information on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to bullding construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS 111E CllY OF CARISBAO AGAINST ALL UABILITlES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ~y WAY ACCRUE AGAINST SAID CllY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void If the bu lid Ing or work authorized by such permit is not commenced within 180 days from the date of such permit or If the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: __ cd_J, _________________ DATE: __ __;0e:9"-'.1"'3=.2.,_1 __ 1635 Faraday Ave Carlsbad, CA 92008 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 e,:0 ' c10 ,, PERMIT INSPECTION HJSTOR'(, for,z,(CBC2021-0362) Permit Type: BLDG-Commercial Application Date: Work Class: Tenant Improvement Issue Date: Status: Closed -Finaled Expiration Date: IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date Tuesday, May 31, 2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 09/17/2021 Owner: RAF PACIFICA GROUP-REAL ESTATE FUND IV LLC 11/23/2021 Subdivision: CARLSBAD TCT#81-46 UNIT#02 08/31/2022 Address: 1950 CAMINO VIDA ROBLE, # 100 35953 CARLSBAD, CA 92008-6599 Inspection Primary Inspector Reinspection Inspection Status Passed Yes Yes Yes Yes Yes Page 3 of 3 ' - PERMIT INSPECTI<)N HISTORY: for (CBC2021-0362) Permit Type: BLDG-Commercial Application Date: 09/17/2021 Owner: RAF PACIFICA GROUP-REAL ESTATE FUND IV LLC Work Class: Tenant Improvement Issue Date: 11/23/2021 Subdivision: CARLSBAD TCT#81-46 UNIT#02 Status: Closed -Finaled Expiration Date: 08/31/2022 Address: 1950 CAMINO VIDA ROBLE, # 100 IVR Number: 35953 CARLSBAD, CA 92008-6599 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/19/2022 01/19/2022 BLDG-17 Interior 174785-2022 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/04/2022 02/04/2022 BLDG-11 175984-2022 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/10/2022 02/10/2022 BLDG-17 Interior 176419-2022 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency February 1 O, 2022: Yes 1. Drywall/gypsum board: type, size, and attachment pattern, Phase 2-drywall completed-approved. 02/25/2022 02/25/2022 BLDG-44 177306-2022 Partial Pass Tim Kersch Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/04/2022 03/04/2022 BLDG-85 T-Bar, Ceiling 177755-2022 Passed Tim Kersch Complete Grids, Overhead Checklist Item COMMENTS Passed BLOG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03/31/2022 03/31/2022 BLDG-Final Inspection 179411-2022 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Yes BLOG-Electrical Final Yes 04/08/2022 04/08/2022 BLDG-Final Inspection 180050-2022 Passed Tim Kersch Complete Tuesday, May 31, 2022 Page 2 of 3 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2021-0362) Permit Type: BLDG-Commercial Application Date: 09/17/2021 Owner: RAF PACIFICA GROUP-REAL ESTATE FUND IV LLC Work Class: Tenant Improvement Issue Date: 11/23/2021 Subdivision: CARLSBAD TCT#81-46 UNIT#02 Status: Closed -Finaled Expiration Date: 08/31/2022 Address: 1950 CAMINO VIDA ROBLE, # 100 IVR Number: 35953 CARLSBAD, CA 92008-6599 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/09/2022 BLOG-17 Interior 176418-2022 Cancelled Tim Kersch Re inspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/30/2021 11/30/2021 BLDG-22 Sewer/Water 171509-2021 Passed Tim Kersch Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-24 Rough/Topout 171510-2021 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLOG-Building Deficiency Yes BLDG-31 171511-2021 Passed Tim Kersch Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/10/2021 12/10/2021 BLDG-14 172480-2021 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting!We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/17/2021 12/17/2021 BLDG-17 Interior 172903-2021 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/13/2022 01/13/2022 BLDG-84 Rough 174450-2022 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers Tuesday, May 31, 2022 Page 1 of 3 I:: c·s I:: N '\/IR(_) NM I:: N 'I i-\. L. IN<...:. C July 8, 2019 Andrew R. Tarango Senior Project Manager SCA Architecture "-,f'LL1\LlZ11'C 1:-S: LL\D -SlULD -A'>LJL">lU', \ VVV \V.FCS-EN VIRO~J\lE '.',;T\ I . ..,ER\'ICEC...CCt\1 13280 Evening Cree Drive South, Suite 125 San Diego, California 92128 RE: Asbestos Testing-Commercial Building 1950 Camino Vida Roble, Carlsbad, Callfornla 92008-6505 Drywall/Joint Compound, Floor Glue and Celling Tile Dear Mr. Tarango; This report documents the laboratory analytical results of the Asbestos PLM sampling conducted by AH ERA Certified Building Inspector, Mason Riley, working under the direction of Bond L. Mccowan, Sr. CAC. The thirteen (13) samples of drywall/joint compound, floor glue and ceiling tile were collected on July 1, 2019, and submitted to Analytical Services in Rancho Cucamonga, California, for processing. A total of twenty (20) samples were analyzed, including all layers. The laboratory analytical results of the samples indicate 1JJ1.Asbestos Containing Materials (ACM) were detected. Should you have any questions after reviewing the conclusions and recommendations contained within this report, please do not hesitate to contact the undersigned at (800) 511-6364. ECS Environmental, Inc. remains available to assist you in any way possible. Sincerely, ECS Environmental, Inc. Bond L. Mccowan, Sr. California Certified Asbestos Consultant Attachments: Table 1 Laboratory Analytical Results Chain of Custody Field Sketch Inspector Certification 4876 SANTA MONICA AVE. SUITE 172 ~ SAN DIEGO, CA 92107 (0) 1-800-511-6364-(F) 480-719-4-465 WWW.ECS-ENVIRONMENTAlSERVICFS.COM Area Tested Type of Material Sample Number(s) Interior Drywall and Joint 001 Compound Interior Drywall and Joint 002 Compound Interior Drywall and Joint 003 Compound Interior Drywall and Joint 004 Compound Interior Drywall and Joint 005 Compound Interior Drywall and Joint 006 Compound Interior Drywall and Joint 007 Compound Interior Floor Glue 008 Interior Floor Glue 009 Interior Floor Glue 010 TABLE 1 Asbestos Results 1950 Camino Vida Roble Carlsbad, California 92008-6505 July I, 2019 Sample Quantity Sample Description Locations Area#! NIA Joint Compound (White) Drvwall (White) Area#5 NIA Joint Compound (White) Drywall (White) Area#3 NIA Joint Compound (White) Drywall (White) Area#2 NIA Joint Compound (White) Drywall (White) Area#6 NIA Joint Compound (White) Drywall (White) Area#4 NIA Joint Compound (White) Drywall (White) Area#2 NIA Joint Compound (White) Drywall (White) Area#2 NIA Floor Glue (Yellow) Area #I NIA Floor Glue (Yellow) Area#3 NIA Floor Glue (Yellow) ND = None Detected CH=Chrysotile CR=Crocidolit A=Amosite N/ A=Not Analyzed A/P=Assume Positive ***Contractor shall follow all OSHA regulations with samples less <1% Condition PLM Percent Results Good ND 0% ND 0% Good ND 0% ND 0% Good ND 0% ND 0% Good ND 0% ND 0% Good ND 0% ND 0% Good ND 0% ND 0% Good ND 0% ND 0% Good ND 0% Good ND 0% Good ND 0% Area Tested Type of Material Sample Number(s) Interior Ceiling Tile 011 Interior Ceiling Tile 012 Interior Ceiling Tile 013 TABLE 1 Asbestos Results 1950 Camino Vida Roble Carlsbad, California 92008-6505 July 1, 2019 Sample Quantity Sample Description Locations Area#3 NIA Ceiling Tile (White) Area#l NIA Ceiling Tile (White) Hallway NIA Ceiling Tile (White) ND= None Detected CH=Chrysotile CR=Crocidolit A=Amosite N/ A=Not Analyzed A/P=Assume Positive •••contractor shall follow all OSHA regulations with samples less <1% Condition PLM Percent Results Good ND 0% Good ND 0% Good ND 0% Client: Project: Client# 001 002 003 004 Page 1 of 3 Analytical Services Bond McCowan Report#: 0719028 ECS Environmental, Inc. Date of Receipt: 07/05/2019 4876 Santa Monica Avenue Report Date: 07/05/2019 San Diego Ca 92107 Date of Analysis: 07/05/2019 1950 CAMINO VIDA ROBLE, CARLSBAD CA Sample Material Location Description Detection Composition LAYER 1 None Detected Non-Fibrous Material 100% Joint Compound, White, Non- homogeneous, Chalky, Non- Friable LAYER2 None Detected Cellulose Fiber 10% Drywall, White, Non-Non-Fibrous Material 90% homogeneous, Chalky-Fibrous, Non-Friable LAYER 1 None Detected Cellulose Fiber 1% JointOJIT\pound,Whlte,Non-Non-Fibrous Material 99% homogeneous, Chalky, Non- Friable LAYER2 None Detected Cellulose Fiber 10% Drywall, White, Non-Non-Fibrous Material 90% homogeneous, Chalky-Fibrous, Non-Friable LAYER 1 None Detected Cellulose Fiber 1% Joint Compound, White, Non-Non-Fibrous Material 99% homogeneous, Chalky, Non- Friable LAYER 2 None Detected Cellulose Fiber 10% Drywall, White, Non-Non-Fibrous Material 90% homogeneous, Chalky-Fibrous, Non-Friable LAYER 1 None Detected Cellulose Fiber 1% Joint Compound, White, Non-Non-Fibrous Material 99% homogeneous, Chalky, Non- Friable LAYER 2 None Detected Cellulose Fiber 10% Drywall, White, Non-Non-Fibrous Material 90% homogeneous, Chalky-Fibrous, Non-Friable ANALYTICAL SERVICES 1.0744 HILLBROOK AV~ BATON ROllG~ LOUISIANA 7081.0 Phone: {321) B37-9B37 Fax: {225) 478-9731 Report Number 0719028 NVLAP CODE 200670·0 Client: Project: Client# 005 006 007 008 009 Page 2 of 3 Analytical Services Bond McCowan Report#: 0719028 ECS Environmental, Inc. Date of Receipt: 07/05/2019 4876 Santa Monica Avenue Report Date: 07/05/2019 San Diego Ca 92107 Date of Analysis: 07/05/2019 1950 CAMINO VIDA ROBLE, CARLSBAD CA Sample Material Location Description Detection Composition LAYER 1 None Detected Non-Rbrous Material 100% Joint Compound, White, Non- homogenerus, Chalky, Non- Friable LAYER 2 None Detected Cellulose Fiber 10% Drywall, White, Non-Non-Fibrous Material 90% homogeneous, Chalky-Fibrous, Non-Friable LAYER 1 None Detected Non-Fibrous Material 100% Joint Compound, White, Non- homogeneous, Chalky, Non- Friable LAYER 2 None Detected Cellulose Fiber 10% Drywall, White, Non-Non-Fibrous Material 90% homogeneous, Chalky-Fibrous, Non-Friable LAYER I None Detected Non-Fibrous Material 100% Joint Compound, Whitt?, Non- homogeneous, Chalky, Non- Friable LAYER 2 None Detected Cellulose Fiber 10% Drywall, White, Non-Non-Fibrous Material 90% homogeneous, Chalky-Rbrous, Non-Friable Floor Glue, Yellow, Non-None Detected Non-Fibrous Material 100% homogeneous, Resinous, Non- Friable Floor Glue, Yellow, Non-None Detected Non-Fibrous Material 100% homogeneous, Resinous, Non- Friable ANALYTICAL SERVICES 10744 HILLBROOK A~ BATON ROUGE, LOUISIANA 70810 Phone: {321) 837-9837 Fax: {225) 478-9731 Report Number 0719028 NVLAP CODE 200670-0 Analytical Services Client: Bond McCowan Report#: ECS Environmental, Inc. Date of Receipt: 4876 5anta Monica Avenue Report Date: San Diego Ca 92107 Date of Analysis: Project: 1950 CAMINO VIDA ROBLE, CARLSBAD CA Sample Material Client# Location Description Detection 010 Floor Glue, Yellow, Non-None Detected hanogeneous,Resinous,Ncn- Friable 011 Celling TIie, White, Non-None Detected homogeneous, Rbrous, Friable 012 Ceiling