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Home My WebLink About2320 CAMINO VIDA ROBLE; ; CBC2023-0265; PermitBuilding Permit Finaled ( City of Carlsbad Commercial Permit Print Date: 07/24/2025 Job Address: 2320 CAMINO VIDA ROBLE, CARLSBAD, CA 92011-1562 Permit No: Status: CBC2023-0265 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2130500800 Track#: Valuation: $202,777.52 Lot#: Occupancy Group: R-3 #of Dwelling Units: Project#: Plan#: Bedrooms: Bathrooms: Construction Type :VB Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: CISCO LUXTERA: 3,615 SF OFFICE TO OFFICE INTERIOR Tl FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIF ICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $2,835.29 Total Payments To Date: $2,835.29 Applied: 08/28/2023 Issued: 08/28/2024 Fina led Close Out: 07/24/2025 Final Inspection: 07/24/2025 INSPECTOR: Kersch, Tim de Roggenbuke, Dirk Contractor: HITT CONTRACTING INC 2900 FAIRVIEW PARK DR FALLS CHURCH, VA 22042-4513 (703) 846-9000 Balance Due: AMOUNT $933.37 $197.00 $104.00 $20.00 $1,515.14 $9.00 $56.78 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ·c City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check C6c2023 -{)Lt.P5 Est. Value PC Deposit Date 1133.31 Job Address 2320 Camino Vida Roble Suite: APN: 2130500800 -----· Tenant Name#: Cisco Lot#: Year Built: 1982 ----------------------------------- Fire sprinklers0ESQ NO A/C:QYESQ NO Vear Built: 1982 ---Occupancy: M,xeoA-3/BIF-, Construction Type:_II_I8 __ BRIEF DESCRIPTION OF WORK: Conversion of an existing conference room into a flexible/dry hardware engineering laboratory and several lab upgrades throughout the first floor. Scope of work includes: selective demolition, partition infill, limited new partitions, electrical modifications. mechanical modifications, limited plumbing modifications. firenife safety upgrades. D Addition/New: _____________ New SF and Use, __________ New SF and Use _______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ [Z]Tenant Improvement: _3_,5_18 ____ SF, Existing Use: _8_1F_-1 ______ Proposed Use: _8 ______ _ _____ SF, Existing Use: Proposed Use: _______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _ D Solar: ___ KW, ___ Modules, Mounted: O Roof O Ground D Re roof: ________________________________________ _ D Plumbing/Mechanical/Electrical D Other:----------------------------------------- APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Damario Mack (HGA) Name: Steven Shupp Address· 2150 West Washington Street, Ste 11 3 Address: ____________________ _ City· San Diego State: CA Zip:_9_21_1_0 ___ City: ___________ State: ___ Zip : _____ _ Phone· 619-202-9116 Phone: 619-203-6642 Email· Dmack@hga.com Email:---------------------- DESIGN PROFESSIONAL Name: Same as applicant Address: __________________ _ CONTRACTOR OF RECORD Business Name: Hitt Contracting ------------------Address: 3733 Motor Ave City: _________ State: ___ Zip: _____ City: Los Angeles State:_c_A __ Zip: 90034 Phone: Phone: 310-280-8283 Email: Email: bunderwood@hitt-gc.com Architect State License: CSLB License #:_8_11_4_78 ______ Class:_8 _______ _ Carlsbad Business License# (Required): BLosoo7344-02-2020 APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the informat ion on the plans is accurate. /agree to comply with all Ci ty ordinances and State laws relating to building construction. NAME (PRINT): Brenna Underwood _.., __ _ SIGN: Brenna Underwood &,=!E'~-<-" DATE: 8/24/23 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 TH ~S PAt;E_ REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penaltyof perjury that I am licensed underprovisionsof Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in fullforceandeffect. I also affirm under penalty of perjury one of the f ollowing declarations (CHOOSE ONE): D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. _______________________________________ _ -OR- ~I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which t his permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: _r_,.._.,._,._'"_••_m_n•y_c_0""'_'"_Y0_1Ame_,.ca _____________ _ Policy No. ua-7R12304A·22-25-< Expiration Date: _51_1120_2_• _____________ _ -OR- Ocertificate of Exemption: I cert ify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING : Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a const ruction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). lender's Name: _____________________ Lender's Address: ____________________ _ CONTRACTOR CERT/FICA TION : I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with a 11 City ordi nonces and State laws relating to building construction. NAME (PRINT): Brenna Underwood ~ ..... "' .... _"'__ 8/24/23 SIGNATURE: Brenna Underwood =~~-o