Tile, White, Non-None Detected homogeneous, Rbrous, Friable 013 Celling Tile, White, Non-None Detected homogeneous, Fibrous, Friable ASBESTOS TYPES: Chrysotlle, Crocldollt.e, Anthophylllte, Tremollte, Amaslte, Ac:tlnollt.e The samples listed abow were 8U6pecl Df containing asbastD&. A result of •Non Detect• means a thorough eeard1 using epproFJiatc techniques was oonduded and no type of asbe&kll wa1 discovered. Sampl• subrnlned to this facility will be diaposed of unless lhe clent requests the sa,.aes be retumcd. Reports will be archived for a period of no more than 3 years. The analys'9 performed Is in accordance Nth EPA 800IM4-82-020 and EPA 800/R~93/116. Teat results apply only to the samples submitted. It Is not our policy to distribute the custamllni information without the 'Mitten consent of Ile cu&lomcr. The test report 6hall net be reproducad except inful, wilhout the 'Wlillan approval oftha laboratory. This rapcrt may not be usBd bytha above ciemto claim product certification. approval or endonement: by NIST. National Vduntary Labcretory Accredilation Program or the Federal Government. Shawn Kearney Labontary Director / Analyst Angela Kearney President ANAL YT.le.AL SERVICES 0719028 07/05/2019 07/05/2019 07/05/2019 Composition Non-Abrous Material Cellulose Fiber Mineral Wool Non-Fibrous Material Cellulose Fiber Mineral Wool 100% 30% 40% 30% 30% 40% Non-Abrous Material 30% Cellulose Aber Mineral Wool 30% 40% Non-Fibrous Material 30% 10744 HILLBROOK AVE;. BATON ROUGE, LOUISIANA 70810 Phone: {321} 837-9837 Fax: {225} 478-9731 Report Number 0719028 Page 3 of 3 NVLAP CODE 200670·0 CHAIN OF CUSTODY AnalyUcal Servk:e9. 2856 E Via Terrano Ontario CA 91764 Phone (321) 837-9837 Fax (225t 478-9731 ~[bM@~ company Name: ECS Environmental, Inc. send Results Via: 4876 Santa Monica Avenue #172 Fax Contact: Phone I Fax#: Email: San Diego, CA 92107 Bond Mccowan J Jim Begin 800-511-6364 / 480-719-4465 info@ecs-env ironmentalserv Ices.corn FED EX: 295736198 ~ _., \nl."L '11 (..' ' ·. ,!.~around Time: Type?' Analysis: a?·· if An~~sis Instructions: /RUSH ; 24Hour 2Day '.~ --~ · ~1~ AnalynALllayers "--" ~--'· ?o 3 Day 5 Day 'PLM (Point Count [1000 PtaJ) Sto . 1 o/o} Composite Samples Vennlcuflte Attfc Insulation {EPAJSDDIR•Cl4100-4) Disposal Instructions: Retum to Clf&nt {At Clients E.xpens&) Dl•pose of at GIC Speciul ln1tructlom; ______________ _ !'CM -Psyment terms are Net 30 Days 1~ ....... (. ~\'11;," .. , Project Name: 1 •• ') ~ -' . \; ~ p t ! · 0.1 ~, 1 PO#~ L ~~\'\ r"",Q _·"i_ ~ ,c 1"t-Project#: -. GIC Sampi. Cllfflt Sample Lccatlon and Type of Material Date& Tlme Samples PCMlmo: filumb&r Number -or-Sampled Accepted? TOTAL SS#, Naill$, and Location (PCM) Yor N ON OFF FLOW VOL v ,1) ' n,'i v~ H / .Jn, ,,'1 ,J1, l 1 I~ tC)(O,-• "\.,J _,. 1 ·cJ:O? 1 ~O.....:i ,n01 ---· {) 0 !:~ ~107 1:1 tJ ~( 'C \'1;),~; IJ.~ ·'D ~·~ , 1,.' ... ·'\) ' 'I -C ! i C ~-\ '~"-~ ~\\~ ·-·---·--·----- ~ i" 1 I ' ·I/ • Cll ' ! 1 ... ~~ 7~ Sig i: './ ~-0 - : --z/Wlt ,. y,r ft-~ -, 1 ... --1,~.-:. .,,,,. : -. ~ Relinquished By: O.tamme: ________ Received By: _____________ oatemme: _____ _ --z ~ It I It ~ 111 I I :,11 ,, U..--. :: .... I 1: INT!c~WESl DATE: 11/10/2021 JURISDICTION: CARLSBAD PLAN CHECK#.: CB-CBC2021-0362 PROJECT ADDRESS: 1950 Camino Vida Roble PROJECT NAME: Alphatec Spine-Com-TI SET II □ APPLICANT □ JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your 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: SCA Architecture/ Andrew Tarango ~ 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: (\ O I Telephone#: 858-793-4777 Date contacted: (by:\..A.I) Email: andrewt@sca-sd.com Mail Telephone 0 REMARKS: By: Steven Miller lnterwest Fax In Person Enclosures: 10/12 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • HV INTERWEST DATE: 10/12/2021 JURISDICTION: CARLSBAD PLAN CHECK#.: CB-CBC2021-0362 PROJECT ADDRESS: 1950 Camino Vida Roble PROJECT NAME: Alphatec Spine-Com-TI SET: I □ APPLICANT D JURIS. 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. C8J The check list transmitted herewith is for your 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. C8J The applicant's copy of the check list has been sent to: SCA Architecture/ Andrew Tarango 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: Date contacted: Mail Telephone 0 REMARKS: By: Steven Miller lnterwest (by: Telephone#: 858-793-4777 ) Email: andrewt@sca-sd.com Fax In Person Enclosures: 10/12 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • CARLSBAD CB-CBC2021-0362 10/12/2021 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK#.: CB-CBC2021-0362 JURISDICTION: CARLSBAD OCCUPANCY: B,Fl,Sl USE: Office TYPE OF CONSTRUCTION: VB?? ACTUAL AREA: TI 17,571sq ft EXISTING 121,541sq ft ALLOWABLE FLOOR AREA: 25,500 STORIES: 2 SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 10/12/2021 FOREWORD (PLEASE READ): HEIGHT: 35' OCCUPANT LOAD: 1297 DATE PLANS RECEIVED BY ESGIL CORPORATION: 09/20/2021 PLAN REVIEWER: Steven Miller 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. CARLSBAD CB-CBC2021-0362 10/12/2021 NOTICE: CITY AND ESGIL'S HOURS OF OPERATION ARE AFFECTED BY THE CURRENT COVID-19 EPIDEMIC. PLAN REVIEWER MAY NOT BE AVAILABLE TO ANSWER QUESTIONS BY PHONE, BUT MAY BE REACHED BY E-MAIL AT stmiller@esgil.com . (858) 225-2775 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: 1. 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. 2. 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. A reminder that due to Covid-19, the city will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. PLANS 4. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California Business and Professions Code. 5. Page TS1 The max allowable square feet according to the construction type is 25,500 for type VB sprinklered and the existing square feet is 121,541 square feet. Please provide justification for the overage of the maximum allowable square feet. Please Clarify the Construction Type. CARLSBAD CB-CBC2021-0362 10/12/2021 6. Page A 101 Per Keynote #8 the maximum distance between fire extinguishers is 75' and the plan only show 2 extinguishers on gridline c. Please clarify the fire extinguisher distance. 7. Page AD100 Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-16 Section 13.5_6.2.2 as follows: a_ The width of the perimeter supporting closure angle or channel shall be not less than 2.0 in. unless qualified perimeter supporting clips are used. b. Closure angles or channels shall be screwed or otherwise positively attached to wall studs or other supporting structures. Perimeter supporting clips shall be qualified in accordance with approved test criteria per Section 13.2.5_ c. Perimeter supporting clips shall be attached to supporting closure angle or channel with a minimum of two screws per clip and shall be installed around the entire ceiling perimeter. d. In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle, channel, or perimeter supporting clip_ The other end of the ceiling gird in each horizontal direction shall have a minimum 0. 75-in clearance from the wall and shall rest upon and be free to slide on a closure angle, channel, or perimeter supporting clip. e. Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. f. Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. ADDITIONAL 8. There are no comments for the Mechanical, Electrical, and Plumbing. 9. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 10. 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 11. The jurisdiction has contracted with EsGil, 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 Steven Miller at Esgil. Thank you_ END OF DOCUMENT CARLSBAD CB-CBC2021-0362 10/12/2021 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: Steven Miller PLAN CHECK#.: CB-CBC2021-0362 DATE: 10/12/2021 BUILDING ADDRESS: 1950 Camino Vida Roble BUILDING OCCUPANCY: B,Fl,Sl /BUILDING I AREA Valuation Reg. (Sq.Ft.) Mijtipier Mod. PORTION Tl F1 OccUDancv 17571 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #NIA B B ii in P rmi F 1997 U C u d g e t ee ... ; I t>ll :~t: 1997 UBC Plan Check Fee • Type of Review: Complete Review D Other VALUE D Structural Only D Repetiti'le Fee •' Repeats D Hoi.ly EsGilFee 1-----11 Hr. @ * Comments: ($) $4,160.121 Sheet 1 of 1 Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health and Quality PO Box 129261, San Diego, CA 92112-9261 (858) 505-6700 (800) 253-9933 www.sdcdehq.org Business Name Alphatec Spine Project Address 1950 CAMINO VIDA ROBLE Applicant Mike Dendinger Business Contact Mike Dendinger City CARLSBAD State CA Applicant E-Mail MDendlnger@atecspine.com Record ID#: DEH2020-HUPFP-006761 Plan Check#: DEH2021-HHMBP-010861 Balance Due: $73.00 Telephone# Plan File# (858) 209-0850 Zip Code 92008-6505 Applicant Telephone# (858) 209-0850 APN# 212-093-12-00 The following questions represent the facility's activities, NOT the specific project description. PART I· FIRE DEPARTMENT-HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIFICATION: (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: B, F1 & S1 D Explosive or Blasting Agents Facility's Square Footage (including proposed project): 121541 □ Organic Peroxides □ Water Reactives li<J Corrosives "' "' □ Compressed Gases Flammable/Combustible Liquids Flammable Solids □ □ □ Oxidizers Pyrophorics Unstable Reactives □ Cryogenics □ other Health Hazards □ □ Highly Toxic or Toxic Materials Radioactives □ None of These PART II· SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone al (858) 505-6700 prior to issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: 5/1/2022 YES 1. "' 2. "' 3. "' 4. □ 5. □ 6. □ 7. □ 8. □ NO □ □ □ □ "' "' "' "' Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? Will your business handle carcinogens or reproductive toxins in any quantity? 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 al your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). □ □ □ CalARP Exempt CalARP Required CalARP Complete Review Date: PART Ill· SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation {some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. 1. 2. 3. 4. YES NO □ "' "' □ □ "' □ "' Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? Will the project involve handling or disturbance of any asbestos containing materials? 5. 6. □ □ "' □ Will the project involve the removal of any load supporting structural member? Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf (ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. Briefly describe business activities: Briefly describe proposed project: Office. R&D Addition of office space I declare under penally of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. !El; Fees Acknowledged: !El Melissa Hanner 11/19/2021 Name of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: DATE: __________ _ EXEMPT OR NO FURTHER INFORMATION RELEASED FOR BUILDING PERMIT BUT NOT FOR RELEASED FOR OCCUPANCY REQUIRED OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD ~-t"i Of-S,\A_-;t;i o:S ~Q u RE: VIFWEr.-0 M. Martinez 'SIGNATURE 11/19/2021 (JI.ff /Am *A stamp 1n this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permIltIng requirements may still apply. DEHQ HMD HMBP Questionnaire v 2.0 (812021) Printed-on: 11/19/2021 @ 1 :57 PM OFFICE USE ONLY -• SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID# _______________ --! PLAN CHECK# _______________ I Business Name Alphatec Spine Bus ness Contacl Telephone Mike Dendlnger, VP of Operations 760-431-9286 BP DATE ro)ec ddress 1950 Camino Vida Roble CI S ale Z p Code APN# Carlsbad CA 92008 212-093-05,12 Malling Address 5818 El Camino Real Clly S ate ip Co e Plan i e# Carlsbad CA 92008 ProJec Con acl -ma, Andrew Tarango, SCA Architect r andre -sci.com : n ice e y ore mg e em, w e er your us ness WI use, process, or_ sore any o e opp Icant must contact tho Fire Protection Agency wllh Jurisdichon prior to plan submlllal Occupancy Roting: Faclllty'a Square Footage (including proposed projecl): 121,541 total Project SF (17,571 SF for Tl) 1 Explosive or Blasting Agenls 5 Organic Peroxides 9 Waler Reactives /13)Corrosives @ Compressed Gases . 6 Oxidizers 10 Cryogenics 14 Olher Heallh Hazards (!) Flammable/Combustible Liquids 7 Pyrophorics 11 Highly Toxic or Toxic Malerlals 15 None of These 4 Flammable Solids 8 tJnslablo Reactives 12 Radioactlves PART II: S D EGO COUNTY D PART E T F ENVtRO M NTAL HE T -H RDOUS ATERIALS I ISION MD· If the answer to any of the ques ons 1s yes, app can mus con ac e oun o an 1ego aza ous a e as 1v1s on, an Diego, CA 92123 Cell (858) 505-6700 prior to Iha issuance of a bull Ing permit. FEES ARE REQUIRED Projecl Completion Dale. Expected Date of Occupancy O CalARP Exempt YES NO (for new construcllon or remodeling projecls) 1. [I D Is your busin.ess !isled on the reverse side of this form? (check all lhat apply) Date lnlttalS 2 [I D Will your business dispose of Hazardous Subslances or Medical Waste In any amount? 3 D [I WIii your business store or handle Hazardous Substances in quantllles greater than or equal to 55 gallons, 500 D CalARP Required pounds and/or 200 cubic feet? 4 D [I WIii your business store or hondlo carcinogens/reproductive toxins In any quantily? Dale InmaIs 5. D [I Will your business use an existing or Install an underground storege tank? 6 D [I Will your business store or handle Regulated Substances (CalARP)? D ColARP Complete 7. D [I Will your business use or inslall a Hazardous Waste Tank SyStem (TIiie 22, Article 10)? B D [I Will your business store petroleum In tanks or containers al your focilily with a total facllily storage capacity equal to Dale Initials or mater than 1 320 allons? California's Above round Petroleum Stora e Act ?" ~ ~'@!!:~ ~~ ~,!ffk.~~r.~il ~1"1 !APCQl· Any YES' answer requires a stamp from APCD 10124 Old Grove Road, San ,ego, 7 -~ 7--~ j__ B -) o s mp required d Q1 Yes .llild Q3 Yes .llild Q4.Q6 No) The following questions are Intended to identify the majontyOBlr P0Ui1on 1ssueS8 t e panning stage Projects may require edditionfflmeesures not kienUfled t>y these questions. For comprehensive requirements contact APCD Residences are lyplcally exempt except -lhose wllh more !hen one building' on the pro~erty; single buildings with more lhen four dwelling units, townhomas, condos, mixed-commercial use, deliberate bums, residences formmg part of a larger project. !'Excludes garages & small oulbuildings] YES NO 1. [I O WIii the project disturb 160 square feel or more of existing building materials? 2. D [I Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolillon 3 [I D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Hos an asbestos smvey been performed by a Certified Asbestos Consullant or Sile Surveillance Technician? 4 D ll!J (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey resulls, will !he project disturb any asbestos containing malortel? Notffication may be required 10 working days prior to commencing asbestos removal 5 D [I Will the project or associated conslructlon equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdepcd orgljnfoM11cts/peImils odfl for typical equlpmenl requiring an APCD permit 6 D D (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located wilhln 1,000 feet of a school boundaru Briefly describe business activities Briefly describe proposed project. Blotechnicat research and development (spinal Implants) ·17 ,571 ""-f. office/R&D tenant improvement ~~•re under pen~(tyAof perjury that to the best of my knowledge and belief ~respon~m e true and correct tJ_ l ,~ Ir '1 ·-1\uA,!"" . ·· -• A<"" ../ l Name ofibwner or Authorized Aoent Slanat " er .i..' uthorized Aaent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION. FOROFFICAL ISE ONLY BY ., DATE. I I EXEMPT OR NO FURTHER INFORMATK>N REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO' APCO COUNTY-HMO APCO COUNTY-HMO APCO • m In this box e em ts businesses from com letin or u atin a Hazardous Materials Business Plan other ermlttln re ulrements ma still a Asta p p g pd g p g q y z. £ I ppy HM-9171 (08/15) Counly of San Diego -DEH •· Hazardous Materials Division ·,----------·----------------------------,, ALPHATEC SPINE,, INC', PERMIT No. 2425 In accordance with the provisions of Section 3 of the Pretreatment Ordinance the Encina Wastewater Authority hereby authorizes Alphatec Spine, Inc. 1950 Camino Via Roble Carlsbad, CA 92008 Located in the City of Carlsbad to discharge locally regulated wastewater from the above identified facility into the Encina Wastewater Authority (EWA) sewer system in accordance with the conditions set forth in this permit and EW A's Pretreatment Ordinance. NO DISCHARGE OF FEDERALLY REGULATED WASTEWATER IS AUTHORIZED. Compliance with this permit does not relieve the User of its obligation to comply with any or all applicable pretreatment regulations, standards or requirements under local, State, and Federal laws, including any such regulations, standards, requirements, or laws that may become effective during the term of this permit. No vested rights shall be given by issuance of this permit. The validity of this permit is conditioned upon the validity of the User's connection permit with the city or district in whose jurisdiction the User is located. Nothing in this permit grants the User a right to discharge at a volume that exceeds the allowable discharge volume set forth in the User's connection permit with that city or district. By accepting the terms of this permit, the User hereby gives consent and acknowledges that EWA personnel have the lawful authority to enter upon the User's premises at any reasonable time to determine compliance with the conditions of this permit. rrhis Class II(per111lt shall become effective on M;iy 14, 202{ and shall expii:.e on MaYJ ~. 2025) -r:: ,-I Q12.t-e\1J1GC1 0 ~, :;,-G 2. Issued on: f/\1\'f OS I J..02..I ill<k\Vt1) b'/ , ~:___,-By: Encina Wastewater Authority 6200 Avenida Encinas Carlsbad, CA 92011-1095 ,~C::,r~ Robert Grigg, Source Control Manager POST PERMIT IN PLAIN VIEW THIS PERMIT IS NONTRANSFERABLE Sf:RVING TIIE CITY OF VISTA, CITY Oi' CARLS HAil, BUENA SANITATION DISTRICT, VALLECJTOS WATER DISTRICT, LCUCADIA WASTEWATER DISTRICT AND CITY or ENCINJTAS ( City of Carlsbad CAP Building Plan Template B-55 INSTRUCTIONS: The following certificate shall be included on the title sheet of all building plans: CLIMATE ACTION PIAN (CAP) COMPLIANCE Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following demonstrates project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version: 1. ENERGY EFFICIENCY APPLICABLE: Complies with CMC l& 30 lDQ & 18.21.155 Existing Structure, year built: 1997 Prepared Energy Audit? Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: !YES~NO ~/No Yes,!!§] YES,tiQ] Complies with CMC section 18.30.13C and ?OJA California Frersv €ode scdio11 l:58.l:fc)l:4 Yes/No Regyired Provided Size of PV system (kWdc): Sizing PV by load calculations If by Load Calculations: Total calculated electrical load: 80% of load: Hardship Requested Hardship Approved Yes/No Yes/No Yes/No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: YESAN!l] Complies with CMC sections 18.30.150 diid l3.~0.170f Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved 4. ELECTRIC VEHICLE {EV) CHARGING APPLICABLE: Complies with CMC 18.21 .150 seCCIUii l8.21.t40T Panel Upgrade? Yes/No Yes/No Yes/No YESANO I Yes/No Yes/No Required provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved 5. TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TDM Report on file with city? Yes/No Yes/No ~NO !Yiil/ no ~/no PERMIT REPORT Revision Permit Print Date: 05/31/2022 Job Address: 1950 CAMINO VIDA ROBLE, # 100, CARLSBAD, CA 92008-6599 {city of Carlsbad Permit No: PREV2022-0038 Status: Closed -Fina led Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Parcel#: 2120931200 Track#: Applied: 03/22/2022 Valuation: $0.00 Lot#: Issued: 04/06/2022 Occupancy Group: Project#: Fina led Close Out: 05/31/2022 #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Inspector: TKers Plan Check#: Final Inspection: Project Title: Description: ALPHATEC SPINE: REV 2 (SHEET AX-100) Tl OFFICE (15,080 SF) & INDUSTRIAL(2491SF)FROM SHELL FEE BUILDING PLAN REVIEW-Revisions Total Fees: $129.00 Property Owner: RAF PACIFICA GROUP-REAL ESTATE FUND IV LLC 111 CST, # 200 ENCINITAS, CA 92024 Total Payments To Date: $129.00 Contractor: SPW CONSTRUCTION DBA WHITE CONSTRUCTION 2524 GATEWAY RD CARLSBAD, CA 92009 (760) 931-1130 Balance Due: AMOUNT $129.00 $0.00 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov \. t~rrv (>f Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Numbert:!etl.()2/,. 03(;.~ Plan Revision Number ?a.~\lt0'2--0o38 ProjectAddress_/?'SP C,,'ll'HI~ O 1//G,4 P..oB_I£. ____ _ General Scope of Revision/Deferred Submittal: M&!!A ,2 .SIH;.e-T ,4 ')( -/()0 __ _ CONTACT INFORMATION: Na me __.i-t1 I> ,tf,.,,v Tit /2./V} 6-1 0 Phone ~~3-'1777 Fax Address_LUo t:14MJl')O Vlbd-72.olot-£ __ City .cfi,a.Us-4 Zip 1l..01'_fS' __ Email Address -~l)/2..~ t{J2 .,sea.. -5~, '-cn'1 ____ _ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ~ Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail 12../l,. V ~ Fi,. A --.. ,-~,--. /i.-<LI T~/C-/(;. I boo~.J, 4. 5. Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? 6. Does this revision affect any fire rel21ted issues? 7. Is this a complete set? D Yes ~No :£,'Signature __ D Yes 11<1 Yes ~Yes ~No 0 No 3. List page/s) where each revision is shown Ax .,-1nn 0 No 1635 Faraclay Avenue, Ccirlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbc1dca.gov scaA R C H I T E C T u R E TRANSMITTAL RECE\VE\) To: Jason Pasuit UAR 2 2 2022 I'll/-\ Date: March 21, 2022 Company: City of Carlsbad CITY OF Ptc$}e.Ia;fl~-,;•;aiso34.T04 Ull Q\tS:G Ui\/\~v-=--"-'-"--'------- -'-16""0""5""F""a"'r-"'a"-da""y""A'-'v'-e""n"'u""e ______ B __ ' ~ Project: RAF fu.sion -1950 C.V.R. Carlsbad, California 92008 Atec Phase 2 T.I. ATTACHED: Description No. Copies 2 Date 3/21/22 Atec Phase 2 Tl egress plan (sheet AX-100) TRANSMITTED VIA: D FAX (Sheet 1 of __ ) Fax No. D Mail 181 Messenger D Overnight Delivery D Other REMARKS: Jason, ACTION 181 For your approval 181 For your review and comment 181 As requested D For your use / files D Reviewed as noted D No exceptions taken D Revise / Resubmit Please find attached the above referenced drawings for your review and approval as discussed with Tim Obrist. If you have any questions, comments or need additional information, please call me. DISTRIBUTION: SCA File With Encl. BY: Andrew Tarango D D D D W/O Encl. 181 D D D 13280 Evening Creek Drive South. Suite 125 I San Diego, CA 92128 I 858.793.4777 I sca-sd.com PERMIT REPORT Revision Permit Print Date: 05/31/2022 ( City of Carlsbad Permit No: PREV2021-0151 Job Address: 1950 CAMINO VIDA ROBLE, # 100, CARLSBAD, CA 92008-6599 Status: Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Parcel#: 2120931200 Track#: Applied: 12/20/2021 Valuation: $0.00 Lot#: Issued: 01/18/2022 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: Project#: Fina led Close Out: 05/31/2022 Plan#: Construction Type: Orig. Plan Check#: CBC2021-0362 Plan Check#: Inspector: TKers Final Inspection: Description: ALPHATEC SPINE: STRUCTURAL PLANS TO SUPPORT HVAC AND MINOR FLOOR PLAN CHANGES Applicant: MELISSA HANNER 13280 EVENING CREEK DR SAN DIEGO, CA 92128 (858) 793-4777 FEE BUILDING PLAN REVIEW -Revisions BUILDING PLAN CHECK FEE (manual) Total Fees: $274.50 Property Owner: RAF PACIFICA GROUP-REAL ESTATE FUND IV LLC 111 CST, # 200 ENCINITAS, CA 92024 Total Payments To Date: $274.50 Contractor: SPW CONSTRUCTION DBA WHITE CONSTRUCTION 2524 GATEWAY RD CARLSBAD, CA 92009 (760) 931-1130 Balance Due: AMOUNT $64.50 $210.00 $0.00 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {city of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CBc2021 -0362 Plan Revision Number f&:\£::,{)a I -{)IS:: I Project Address 1950 CAMINO VIDA ROBLE, CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: Addition of structural plans to support HVAC units that have been relocated on interior as well as minor floor plan changes CONTACT INFORMATION: Name Melissa Hanner Phone 8587944777 Fa ---------- Address 13280 Evening Creek Dr. South #125 City San Diego, CA Zip 92128 Email Address melissah@sca-sd.com Original plans prepared by an architect or engineer. revisions must be signed & stamped by that person. 1 . Elements revised: Iii Plans Iii Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(sJ where each revision is shown door swing revisions, restroom plan mirrored to avoid footing A-101 soffit revision & two new down lights A-111 new plan showing the "roof" tops & new units on top of interior office structures A-112 interior section to clarify the interior office structures. A-300 updated door schedule A-600 revised finishes AF-101 updated egress resulting from door swing change AX-100 4. Does this revision, in any way, alter the exterior of the project? D Yes Iii No 5. Does this revision add ANY new floor areafs)7 D Yes Iii No 6. Does this revision affect any fire related issues? Iii Yes D No • exiting revised 7. Is this a complete set? D Yes Iii No Date 12.10.21 1635 Faraday Avenue, Carlsbad, CA 92008 fh: 760-602-2719 Eax: 760-602-8558 fmait building@carlsbadca.gov www carlsbadca gov DATE: 01-05-2022 JURISDICTION: CARLSBAD INTERWEST □ APPLICANT □ JURIS. PLAN CHECK#.: CB-CBC2021-0362 (PREV2021-0151) ___ SETI PROJECT ADDRESS: 1950 Camino Vida Roble PROJECT NAME: Alphatec Spine-TI-Revision #1-New Structural Engineer and Owner Changes ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. D The check list transmitted herewith is for your 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: ~ 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: Date contacted: (by: Telephone#: ) Email: Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. lnterwest Enclosures: Approved Set 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: Steven Miller PLAN CHECK#.: CB-CBC2021-0362 DATE: 10/12/2021 BUILDING ADDRESS: 1950 Camino Vida Roble BUILDING OCCUPANCY: B,Fl,S1 BUILDING AREA Valuation Reg. PORTION ( Sq. Ft.) Multiplier Mod. Revision #1 17571 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Buildin g Permit Fee ... j 1997 UBC Plan Check Fee ~ Type of Review: r Complete Review r Other VALUE r Structural Only r Repetitive Fee .. I~ Repeats r., Hourllr'. ~Hrs.@* EsGil Fee 0 ~ ~ ~ * Based on hourly rate ($) $210.00J Sheet 1 of 1 PRIME STRUCTURAL ENGINEERS 13272 Jacaranda Blossom Dr. Valley Center, California 92082 Tel (760) 751-3300 STRUCTURAL CALCULATIONS Atec Tenant Improvement Phase 2 Structural Calculations Carlsbad, CA 2K21-170 Pages 1 thru 57 PREV2021-0151 > 1--0 1950 CAMINO VIDA ROBLE #100 ALPHATEC SPINE: STRUCTURAL PLANS TO SUPPORT HVAC AND MINOR FLOOR PLAN CHANGES 2120931200 CBC2021-0362 12/20/2021 PREV2021-0151 ,, 0 11 11 II ii ll ..... 1----·-•·----, I {IV)''),, Ii-----,! t===~: 1-----;, 1----_--, I 0-: '},- ~ :: ~=~cf , ............... ...,__ __ j ••-~;-,\ II : 11 -. ' 11 : ! ~~'"" ' I I I I •-····· ··----~ I I I I I i I I ; Iii : r.=====;;;==.n .. \ .r .L'-llVlJ:. JUtl:2~21-17V , ~~ STRUCTURAL DATE: 12/21 ENGINEERS SHT: 1 : . .,~ tZ--c C,({-& " " ([,l';,..,-7 · . . ' . H 64-f 1'-ElJ:;z: . -~a,{4 ; M L-S, .e--: n ! '2 Ci . ,r' . I , c:;i, I· J'• I I Z, . . . ~ J~tf, ~ 10~vp PRIME J0B:2K21-170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 2 ~:: t-bx./~ 1/o'~A : ,'I~ cJ_._ i . ' I ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 CJ-1 SECTION DESIGNATION: 600S162-43 [33] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Ceiling Solver Design Data -Simple Span Joist Span 11.00 ft Deflection Limit U180 Joist Spacing 24.0 in Dead Load = 6. 0 psf Live Load= 10.0 psf Check Flexure DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Che ks PRIME JOB:2K21170 STRUCTURAL DATE: 12121 ENGINEERS sHT: 3 0.0451 in 0.0712 in 33.0 ksi 36.3 ksi 4.000 in Flexural Bracing: KyLy = 48.0 in Cb=1.00 Me = 4297 Ft-Lb My = 2123 Ft-Lb .56 My< Me< 2.78 My Mc= 2035 Ft-Lb Sc/Sf= 1.00 Mmax = 484 Ft-Lb<= Ma= 1205 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: U180 Maximum Deflection = 0.154 in Check Shear Deflection Ratio = L/855 Vmax = 176 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1416 lb>= Vmax Check Web Crippling Rmax = 176 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 259 lb >= Rmax, stiffeners not required ' ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 CJ-2 SECTION DESIGNATION: 600S162-43 [33] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness= l~side Corner Radius= Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Ceiling Solver Design Data -Simple Span Joist Span 13.67 ft Deflection Limit U180 Joist Spacing 24.0 in Dead Load= 6.0 psf Live Load = 10.0 psf Check Flexure DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Che ks PRIME JOB:2K27-170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 4 0.0451 in 0.0712 in 33.0 ksi 36.3 ksi 4.000 in Flexural Bracing: KyLy = 48.0 in Cb= 1.00 Me= 4297 Ft-Lb My= 2123 Ft-Lb _56 My< Me< 2.78 My Mc = 2035 Ft-Lb Sc/Sf = 1.00 Mmax = 747 Ft-Lb<= Ma= 1205 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/180 Maximum Deflection = 0.368 in Check Shear Deflection Ratio = U446 Vmax = 219 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1416 lb>= Vmax Check Web Crippling Rmax = 219 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 259 lb >= Rmax, stiffeners not required i • PT-lk Hee#' (~r) ~ i~tf-:x ~ f : l v- t->l? o; I c>p Sr-V 2,, C--2,) /4 J, '. tvL-/4fSFX '2 I ~-.z:~,'1 trJ :[/P:0 /f .: I I ! i : : ! -(Y'l'L 1-~ . tl~e;-· 08' . . . , "-- PRIME JOB:2K21-170 STRUCTURAL DATE: 12121 ENGINEERS! SHT: 5 -j Un!'/-1? ' • f X IG,0\-: e;,~ . ! IJ1s G : U 11F-v l~CZl • ~-· -f--LIJ":...... lo!..:{) ":..=c...,.::..:...•--'-- PJ-1 PRIME JOB:2K21170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 6 11/30/21 2K21-150 (8U(slp12v1s0b4148TBEAM ANALYSIS PROGRAM(slp9vl Ob4148T SPAN LENGTH= 15.50 ft (6.43) (BU(sOp (Simple Span) UNIFORM LOADS (k/ft & ft) Xl wd wl 0.020 0.000 0.00 POINT LOADS Pd (k Pl & ft) 0.600 0.000 0.000 0.250 REACTIONS (k) LOAD Dead Live Total MAXIMUM FORCES V max = 0.580 X. 7.75 7.75 LEFT 0.455 0.125 0.580 @ DEFLECTJ:ONS (El: = kinA2) LOAD Defl (in) Total 139925/EJ: Live 33515/EI X2 15.50 RJ:GHT 0.455 0.125 0.580 ft X !ft) 7.75 7.75 Dead 106410/EJ: midspan TOTAL Defl El: L I 180 135411 L I 240 180548 L. I 360 270822 LIVE Defl EI L I 240 43245 L I 360 64868 L I 480 86490 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 PJ-1 SECTION DESIGNATION: 800S162-54 [50] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 8.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius= Yield Point, Fy = Fy With Cold-Work, Fya = Pu nchout Length = Ceiling Solver Design Data -Simple Span Joist Span 15.50 ft Deflection Limit L/180 Joist Spacing 24.0 in Dead Load = 1 o.o psf Live Load = 20. 0 psf Check Flexure DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 fo~ Strength Che ks PRIME JOB:2K21170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 1 0.0566 in 0.0849 in 50.0 ksi 50.0 ksi 4.000 in Flexural Bracing: KyLy = 48.0 in Cb= 1.00 Me= 7491 Ft-Lb My= 5975 Ft-Lb .56 My< Me< 2.78 My Mc= 5168 Ft-Lb Sc/Sf= 0.90 Mmax = 1802 Ft-Lb <= Ma = 2734 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/180 . Maximum Deflection = 0.469 in Check Shear Deflection Ratio = L/397 Vmax = 465 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2091 lb >= Vmax Check Web Crippling Rmax = 465 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 651 lb>= Rmax, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 PJ-1A SECTION DESIGNATION: 800S162-54 [50] (2) Back-to-Back Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 8.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius= Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length= Header/Beam Solver Design Data -Simple Span Deflection Limit U180 Header/Beam Span 15.50 ft Dead Load = 20.0 lb/ft Live Load = 110.0 lb/ft Check Flexure Flexural Bracing: KyLy = 48.0 in Cb= 1.00 DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Che s PRIME JOB:2K21-170 STRUCTURAL DATE: 12121 ENGINEERS SHT: s 0.0566 in 0.0849 in 50.0 ksi 50.0 ksi 4.000 in lye= 0.276 inA4 Me = 23227 Ft-Lb My = 11949 Ft-Lb .56 My< Me< 2.76 My Mc= 11380 Ft-Lb Sc/Sf= 0.87 Mmax = 3904 Ft-Lb<= Ma= 5469 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: U180 Maximum Deflection= 0.508 in Check Shear Deflection Ratio = L/366 Vmax = 1008 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 4183 lb>= Vmax Check Web Crippling Rmax = 1008 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length= 1.50 in Ra = 3202 lb >= Rmax, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 PJ-1A SECTION DESIGNATION: 8005162-54 [50] (2) Back-to-Back Section Dimensions: Web Height= 8.000 in Top Flange= 1.625 in Bottom Flange = 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Pro(!erties: Fy = 50.000 ksi Fu= 65.000 ksi Fya = 50.000 ksi Gross Pro(!erties A(gross) Weight A(net) Sxx lxx (inA2) (lb/ft) (in•2) (in•3) (in•4) 1.3391 4.5566 1.1693 1.4339 11.4714 Effective Pro(!ertles lxx(defl) Sxx Ma-xx Ma-x(dlst) Vag (in•4) (in•3) (Ft-Lb) (Ft-Lb) (lb) 11.2731 2.4576 6131.8 5468.6 4183 K-phi for Distortional Buckling= 0.00 lb*in/ln Lateral Buckling Pro(!erties for Flexure Moment of Inertia of Compression Portion (lye)= 0.2757 in•4 Web Cri(!(!ling -Allowable Loads. Pa flbl Total for 12) Members End Bearing .Length = 1.50 (in) Rx (in) 2.9269 Vanet (lb) 4183 Interior Bearing Length = 3.50 (in) Cond. 1 (E1 F) Cond. 2 (11 F) Cond. 3 (E2F) 3202 4261 1662 P\Jnchout Reduction Factor Cond. 1, Rc(E1 F) = 0.947 + 0.083x/h <= 1.0 Punchout Reduction Factor Cond. 2, Rc(l1 F) = 0.891 + 0.053x/h <= 1.0 I (in 4) 0.5 14 PRIME JOB:2K21-170 STRUCTURAL DATE: 12/21 ENGINEERS SHT: s Ry (in) 0.6417 Cond. 4 (12F) 4148 ~'5'7 , f-'11 '> .. r7 , ~,if;' ' PRIME JOB:'2K21-170 STRUCTURAL DATE: 12121 ENGJNEllRS SHT: 10 )(l~xlttA ~U'-~ #>/'r?-/.C., I -- d'--f2-:-31 fYF eiu iJ• I ' L,l B· 'U't. I F/yx ((, CA ' 1 e, uf ().c. PJ-2A PRIME J0B:2K21 170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 11 11/30/21 2K21-150 (8U(slpl2vls0b4148TBEAM ANALYSIS PROGRAM(slp9vl Ob4148T (6.43) (8U(s0p SPAN LENGTH = 6.75 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl Xl X2 0.020 0.000 0.00 6.75 POINT .LOADS (k & ft) Pd Pl X 0.600 0.000 3.38 0.000 0.250 3.38 REACTIONS (k) LOAD LEFT RIGHT Dead 0.368 0.368 Live 0.125 0.125 Total 0.493 0.493 MAXIMUM FORCES V max = 0.493 k @ 0.00 ft Vd max = 0 .. 368 k @ 0.00 ft M max = 1.548 kft @ 3.38 ft Md max -1.126 kft @ 3.38 ft DEFLECTIONS (EI = kin"2) LOAD Defl (in) X (ft) Total 10345/EI 3.38 Live 2768/EI 3.38 Dead 7577/EI midspan TOTAL Defl EI L I 180 22989 L I 240 30652 L I 360 45978 LIVE Defl EI L I 240 8201 L I 360 12302 L I 480 16403 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 PJ-2 SECTION DESIGNATION: 600S162-54 [50] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Ceiling Solver Design Data -Simple Span Joist Span 6.75 ft Deflection Limit L/180 Joist Spacing 24.0 in Dead Load = 10.0 psf Live Load= 37.0 psf Check Flexure Flexural Bracing: KyLy = 48.0 in Cb= 1.00 DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Chee s PRIME JOB:2K21-170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 12 0.0566 in 0.0849 in 50.0 ksi 55.3 ksi 4.000 in Me = 5275 Ft-Lb My = 3973 Ft-Lb .56 My< Me< 2.78 My Mc= 3491 Ft-Lb Sc/Sf= 0.99 Mmax = 535 Ft-Lb <= Ma = 2077 Ft-Lb Check Bending and Torsion Torsional Bracing: KILi = 48.0 in One Brace Kilt from End Controls Input Torsional Lever Arm: to Web Center Uniform Torq e = 5.197 in-lb/in Fb = 6.78 ksi_ Ft= 2.33 ksi R = Fb/(Fb+ t) = 0.856 Flange/Web junction controls, 1.15 increase in R has been applied Mcritical = 517.00 Ft-Lb <= R • MaFy=2162.16 Ft-Lb Check Deflection Deflection Limit: U180 Maximum Deflection= 0.052 in Check Shear Vmax = 317 lb (Including Flexural Load Multiplier) Deflection Ratio = U1557 Shear capacity not reduced for punchouts near ends of member Va = 2823 lb >= Vmax Check Web Crippling Rmax = 317 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 679 lb >= Rmax, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 PJ-2A SECTION DESIGNATION: 600S162-54 [50] (2) Back-to-Back Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Header/Beam Solver Design Data -Simple Span Deflection Limit U180 Header/Beam Span 6. 75 ft Dead Load = 20.0 lb/ft Live Load = 251. 0 lb/ft Check Flexure Flexural Bracing: KyLy = 48.0 in Cb= 1.00 DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Che s PRIME JOB:2K21 170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 13 0.0566 in 0.0849 in 50.0 ksi 55.3 ksi 4.000 in lye= 0.276 inA4 Me = 17 414 Ft-Lb My = 7946 Ft-Lb .56 My< Me< 2.78 My Mc = 7709 Ft-Lb Sc/Sf = 0.98 Mmax = 1543 Ft-Lb<= Ma= 4317 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*infln Check Deflection Deflection Limit: U180 Maximum Deflection = 0.075 in Check Shear - Vmax = 915 lb (Including Flexural Load Multiplier) Deflection Ratio = L/1080 Shear capacity not reduced for punchouts near ends of member Va = 5646 lb >= Vmax Check Web Crippling Rmax = 915 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra= 3208 lb>= Rmax, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 PJ-2A SECTION DESIGNATION: 600S162-54 [50) (2) Back-to-Back Section Dimensions: Web Height= 6.000 in Top Flange= 1.625 in Bottom Flange = 1.625 in Stiffening lip = 0.500 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Pro11erties: Fy = 50.000 ksi Fu= 65.000 ksi Fya = 55.318 ksi Gross Pro11erties A(gross) Weight A(net) Sxx (in'2) (lb/ft) (in'2) (in'3) 1.1127 3.7862 0.9429 0.9535 Effective Pro11erties lxx(defl) Sxx Ma-xx Ma-x(dist) (in'4) (in'3) (Ft-Lb) (Ft-Lb) 5.7208 1.8310 5054.2 4316.7 K-phi for Distortional Buckling = 0.00 lb*in/in Lateral Buckling Pro11erties for Flexure lxx (in'4) 5.7208 Vag (lb) 5646 Moment of Inertia of Compression Portion (lye)= 0.2756 in'4 Web Cril!l!ling -Allowable Loads, Pa {lb) Total for 121 Members End Bearing Length = 1.50 (in) Interior Bearing Length = 3.50 (in) Rx (in) 2.2675 Vanet (lb) 3895 Cond. 1 (E1 F) Cond. 2 (11 F) Cond. 3 (E2F) 3208 4283 1865 Punchout Reduction Factor Cond. 1, Rc(E1 F) = 0.925 + 0:083x/h <= 1.0 · Punchout Reduction Factor Cond. 2, Rc(l1 F) = 0.888 + 0.053x/h <= 1.0 I (in 4) 0.5 12 PRIME JOB:2K21-170 STRUCTURAL om: 121?1 ENGINEERS SHT: 14 Ry (in) 0.7039 Cond. 4 (12F) 4654 f ' i i d ' ' ..,_ i ....-' ! ' :c.ix-1:'ir ' I ~ PRIME JOB:2K21-110 • ST~UCTURAL DATE: 12/21 • ENGINEERS sttr: l 5 ri.K tt e,p. 0~4-- . / ✓- ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 CJ-4 SECTION DESIGNATION: 800S162-43 [33] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 8.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Ceiling Solver Design Data -Simple Span Joist Span 15.50 ft Deflection Limit U180 Joist Spacing 24.0 in Dead Load = 6.0 psi Live Load = 10.0 psi Check Flexure Flexural Bracing: KyLy = 48.0 in Cb= 1.00 DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Che s PRIME JOB:2K21-170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 16 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Me= 6114 Ft-Lb My= 3185 Ft-Lb .56 My< Me< 2.78 My Mc = 3027 Ft-Lb Sc/Sf= 0.89 Mmax = 961 Ft-Lb<= Ma= 1527 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling= 0 lb*in/in Check Bending and Torsion Torsional Bracing: Kilt= 48.0 in Multiple Braces Centered on Mid-Span Controls Input Torsional Lever Arm: to Web Center Fb = 11.31 ksi Ft= 0.58 ksi Uniform Torq e = 1.601 in-lb/in R = Fb/(Fb+ t) = 0.952 Mcritical = 961.00 Ft-Lb <= R * MaFy = 1597.16 Ft-Lb Check Deflection Deflection Limit: U180 Maximum Deflection= 0.311 in Check Shear Vmax = 248 lb (Including Flexural Load Multiplier) Deflection Ratio = U598 Shear capacity not reduced for punchouts near ends of member Va= 1051 lb>= Vmax Check Web Crippling Rmax = 248 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra= 281 lb>= Rmax, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 CJ-5 SECTION DESIGNATION: 600S162-43 (33] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length= Ceiling Solver Design Data -Simple Span Joist Span 12.00 ft Deflection Limit L/180 Joist Spacing 24.0 in Dead Load= 6.0 psf Live Load = 10.0 psf . Check Flexure · DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Che s PRIME JOB:2K21-170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 11 0.0451 in 0.0712 in 33.0 ksi 36.3 ksi 4.000 in Flexural Bracing: KyLy = 48.0 in Cb= 1.00 Me= 4297 Ft-Lb My= 2123 Ft-Lb .56 My< Me< 2.78 My Mc= 2035 Ft-Lb Sc/Sf= 1.00 Mmax = 576 Ft-Lb<= Ma= 1205 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*in/in Check Bending and Torsion Torsional Bracing: KILi = 48.0 in Three Braces Centered on Mid-Span Controls Input Torsional Lever Arm: to Web Center Fb = 9.01 ksi Ft= 0.85 ksi Uniform Tor e = 1.788 in-lb/in R = Fb/(Fb+ t) = 0.914 Mcritical = 576.00 Ft-Lb <= R * MaFy = 1270.74 Fl-Lb Check Deflection Deflection Limit: U180 Maximum Deflection= 0.219 in Check Shear Vmax = 192 lb (Including Flexural Load Multiplier) Deflection Ratio = U659 Shear capacity not reduced for punchouts near ends of member Va= 1416 lb>= Vmax Check Web Crippling Rmax = 192 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length= 1.50 in Ra = 295 lb >= Rmax, stiffeners not requi!"ed ' 1cr841 ;[11:tl ~4 e ~~~~ ,-,4;,. ' l / ;G)~x 111)4 'U>/ffY 's-_r;-1' '0--' 3 f 1-L-r--" r .,.JI/ lpf '$ c-z,;t 'M : ; ':. i(~) Pr'?FX' i,~r( ~: 9 { /-? ,. C-~ ~ /; io/_ Yr> ✓(171-#-): ~ : -C I t) ! t/f ~ '? ~<f { vfoi':)! { ',r-1b/ • : : -zfo '2, o/'.' ;~ '1 jr,,1 ?-", I . Gp;, f1srx,:1J;c9z_-~J,7 r~f:;;i ~~-1(?f$f41' /J.{;. 3/z-'"' ijIZ.• ·. •. . 7'11 I PRIME Jok>: 2K21-170 S'!RLICTURAL Dale: __ _ ENGINEERS Shi: 1 9 RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K21-170 ATEC CEILING CB-1 DESIGN PROPERTIES: Shape= HSS4X4X1/4 E = 29000 ksi F,= 46.00 ksi A= 3.37 in' d= b= t.design = bit= hit= Apt= Art= 4.00 in 4.00 in 0.233 in 14.20 14.20 28.12 35.15 Apw = 60.76 I.,,,= 143.12 MAJOR AXIS: COMPACT FLANGE COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD Axial, P, = 0.000 k kx= k,= Lx= Ly= (KUr),= (KUr), = Stress Increase = HSS, Qc= HSS, Ob= MINOR AXIS: COMPACT FLANGE COMPACT WEB Bending, M, = 2.45 k-ft = 29.40 k-in (+ in 3-1 Direction) Bending, M, = 0.36 k-ft = 4.27 k-in (+ in 4-2 Direction) CAPACITY: INTERACTION: Pn /Qc = 62.31 k Mnx /Qb = 1 o. 77 k-ft = 129.19 k-in Mny /Ob= 10.77 k-11 = 129.19 k-in 1.00 Ix= 7.8 in4 1.00 Zx= 4.69 in' 9.75 ft Sx= 3.9 9.75 ft rx= 1.52 76.97 76.97 I,= 7.8 in4 1.00 1.67 1.67 z,= 4.69 in' s,= 3.9 ry= 1.52 Add'I Loads DL LL P,= 0.00k 0.00k P,= 0.00 k 0.00 k P,= 0.00k 0.00 k P•= 0.00 k 0.00 k (Interpolate ISC Table 4-3) (See AISC able 3-12 & 3-13) (See AISC able 3-12 & 3-13) st 0.00 in 0.00 in 0.00 in 0.00 in Mr/Mc= 0.26 < 1 HSS4X4X1/4 ... OK! PRIME Job: 2K21-l 70 SIBUCTURA!. Dali!>: __ _ ENGINEERS Sht 2 o RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K21-170 ATEC CEILING CB-2 DESIGN PROPERTIES: Shape = HSS6X4X 114 E = 29000 ksi F,= 46.00 ksi A= 4.3 in2 d = 6.00 in b= I.design= bit= hit= Apr= A,r = 4.00 in 0.233 in 14.20 22.80 28.12 35.15 A,w= 60,76 A"'= 143.12 MAJOR AXIS: COMPACT FLANGE COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD Axial, P, = 0.000 k kx= k = y Lx= L = y (KUr), = (KUr), = Stress Increase = HSS, Oc= HSS, Ob= MINOR AXIS: COMPACT FLANGE COMPACT WEB Bending, M, = 7.87 k-ft = 94.44 k-in (+ in 3-1 Direction) Bending, M, = 0.98 k-ft = 11.76 k-in (+ in 4-2 Direction) CAPACITY: INTERACTION: Pn /Qc = 44.50 k Mnx /Ob = 19.58 k-ft = 234.96 k-in Mny /Ob= 14.81 k-ft = 177.66 k-in 1.00 Ix= 20.s in4 1.00 Z)(= 8.53 in' 16.17 ft Sx= 6.96 16.17 ft rx= 2.2 88.20 120.52 1.00 1.67 1.67 I,= 11.1 in4 z,= 6.45 in' s,= 5.56 ry= 1.61 Add'! Loads DL LL P,= 0.00k 0.00 k P,= 0.00 k 0.00 k P3= 0.00k 0.00 k P,= 0.00k 0.00 k (Interpolate ISC Table 4-3) (See AISC able 3-12 & 3-13) (See AISC able 3-12 & 3-13) Mr/Mc= 0.47 < 1 HSS6X4X1/4 ... OKI !l 0.00in 0.00 in 0.00 in 0.00 in i?<Jb , • t1.7i' x :Wt, ~-0f'/r X I !t.c,v.;: ~ ! ,/;f'fi . /~.,7y.,_ _J / 5-1 I ' 3/,' ttj lk ✓ .( -f 2-, S-,:'i. f I . I. ~ PRIME JOB:2K21-170 S~'&, STRUCTURAL DATE: 12121 · ENGINEERS SHT: 21 RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K21-170 ATEC CEILING CB-3 DESIGN PROPERTIES: Shape= HSSBX4X1/4 E = 29000 ksi F,= 46.00 ksi A= 5.24 in' d= 8.00 in b= 4.00 in I.design= 0.233 in bit= 14.20 hit= 31.30 Ap1 = 28.12 A"= 35.15 Apw= 60.76 Arw = 143.12 MAJOR AXIS: COMPACT FLANGE COMPACT WEB APPLIED LOADS: kx= 1.00 k,= 1.00 L)(= 19.75 ft L = y 19.75 ft (KUr), = 83.16 (KUr), = 142.77 Stress Increase ;;;:; 1.00 HSS,Oc= 1.67 HSS, Ob= 1.67 MINOR AXIS: NON-COMPACT FLANGE COMPACT WEB Loads applied shall be in ASD Add'I Loads Axial, P, = 0.000 k Bending, M, = 17.44 k-ft = 209.28 k-in (+ in 3-1 Direction) Bending, M, = 1.46 k-ft = 17.52 k-in (+ in 4-2 Direction) CAPACITY: P, = Pn /Qc = 38.64 k M~ = Mnx /Qb = 30.53 k-ft = 366.35 k-in Moy= Mny /Qb = 17.80 k-ft = 213.59 k-in INTERACTION: P,= P,= P,= P,= (Interpolate (See AISC (See AISC Mr/Mc= 0.65 < 1 HSS8X4X1/4 ... OK! PRIME Job: 2K21-l 70 STRUCTURAL oaie: __ _ ENGINEERS sh1: 2 2 Ix= 42.5 in4 Z,= 13.3 in3 S= ' 10.6 r = ' 2.85 I,= 14.4 in4 Z,= 8.2 in3 s,= 7.21 r = y 1.66 DL LL ll O.OOk O.OOk 0.00 in O.OOk 0.00 k 0.00 in 0.00k 0.00 k 0.00in O.OOk 0.00k O.OOin ISC Table 4-3) able 3-12 & 3-13) able 3-12 & 3-13) :,.'-=t-==4=' =-~===!( I I '-o V' .\ ~ ' ' l{J\.JD'°' : rvOf (J.,J ' L \:) f 5'f Y l ' . ,_. ' lb 1'J.vf >·· lA.lA\,\:_-"-(OfSf x7,t-P-'"--1'-{f'-f' N f ; (;J l)' <Z,:,I p ~~ \ ( CC-cu, fVf; PRIME JOB:2K21-170 . STRUCTURAL DATE: 1 ?1?1 ENGINEERS SHT: 23 t 1r' ><' l"i1'1- ~e¢.- ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 CJ-6 SECTION DESIGNATION: 600S162-54 [50] (2) Boxed Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Header/Beam Solver Design Data -Simple Span Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Deflection Limit L/240 Header/Beam Span 14.00 ft Dead Load= 90.0 lb/ft Live Load = 40.0 lb/ft DL Multiplied by 1.00 for Strength Che ks LL Multiplied by 1.00 for Strength Che s Check Flexure Flexural Bracing: KyLy = 48.0 in Cb= 1.00 lyy (Box) = 1.994 inA4 J (Box) = 4.463 inA4 Lu= 646.0 in Mmax = 3185 Ft-Lb<= Ma= 5054 Ft-Lb Check Deflection Deflection Limit: L/240 Maximum Deflection = 0.666 in Check Shear Deflection Ratio = L/252 Vmax = 910 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 5646 lb >= Vmax Check Web Crippling Rmax = 910 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 1358 lb >= Rmax, stiffeners not required PRIME J0B:2K21170 STRUCTURAL DATE: 12121 ENGINEERS SHT: 24 0.0566 in 0.0849 in 50.0 ksi 55.3 ksi 4.000 in ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 CJ-6 SECTION DESIGNATION: 600S162-54 [SO] (2) Boxed Section Dimensions: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Inside Corner Radius= Punchout Width = Punchout Length = Design Thickness = Steel Properties: Fy = Fu= Fya = Gross Properties A(gross) Weight (inA2) (lb/ft) 1.1127 3.7862 Effective Properties lxx(defl) Sxx (inA4) (inA3) 5.7208 1.8310 Torsional Properties 6.000 in 1.625 in 1.625 in 0.500 in 0.0849 in 1.500 in 4.000 in 0.0566 in 50.000 ksi 65.000 ksi 55.318 ksi A(net) (inA2) 0.9429 Ma-xx (Ft-Lb) 5054.2 Sxx (inA3) 0.9535 Vag (lb) 5646 St. Venant Torsion Constant (J) = 4.4630 inA4 Lateral Buckling Properties for Flexure lxx (inA4) 5.7208 Vanet (lb) 3895 Rx (in) 2.2675 Maximum Unbraced Length for Full Moment Capacity, Lu= 646.0 in Web Crippling -Allowable Loads. Pa llbl Total for (21 Members End Bearing Length = 1.50 (in) Interior Bearing Length= 3.50 (in) Cond. 1 (E1 F) Cond. 2 (11 F) Cond. 3 (E2F) 1358 3426 1037 Punchout Reduction Factor Cond. 1, Rc(E1 F) = 0.925 + 0.083xlh <= 1.0 Punchout Reduction Factor Cond. 2, Rc(l1F) = 0.888 + 0.053x/h <= 1.0 I (in 4) 1.9 38 PRIME JOB:2K21170 STRUCTURAL DATE: 121?1 ENGINEERS SHT: 2s Ry (in) 1.3386 Cond. 4 (12F) 3603 & PRIME JOB:2K21-170 ~ STRUCTURAL DATE: 12121 ~-"',a, ENGINEERS SHT: 26 f 9 [<f r"rJ< /'1;,.l7/~)+ t0 ('9FX/ t.r)}X f; ~-Joi/ fi -;.-('//"Of">,;. )< p .. (,7 / y iJ..--✓ I~:;,_ 1/--: . "I ,,,,-..,__ ,,_, . I . t..,,.,rr. p 8"~1 "')(1A .... 71 .11 i ---I ltt# c: > 1 er-X l 1/f-X I ~/l,- (!!' 14 •r i ""r ~ ,);, . I !_ I_ I --! i ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 11/29/2021 2K21-170ATEC STUDS@PODS SECTION DESIGNATION: 362S162-43 [33] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 3.625 in 1.625 in 1.625 in 0.500 in 1.500 in Wall Solver Design Data -Simple Span Wall Height 12.00 ft Lateral Pressure 5.00 psi Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Deflection Limit U240 Axial Load 1057 lb Flexural Bracing: KyLy = 48.0 in Cb= 1.00 Me = 2361 Ft-Lb My = 1077 Ft-Lb Mc= 1045 Ft-Lb Sc/Sf= 0.95 Mmax = 120 Ft-Lb <= Ma = 595 Ft-Lb Check Bending and Torsion Torsional Bracing: Kilt= 48.0 in A PRIME JOB:2K21-170 H'£ STRUCTURAL DATE: 12121 Jf!la, ENGINEERS SHT: 21 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in .56 My< Me< 2.78 My Three Braces Centered on Mid-Span Controls Input Torsional Lever Arm: to Web Center Fb = 3.87 ksi Ft= 0.31 ksi Uniform Tor e = 0.434 in-lb/in R = Fb/(Fb+ t) = 0.925 Mcriti.cal = 120.00 Ft-Lb <= R * MaFy = 566.10 Ft-Lb Check Deflection Deflection Limit: U240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.149 in Deflection Ratio = U969 Check Shear Vmax = 40 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1739 lb >= Vmax Check Web Crippling Rmax = 40 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra= 315 lb>= Rmax, stiffeners not required Check Axial Interactions P = 1057 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and Kilt = 48.0 in Max Ur = 100 Allowable Pure Axial Load, Pa= 2397 lb : Axial Load Ratio, P/Pa = 0.441 K-phi for Distortional Buckling = 0 lb*in/in Check Equation C5.2.1-1 Check Equa ion C5.2.1-2 Cmx= 1.00 Per= 9966 lb Alpha= 0. 796 Equation C5.2.1-1 = 0.694 Maximum Interaction = 0.694 <=1.0 A PRIME JOB:2K21170 ~ STRUCTURAL DATE: 12121 ,g'~~ ENGINEERS SHT: 2a Pao= 542 lb Equati n C5.2.1-2 = 0.435 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 11/29/2021 2K21-170 ATEC STUDS@ PODS SECTION DESIGNATION: 362S162-43 [33) Single & PRIME JOB:2K21170 ~ STRUCTURAL DATE: 12121 ~~~ ENGINEERS SHT: 29 3 ___ _ I Section Dimensions: Web Height= 3.625 in Top Flange= 1.625 in Bottom Flange = 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius = 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0451 in Steel Pror;1erties: Fy = 33.000 ksi Fu= 45.000 ksi Fya = 33.000 ksi Gross Proeerties A(gross) Weight A(net) Sxx (in'2) (lb/ft) (in'2) (in'3) 0.3398 1.1562 0.2721 0.3916 Effective Proeerties lxx(defl) Sxx Ma-xx Ma-x(dist) (in'4) (in'3) (Ft-Lb) (Ft-Lb) 0.7098 0.3716 612.0 634.9 . K-phi for Distortional Buckling = 0.00 lb*in/in Torsional Proeerties Jx1000 Cw (in'4) (in'6) 0.2304 0.3759 Xo (in) -1.297 Warping Torsional Properties a Sxx(lip) Wn(1) (in'3) (in'3) (in'2) 65,3 0.5092 2.5560 m (in) 0.782 Wn(2) (in'2) 1.4284 Web Criepling -Allowable Loads. Pa (lbl End Bearing Length = 1.50 (in) Interior Bearing Length = 3.50 (in) lxx (in'4) 0.7098 Vag (lb) 1739 Ro (in) 2.036 Wn(3) (in'2) · -1.3996 4 Rx (in) 1.4453 Vanet (lb) 676 Beta 0.594 Wn(4) (in'2) 1.3996 Cond.1 (E1F) Cond. 2 (I1F) Cond. 3 (E2F) 315 767 256 Punchout Reduction Factor Cond. 1, Rc(E1 F) = 0.866 + 0.083x/h <= 1.0 Punchout Reduction Factor Cond. 2, Rc(l1 F) = 0.879 + 0.053x/h <= 1.0 I I ~ (in 4) 0.1 68 Sy (in 3) 0.1 54 w, (5) (in 2) -1.-' 284 Ry (in) 0.6109 Ma-y (Ft-Lb) 173.6 Wn(6) (in'2) -2.5560 Cond. 4 (I2F) 836 11 ', I ! ., ! ' ' h \ r· I i ! I [, T I ' i . , ...... ,, l I ·'' ~ ,:;~< I l i I r I i I I I i i I I ., i: i I ! j ., I i ! I ' I j, , .. , I ! i I ·\ I i ,_ i ! i ,. I I -l i I I I I -;. ! I I ]. ' I I i I i ! \ .. ,- i ! i '\ ,~, : , PRlM~ JPB:21<21 -170 '. ~ : STRUCTURAL DATE: ·,12/21 ~ ENGINEERS SHT: : 30 ! . . ' . . . . ! '' i 'i I .. t i . ' ,, i I i i i ! '' ., I i I ·t I ,, I !, ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 11/29/2021 2K21-170 ATEC HEADER SECTION DESIGNATION: 600S162-54 [50) (2) Boxed Section Dimensions: Web Height= Top Flange= Bottom Flange = Stiffening Up = Inside Corner Radius = Design Thickness = Steel Properties: Fy = Fu = Fya = 6.000 in · 1.625 in 1.625 in .0.500 in 0.0849 in 0.0566 in 50.000 ksi · 65.000 ksi 55.318 ksi ALLOWABLE UNIFORM LOADS INPUt PARAMETERS Deflection Limit: U360 Listed load multiplied by 1.00 for deflection check . Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Member Configuration: (2) BOXED MEMBERS End Bearing Length for Web Crippling= 1.5 in Flexural Bracing: NONE TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 6.00 8.00 10.00 Without Web Stiffeners 452.7 339.5 250.0 With Web Stiffeners 1123.2 488.3 250.0 II II &._ P RIME JOB:2K21 -170 a STRUCTURAL DATE: 12/21 .la'£~ ENGINEERS SHT: 31 ATC I-la'zards by Location https://hazards.atcouncil.or seismic?lat=33. l 228816&lng=-I 17.2 ... L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 1950 Camino Vida Roble, Carlsbad, CA 92008, USA_ 33.1228816, -117.2832261 254 ft 2021-12-06T23:24:54.333Z Seismic ASCE7-16 II D Basic Parameters ·-.... ·-........ -··. ·-·· ................. ,.,-,., .... Name Value Description Ss 0.997 MCER ground motion (period=0.2s) S1 0.363 MCER ground motion (period=1.0s) SMS 1.098 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.732 Numeric seismic design value at 0 .2s SA S01 • null Numeric seismic design value at 1.0s SA * See Section 11 -4.8 ..-Additional" Information Name soc Fa Fv CRs CR1 PGA FPGA PGAM TL SsRT Value • null 1.101 • null 0.898 0.908 0.436 1.164 0.508 8 0.997 Description · Seismic design categol)' Site amplification factor at 0.2s Site amplification factor at 1.0s Coefficient of risk (0.2s) Coefficient of risk (1.0s) MCEG peak ground acceleration Site amplification factot at PGA Site modified peak ground acceleration Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) . .......... ,_ I"'" SsUH 1.11 Factored uniform-hazard spectral acceleration (2% probability of 1 of2 PRIME JOB:2K21 -170 STRUCTURAL DATE: 12/21 NGINEERS SHT: 32 12/6/2021, 3:25 PM j .. ~ . . . ! .. . I . 'i •-••·· ' ' I I I . • • : I .! t , . . ! ~ ~~ ~ e : P;"1J: ; I l·• -~·. I I i i ,· ' I ·-· ! I 1 · ! ! : ...... ; .. I I I I I. I ' i-· I I ·1 i ' I .I i ! i . I ! \ /k._ i=JR]ME J~B:2~21-170 : J'r£ : STRUCTURAL DATE: n12, ~ ENGINEE~S Sll_T: 1 33 ' •. . f '.> {, )?if i j I I ' ! i i ~ i P:~r~,.~;d ~/: ! ~--~-l;-2-- ' ' Ctt~f: {;,~ r,'--~b:=--: I ½,,~f 'i ~ 24.'' !?6-Vc :"'. ~ : : w 1.,-' ' 'P-- :~ v J... , (Pi ( 2-. I -I r "' /tcJit A_ P ;RIME JOB:2K21 -170 ,R~ . STRUCTURAL DATE: 12/21 ~ ENGINEERS SHT: , 34 . ! J I· I i ·,· www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 lnputdata Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] ~ PRIME JOB:2K21-170 A.. STRUCTURAL DATE: 12/21 .411S'£~ ENGINEERS SHT:---="-----f Kwlk Bolt TZ -CS 1/2 (2) h.1.ac1 = 2.000 in., hn"!" = 2.375 in. Carbon Steel ESR-1917 5/1/2013 j 5/1/2015 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.125 in. Page: Project: Sub-Project I Pos. Date: 1:1,-;;.1 Profis Anchor 2.5.5 1 21<21-170 ATEC TYPICAL BOT TRACK 12/7/2021 I, x ly x t = 24.000 in. x 4.000 in. x 0.125 in.; (Recommended plate ickness: not calculated) no profile cracked ooncrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: ccndition B, shear: ccndition B; no supplemental splitting inforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (a)) z: ' ' ' Input data and results must be checked for agreement with the existing conditions and for plaualbllltyl PROF!$ Anchor ( c) 2003-2009 Hilt! AG, FL-9494 Schaan Hllti is a registered Trademark of Hilti AG, Schaan www.hiltl.us Company: Specifier: /k._ PRI ME JOB:2K21 -170 £. STRUCTURAL DATE: 12121 AlliiiT-"~ ENGINEERS SHT: 36 Page: Project: 1:11-;;.1 Profis Anchor 2.5.5 2 Address: Sub-Project I Pos. II o.: 21<21-170 ATEC WPICAL BOT TRACK 121712021 Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x 1 o 160 160 max. concrete compressive strain: -[%,] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): O [lb] 3 Tension load Date: Shear force y 0 Load N •• [lb] Capacity ~. [lb] Steel s trength* Pullout Strength* Concrete Breakout Strength** NIA NIA N/A • anchor having the highest loading ••anchor group (anchors in tension) Input data and results must be checked for agreement with Ille existing conditlons and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of HilU AG, Scllaan NIA NIA N/A I 1 Utilizatlc n 1!N = N.J.i.N.. NIA NIA N/A X Status NIA NIA N/A I ~ PRIME JOB:2K21-170 a STRUCTURAL DATE: 12/21 ..s'~~ ENGINEERS SHT: 37 www.hilti.us Company: Page: Specifier: Project: Address: Phone I Fax: Sub-Project I Pas. Date: E-Mail: 4 Shear load Load Vu, [lb] Capacity V n [lb] tee trengt • 16 Steel failure (with lever arm)* NIA Pryout Strength.. 160 Concrete edge failure in direction x+•• 160 • anchor having the highest loading '*anchor group (relevant anchors) 4.1 Steel Strength V,a,eq = ESR value cj, V., •• ,:.Vua Variables n 1 Calculations v .. ,ffi[lb] 54 5 Results v .. ;.,.[lb] 5495 4.2 Pryout Strength refer to ICC-ES ESR-1917 ACI 318-11 Table 0.4.1.1 0.10 ~111 .. 1 0.650 futa [psi] 106000 ~V .. [lb] 3572 Vu, [lb] 160 572 NIA 1683 5973 Yep = kcp [ (t:) lj/ed,N lj/c,N lj/cp,N Nb] q,Vcp:.V00 ACI 318-11 Eq. (D-40) ACI 318-11 Table D.4.1.1 ~ seeACI 318-11, PartD.5.2.1, Fig. RD.5.2.1(b) ~co= 9h!, lj/ec,N = (1 + ~ eN) S 1.0 ~ lj/ed,N = 0.7 + 0.3 (~~:,) S 1.0 = MAX(C.,mln 1.5h•t) S 1 0 _IJ!cp.N Cec , C.c . Nb = kc ,_.; ..ff. h!i5 Variables kcp h0,lin.] 1 2.000 \VcN C80 [in.] 1.oBo 5.500 Calculations AN, [in.2] ~0 [in.2] 36.0 36.00 Results Vcp [lb] concrete 4 0.7 801,N [in.] 0.000 17 ec1,N 1.000 .0 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) 802,N [in.] 0.000 1.000 ec2 N 1.0 nonductila 1. 0 Input data and results must be checked for agreement v.ith the exisUng condrtions and for ptau~bllltyl PROFIS Anchor ( c) 200$-2009 Hilti AG. FL-9494 Schaen HIii! is a registered Trademark or HilU AG. Schaan C.,mn [in.] 24.000 2500 ed.N 1.000 V (lb] 1683 Utlllzatl I:11S~• Profis Anchor 2.5.5 3 21<21-170 ATEC TYPICAL BOT TRACK 12m2021 n = v.J 110 Status 5 NIA NIA 10 OK 3 OK N 1.000 2404 Vua [lb] . A PRIME JOB:2K21-170 Ws..i STRUCTURAL DATE: 12/21 ~ ENGINEERS SHT: 38 I = I I s • I www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction x+ (Ave ) Vcb = Avr;, \Jled,V IVc.v 'Vh,V \Jlparallel.V vb $Vcb~Vua Ave seeACI 318-11, PartD.6.2.1, Fig. RD.6.2.1(b) Avr;, = 4.5 ~1 IVec.v = (1 + \e,.) S 1.0 3c01 \Jled,V = 0.7 + 0.3( 1.~.J S 1.0 IVh,V = ~~ 1.0 vb = ( 1 (<t)02 .Jcia) "-v7c c!l Variables C.1 [in.] 16.000 1. [in.] 2.000 Resul~ Vcb [lb] 85 2 5 Warnings Ca2 [in.] 24,000 '-• 1.000 concrete .700 ecV [in.] 0.000 da [In.] Q.500 ACI 318-11 Eq. (D-30) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-32) ACI 318-1 1 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq. (D-39) ACI 318-11 Eq. (D-33) ljlc,V 1.000 f.(psi] 2500 Page: Project: Sub-Project I Pos. Date: h, [in.] 4.000 Y,peralel,V 1.000 h,V 2.44 0 0 V00 [lb] Profis Anchor 2.5.5 4 21<21-170 ATEC TYPICAL BOT TRACK 12m2021 • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. e anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading I Input data and results must e checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The <I> factor is increased for non-steel esign Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and fo Pullout Strength and Pryout Strength. -Refer to your local standard. · • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordan standard! • An. anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part D.3.3.4.3 (c), connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3 with ACI 318 or the relevant Cl 318-11 Appendix D, Part ctile steel failure. If this is NOT the r Part D.3.3.4.3 (d). The .5.3 (C). , Part D.3.3.4.3 (b) / part 0.3.3.5.3 (a) requires that the attachment the anchors are connecting to the stru ure be designed to undergo ductile yielding·at a load level corresponding to anchor forces no greater than the controlling design strength. P D.3.3.4.3 (c) / part 0.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tensi n / shear that can be transmitted to the anchors by a non-yielding attachment Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requi ments and requires the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load com nations that include E, with E increased by no. • J:liltl post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed lnstallatl Instructions (MPII). Reference ACI 318-11, PartD.9.1 Fastening meets the design criteria! Input data and n,sutts must be checked for agreement with the existing conditions and for plauslbilityl PROFIS Anchor ( e) 200$-2009 Hlltl AG, FL-9494 Schaan Hlltl Is_ a registered Trademark of Hllti AG, Schaan · .. ( I n ! L I \ i ' . i I I I I .. I . I . ' '. ' ~L) ~AW§i,5 : @ ' ! '. ' ' : . l j I : ; l i i r • ' i ; ' : i I i I : I i . I i :r~v i J, I ... ! I ' I (f,;,.., ~ lf • I 1 ' i ' . ' I ... ! ' -,. I _!_ J't ; 7 If-. ~t: 9!~1. . ! I ·1 I ·,· ! . i . I -.. I I I ·+ •• 1 . ! ! ., .! i ' ' . . •• '• I ' i -! . j. I ! · ' l n /~1\-1½,~ ~I i ; I ·\ •~ ; I I : ' : ~1/4~! f"_rz,;~':?◄-'--'--.~'----.::....::=-=-··. ---,-w-_fil~1~pe_7S_: "'~N____..._ · ( f'-VA-X ; <;f~ ,J 4: I I ' i •• I '· i ! j. I I ·; I .. ·i i · I I 'I I • l I I ! /• , CJ7 --t : I / /\ I • l ! ! ! ~~</)-~ I I '{?~ , i I t J r">~ x: ~t\f '( I. I < .. ; i ; I I //~.:, l lA ' . I I 1. : I .l. I I ; : I I i : 1 & , P:R,IME JdB:2K21-1~0 ·N~ 1 srmucTURAL oATE: 1212,l 'Ba,, EN;GIN~E~S SHT: i 40 I ' l l 1~~/) l ,( :t1rd.) ; I I I l I I I ! ; i. i I i. RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (LRFD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K21-170 ATEC SCREEN WALL FLAGPOLE COL DESIGN PROPERTIES: Shape= HSS6X6X1/4 E = 29000 ksi F, = 46.00 ksi A= 5.24 in' d= 6.00 in b= 6.00 in \.design= 0.233 in bit= 22.80 hit= 22.80 A"= 28.12 Art= 35.15 11,,w = 60.76 Arw = 143.12 MAJOR AXIS: COMPACT FLANGE COMPACT WEB APPLIED LOADS: Loads applied shall be in LRFD Axial, P,= 0.190k kx;;:: ky= L,= L= y · (KUr),= (KUr),= Stress Increase = HSS, <l>c = HSS, <l>b = MINOR AXIS: COMPACT FLANGE COMPACT WEB Bending, M, = 5.08 k-ft = 60.96 k-in (+ in 3-1 Direction) Bending, M, = 0.00 k-ft = 0.00 k-in (+ in 4-2 Direction) CAPACITY: INTERACTION: <l>c·Pn = 55.42 k <l>b·Mnx = 38.64 k-ft = 463.68 k-in <l>b·Mny = 38.64 k-ft = 463.68 k-in 2.00 2.00 14.25 ft 14.25 ft 146.15 146.15 1.00 0.9 0.9 Add'I Loads: P, = P,= P3= P•= (Interpolate (SeeAISC (SeeAISC Pr/2Pc + [Mr/Mc] = 0.13 < 1 HSS6X6X1/4 ... OK! PRIME Job: 2K21-l 70 STRUCTURAL □ate: __ _ ENGINEERS Shi: _41 __ I= ' 28.6 in4 z = ' 11.2 in' Sx= 9.54 r = ' 2.34 I= y 28.6 in4 Z= y 11.2 in' s,= 9.54 r = y 2.34 DL LL 0.00 k 0.00k 0.00 k 0.00 k 0.00k 0.00k 0.00 k 0.00k ISC Table 4-3) ble 3-12 & 3-13) ble 3-12 & 3-13) ~ 0.00 in 0.00 in 0.00 in 0.00 in ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 SCREEN WALL SECTION DESIGNATION: 600S162-33 [33] Single Input Properties: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width= 6.000 in 1.625 in 1.625 in o.500 in 1.500 in Wall Solver Design Data -Simple Span Wall Height 14.25 ft Lateral Pressure 5.00 psf Stud Spacing 16.0 in Check Flexure Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Deflection Limit U240 Axial Load 190 lb Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 169 Ft-Lb <= Ma= 951 Ft-Lb & Ma(distortional) = 789 Ft-Lb K-phi for Distortional Buckling= 0 lb*in/in Check Deflection Deflection Limit: U240 Load Multiplier for Deflection = 1.00 Maximum Deflection= 0.117 in Check Shear Vmax = 48 lb (Including Flexural Load Multiplier) Deflection Ratio = L/1462 Shear capacity not reduced for punchouts near ends of member Va = 638 lb >= Vmax Check Web Crippling Rmax = 48 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 175 lb >= Rmax, stiffeners not required Check Axial Interactions P = 190 lb (Including Axial Load Multiplier) A PRIME JOB:2K21-170 J'if'.i;;, STRUCTURAL DATE: 12121 82, ENGINEERS SHT: 42 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KILi = 171.0 in Max Ur= 294 Allowable Pure Axial Load, Pa= 427 lb : Axial Load Ratio, P/Pa = 0.445 K-phi for Distortional Buckling = 0 lb*in/in Check Equation C5.2.1-1 Cmx = 1.00 Per= 17851 lb Alpha= 0.980 Equation CS.2.1-1 = 0._664 Maximum Interaction = 0.664 <=1.0 Check Equa ion C5.2.1-2 Pao= 3244 lb Equa on CS.2.1-2 = 0.273 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 TOP TRACK SECTION DESIGNATION: 600T150-54 [50] Single Section Dimensions: Web Height= Top Flange= Bottom Flange = Inside Corner Radius= Design Thickness= Steel properties: Fy = Fu= Fya = 6.198 in 1.500 in 1.500 in 0.0849 in 0.0566 in 50.000 ksi 65.000 ksi 50.000 ksi ALLOWABLE UNIFORM LOADS INPUT PARAMETERS Deflection Limit: L/240 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Member Configuration: SINGLE MEMBER End Bearing Length for Web Crippling = 1.5 in Flexural Bracing: 24.0 in Include Torsion? Yes Torsional Lever Arm to: Web Center TOTAL ALLOWABLE UNIFORM LOADS jib/ft) SPAN LENGTH (ft) 6.00 8.00 10.00 Without Web s Stiffeners 171.6 128.7 With Web Stiffeners 307.5 180.0 117.4 A PRIME JOB:2K21170 ~ STRUCTURAL DATE: 1 2121 -,;.,~ ENGINEERS SHT: 43 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/8/2021 TOP TRACK SECTION DESIGNATION: 600T150-54 [50) Single 3~ ____ : Section Dimensions: Web Height= Top Flange= Bottom Flange = Inside Corner Radius= Design Thickness = Steel Properties: Fy = Fu= Fya = Gross Propertjes A(gross) Weight (lb/ft) 6.198 in 1.500 in 1.500 in 0.0849 in 0.0566 in 50.000 ksi 65.000 ksi 50.000 ksi A(net) (in'2) Sxx (in'3) (in'2) 0.5087 1.7310 0.5087 0.8425 Effective Properties lxx(defl) Sxx Ma-xx Vag (in'4) (in'3) (Ft-Lb) (lb) 2.4077 0.6091 1519.8 2728 Torsional Properties Jx1000 Cw Xo m (in'4) (in'6) (in) (in) 0.5432 0.6325 -0.675 0.434 Warping Torsional Properties a Sxx(lip) Wn(1) Wn(2) (in'3) (in'3) (in'2) (in'2) 55.1 0.6091 3.1865 3.1865 Wei! CriDpllng • Allowable Loads, Pa (lb} End Bearing Length = 1.50 (in) Interior Bearing Length= 3.50 (in) Cond. 1 (E1 F) Cond. 2 (11 F) 515 1128 4 lxx Rx 11 (in'4) (in) (in 2.6110 2.2655 0.0 Syy Ma-y (in'3) (Ft-Lb) 0.0367 91.5 Ro Beta (in) 2.401 0.921 Wn(3) Wn(4) WI (in'2) (in'2) (in -1.3327 1.3327 -3.1 Cond. 3 (E2F) 361 A PRIME JOB:2K21-170 N~ STRUCTURAL DATE: 12121 ~ ENGINEERS SHT: 44 . Ry 4) (in) 07 0.4222 (5) Wn(6) 2) (in'2) 365 -3.1865 Cond. 4 (I2F) 815 A PRIME JOB:2K21-170 ~ STRUCTURAL DATE: 12121 ~~~ ENGINEERS SHT: 4s DEPTH REQUIREMENTS FOR EMBEDDED POLI S Per Sec. 1807.3, 2019 C.B.C DESCRIPTION: FTG. @ CANTILEVER COL. ALLOWABLE LATERAL EARTH PRESSURES Allowable Passive Pressure = Maximum Allowable Passive Pressure = Does lateral restraint at ground surface exist? Load Duration Factor= LOADING DATA Applied point load, P = 356.0 lbs. ✓ 125 p f / ft of deph✓ 0 p f (For No Lim , enter "0") 1 (' =1, N=0) 1.33 Point Load Load height above base, h= 14.3 ft./ Moment@ ase = 5,073 ft-# Uniform lateral load = 0.0 plf Distance from base to bottom = 0.0 ft. Uniform Lo, Distance from base to top = 0.0 ft. Moment@ Total Mome POLE TYPE (1=ROUND, 2=RECTANGULAR): 1 POLE WIDTH NOMINAL TO FORCE : 18 in. ✓ MINIMUM REQUIRED EMBEDMENT Non-Restrained (EQ. 18-1) : Depth = (A/2)*{1 +SQRT(1+4.36*h/A)} = where A=2.34*P/(S1*b) #N/A I Restrained (EQ 18-2) : Depth = SQRT(4.25* P*h/S3*b) = LATERAL PRESSURES Allowable@ 1/3 of Embedment = Actual @ 1 /3 of Embedment = Allowable @ base of Embedment = Actual @ 1 /3 of Embedment = Surface Restraint Force= 243 psf #N/A psf 728 psf 749 psf 2,060 # 4.44 1 j ase = 0 ft-# 11 = 5,073 ft-# 2K21-170 ATEC HP at PODS FLOOR MOUNTED MECHANICAL UNITS ASCE 7-16 (13.3.1) tJNIT Wp l Fp "· y -, 7 ,,,. Y/2 i , I, CtJIUI ,I .. ,I t I'd t I'd L X L .., ., Wp= Y= y= X= Sos = ap = Rp = Ip= z/h = SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS -ASCE 7-16 13.3.1 Fp= 0.211 WP Fp,me,c = 1.171 WP Fp.min = 0.220 WP Fp = 0.220 WP FP= 197.64 lbs. Fp,v = 0.146 Wp UPLIFT CHECK (ASD) P0 = 0.7·[Fp·(Y/2+y)/X + Fp_,/2) = 0.132 WP = 118.78 lbs. Based on 50% of Wp Pd = 0.500 WP = 450.00 lbs. LOADING CHECK (ASD) Pe = 0.132 WP Based on 67% of Wp Pd = 0.667 WP ----0.799 WP/ 1.33 = 0.599 WP (A (A (A > D 4-#(() <;'~ PRIME Job:2K21-l 70 SlRUCTURAL Date: __ _ ENGINEERS Sht: 4 6 00.00 lbs. 30.25 in. 0.00 in. 29.75 in. 0.732 1.00 2 .50 1.00 0.40 CE 7-1613.3-1) CE 7-1613.3-2) CE 7-16 13.3-3) e NO UPLIFT ✓ + LL GOVERNS ../ v/< (.,fl,{5t,,,...> == , # & k . 2K21-170 Atec Tenant Improvement HP-11 and HP-12 ROOF MOUNTED MECHANICAL UNITS ASCE 7-16 (13.3.1) mm Wp l Fp y 7 .... Yn i I/ l,O C1JllB I/ T , i Pe 1P• t Pd t Pd ~( X ~ 'I PRIME Job: 2K21-170 SJRIJC'lil.lRAL Dale: __ _ ENGINEERS Sht 4 7 Wp, =. 6 2.00 lbs. Y= 0.10 in. y= 4.00 in. X= 1.00 in. Sos = .732 ap = .00 R -p-.50 Ip= .00 z/h = .00 Roof Curb Wp2= 5.00 lbs. SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS -ASCE 7-16 13.3.1 Fp= 0.351 Wp Fp,max = 1.171 Wp Fp,min = 0.220 Wp Fp = 0.351 Wp Fp1 = 239.63 lbs. Fp2 = 8.78 lbs. Fp,v = 0.146 WP Fp,v = 103.50 lbs. UPLIFT CHECK (ASD) P. = 0.7·[Fp,-(Y/2+y)/X] +0.7*[ Fpv/2] +0.7*Fp2*y/2/X= 0.5Pd.mln = LOADING CHECK (AS0) Pe= Pd.max (2/3*Wp)= Sum P/1 .33= 176.58 lbs. 467.17 lbs. 482.81 lbs. 2/3 * Wp= 467.167 lbs 176.58 lbs. 353.50 lbs. (AS E 7-16 13.3-1) (AS E 7-16 13.3-2) (AS E 7-16 13.3-3) > P NO UPLIFT DL + SEISMI GOVERNS 2K21-170 Atec Tenant Improvement CU-2 ROOF MOUNTED MECHANICAL UNITS ASCE 7-16 (13.3.1) mm Wp l Fp y 7 l'p,v yn, i I✓ CURB I✓>' ' i Pe t Pe t Pd t Pd ~, X ~ '1 PRIME Job: 2K21-170 STRIJC1URA1 Date: __ _ ENGINEERS Sht 4 B Wp1 = 6 2.00 lbs. Y= 1.63 in. y = .00 in. X = in. Sos = .732 ap= .00 . Rp= .50 Ip = .00 z/h = .Od Roof Curb W p2= .00 lbs. SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS -ASCE 7-1613.3.1 Fp = 0.351 Wp Fp,max = 1.171 WP Fp,mln = 0.220 W p Fp= 0.351 Wp Fp1 = 239.63 lbs. Fp2= 0.00 lbs. 0.2·Sos·(Wp1+wp2) = · Fp,v = 0.146 W P Fp.v = 99.84 lbs. UPLIFT CHECK (ASD) P0 = 0.7·[Fp1·(Y/2+y)/X] +0.7*[ Fpv/2) +0.7*Fp2*y/2/X= LOADING CHECK (ASD) Pe= Pd.max (2/3*Wp)= Sum P/1 .33= · 0.5P d.min = 259.51 lbs. 454.67 lbs. 535.63 lbs. 2/3 * W p= 454.667 lbs 259.51 lbs. 341.00 lbs. E 7-16 13.3-1) E 7-16 13.3-2) E 7-16 13.3-3) > P NO UPLIFT DL + SEISMI GOVERNS PRIME J0B:2K21-l 70 STRUCTURAL o,\re __ ENGINEERS sJIT:--1.L WIND LOAD CALCULATION: COMPONENTS AND CLADDING (ASCE 7-10 CHAPTER 30) PROJECT DESCRIPTION: 21<21-170 Atec Phase 2 Tl WIND DESIGN CRITERIA: BASIC WIND SPEED, V35 (ASCE 7-10, FIG. 26.5-1A) DIRECTIONALITY FACTOR, Kd (ASCE 7-10, T.26.6-1) IMPORTANCE FACTOR, I EXPOSURE, (ASCE 7-10, 26.7.3) VELOCITY PRESSURE EXPOSURE COEFF., KZ (ASCE 7-10 T. 3C TOPOGRAPHIC FACTOR, Kzr (ASCE 7-10 §26.8) (KZT = 1.0 WILL BE USED, STRUCTURE IS NOT NEAR A RIDGE OR ESCARPMENTI MEAN ROOF HEIGHT, h ROOF ANGLE, 8 LEAST HORIZ. BUILDING DIM. a= OCCUPANCY CATEGORY Velocity Pressure, qh = 0.00256·Kz·Kzt"f<.i-V2·I (Eq. 30.3-1) qh = 19.70 psf lnt.PressureCoeff,GCp1 = ±0.18 (T.26.11-1) th"" i ~ (c__t;r) X It-<;; = fv ~ iv (t,t;~)" As ~ 96 MPH 0.85 1.00 C 0.98 1.00 30 FT. 0.00 ° 224.5 FT. 12 FT. II Wind Zo s (Fig. 30.4-1) n ) 61-t~~-·· ·., I ! ; I ; I , : ~h>'lCQ~c--: q4t,:x ~}~f-i1 ,, . ~~ -q~t ,)( -l{. . ' .. I /2 . I ~ (L{NtT). C i ~ '2:6~:#-i I , )11'-X v.l v;ry-~ use~ : tf,'i. Dr-st ii i -C)1..(rf'U,; ~ " q</DttXO,e,. ,_. _ct,(-" :-<.f(;{~ I ' ' t./,)~..5 : a r)t::ff-D0/v~t_;,~ : L/iz> ~ : : : ~ ?-2:S-~ .)~~: . . . · . /2 5~-t;.J S • 'fri/: >It'¥ . ~s~> l ,: I ' I I . : , \ ' . . ' ' . . ~ I ;, : C 4J: : /~t, If X /. b = ~::--:/-~ < ;.J ~/~ ufe: ·· ~1.(4 Utt .r~ . .s : '2:-f e,v eifil.n o rJ . I . e :&4-f ~Bn-... ~- New 4x A_ PRIME JOB:2K21-170 "ii;;:, STRUCTURAL DATE: 12/21 ~ ENGINEERS SHT: 51 12/09/21 2K21-170 (8U(slpl2vls0b4148TBEAM ANALYSIS PROGRAM(slp9vl 0b4148T (6 . 43) (SU (s0p SPAN LENGTH• 8 .00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl. Xl X2 0 .022 0 .040 0.00 8 .00 POINT LOADS (k & ft) Pd Pl. X 1.109 0 .000 4 .00 REACTIONS (k) LOAD LEFT RIGHT Dead 0.642 0.642 Live 0.160 0.160 Total. 0 .803 0 .803 MAXIMUM FORCES V max = 0 .803 k @ 0 .00 ft Vd max = 0.642 k @ 0.00 ft M max = 2.714 kft @ 4 .00 ft Md max = 2 .394 kft @ 4 .00 ft DEFLECTIONS (EI = kin"2) LOAD Defl. (in) X (ft) Total. 26155/EI 4.00 Live 3686/EI 4.00 Dead 22469/EI midspan Pos. Moment Lu= 1 .00 ft Brace Spacing = 1 .00 ft Gov. Defl.ection Total.= L/240 Required EI= 65388 kinA2 4 X 8 #2 Actual. : 3 .5" x 7.25" Dougl.as Fir-Larch (N) STRESSES (psi) Shear @ 'd' *V = 0.63 k @ *Fv = 86 fv Fb' = 1563 fb Live LDF = 1.25 0.60 ft = 37 = 1062 44 % 68 % * Governed by Dead LDF = 0.90 DEFLECTIONS (in) Total.= 0 .14 = Live = 0 .02 = Dead = o.·12 (E = 1700 ksi) L / 694 35 % L /4921 7 % f\' n . I )-J\ND : ~'. ~-7 ' • I tto~\'l!;:. v11%1~1 d~Pr ;· Q.7~ '._2oS-#= ;,_ .:bt7~ 1>~~ ~• (r~'-~i-~-+-ili~ ' A PRIME JOB:2K~1-170 1 A ; STRUCTiURAL DATE: 1:2121 . ~A\~· ENGINEERS SHT: 1 52 . I ; I 1 I j . j i I ~~:~-ir ·:-z-u,---4 14~'3,.: )(QJ6=.'.-= ;-J2,#, I ; i~fd-, =-:C/tr(:,t-)(.ok ~c;~ . ~ ( b¾~ ~c-ic.7 ~,;~~s -3 s/0~ : j 1l-, ,· !(_;tt:{J'/;J 5 , : -rirfLM7~~ i • • I ~oi• ' . U((_, v ! -··· I" .l .i ' ··••·-•.. -·. t ! I • ••·1• ..... , i ' - I -·--+-. ·-~--· --l i I I -, n ' ,-.. I j I i --1 ..... -·i· ...... , •..•.•. l I ! . ' -· I I "i ' ' ·-, ---· i I : .. . ---· l-·· .. ; i ' i --~ ! I !---- ·,· ,· I .! ) .. i I I i' I -,- i i • I ' I \ I . -~ ' P ·Rl'ME JOB:2K21-170 ~: STRUCTURAL DA'.fE: a 2121 £:II~~ ENGINEERS SHT: : s3 ' ! : . .l 2x@ pl.atform A._ P RIME J0B:2K21-170 a STRUCTURAL DATE: 12,21 E7~~ ENGINEERS SHT: 54 12/09/21 2K21-l.70 (8U(slpl2v1s0b4148TBEAM ANALYSIS PROGRAM(slp9vl Ob4148T ( 6 . 4 3) ( BU ( s Op SPAN LENGTH = 8 .00 ft (Simpl.e Span) UNIFORM LOADS (k/ft & ft) wd wl. Xl X2 0 .015 0 .027 0 .00 .8 .00 POINT LOADS (k & ft) Pd Pl. X 0.000 1 .213 4.00 REACTIONS (k) LOAD Dead Live Total. MAXIMUM FORCES LEFT 0 .060 0 .715 0.775 V max = 0.775 k @ M max = 2.762 kft@ DEFLECTI:ONS LOAD Total. Li.ve Dead {EI: = ki.n"2) Defl. (in) 26229/EI 24846/EI 1382/EI Pos. Moment Lu= 1 .00 ft Brace Spacing = 1.00 ft RIGHT 0.060 0.715 0.775 0 .00 ft 4 .00 ft X (ft) 4 .00 4 .00 midspan Gov. Defl.ecti.on Live= L/240 Required EI= 62116 kin"2 2 X 8 SS Actual : 1.5" x 7 .25" Dougl.as Fir-Larch {N) STRESSES (psi) Shear@ 'd' V = 0 .75 k@ Fv = 127 fv Fb' = 2733 fb 0. 60 ft = 103 = 2522 Live LDF = 1.33 Repetitive Use Member 82 % 92 % DEFLECTIONS (in) {E = 1800 ksi) Total= 0.31 = Live = 0.29 = Dead = 0.02 L / 314 57 % L / 331 72 % I ~~~' -tfXLfil~( ... , ... i ( ' .. ! ---; . -"i j . I i ! n i i I . /zt'tt=,~t i r .i-,. '17'.'.'. ~ /t 1 l t'J ' ' . I',_<! /2 ,r~--:! 1&-. 4-i~~(ll.i~~ (?. i . i . ·; .;IN~~9-~ _p.,~!---i -1~~-<?.. 18(,~~ . ·-1-..f-. ! . . ;H~ ~i-E~./ .. ;.lc..f . . ;1..P~MI~; J.~ ; -~LS t---I \.. .. :,/' J. · : ___ ; . · i __ , ''--r ?. r ' . -t-. L ' \ ' i vJ i l . I 2o i .. I. 1 A_ P;RI(ME JOB:2K21 -170 "&.. ST~UCTURAL DATE': i2121; ~£,a; ENGINEERS S~T: ; 55 . !. ' l . ! i -1 I i i ' ' ' ·1-·;' 1C:P-. ! • I I ♦ Existing 36LH .A PRIME JOB:2K21-170 £._ STRUCTURAL DATE:· 12121 EE~~ ENGINEERS SHT: 56 l.2/09/21. 2K21-170 (8U(slpl2vls0b4148TBEAM ANALYSIS PRQGRAM(slp9vl 0b4148T (6.43) (8U (s0p SPAN LENGTH = 58.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd w1 Xl -X2 0.088 0 .1.l.8 0 .00 58.00 REACTIONS (k) LOAD LEFT RIGHT Dead 2 .552 2.552 Live 3 .422 3.422 Total 5 •. 974 5 .974 MAXIMUM FORCES V max = 5.97 k @ 0.00 ft M max = 86.62 kft@ 29 .00 ft DEFLECTIONS (EI= kinA2) LOAD Def]. (in) Total. 52451958/EI Live 30045296/EI Dead 22406659/EI TOTAL Defl. EI L I 180 · 13565162 L I 240 18086882 L I 360 27130324 LIVE Defl. EI L I 240 10360447 L / 360 15540670 L / 480 20720894 X (ft) 29.00 29 .00 midspan Existing 36LH w/ new load A PRIME JOB:2K21 -170 a.. STRUCTURAL DATE: 12121 1/a/i:>~ .ENGINEERS SHT: s1 _12/09/21 2K21-170 (8U(slpl2vls0b4148TBEAM ANALYSIS PROGRAM(slp9vl 0b4148T (6. 43) (SU (s0p SPAN LENGTH = 58.00 ft (Simpl.e Span) UNIFORM LOADS (k/ft & ft) wd wl. Xl X2 0.088 0 .118 0.00 58.00 POINT LOADS (k & ft) Pd Pl X 0.227 0.000 4.00 REACTIONS (k) LOAD LEFT RIGHT Dead 2.763 2.568 Live 3 .422 3 .422 Total 6 .185 5.990 MAXIMUM FORCES V max = 6.19 k @ 0.00 ft M max : 87.08 kft@ 28.92 ft DEFLECTIONS (EI= kin~2) LOAD Defl (in) Total 52779792/EI Live 30045286/EI Dead 22734457/EI TOTAL Defl EI L I 180 -13649946 L I 240 181-99928 L I 360 27299892 LIVE Defl EI L I 240 10360443 L I 360 15540665 L I 480 20720886- X (ft) 28.98 29.00 midspan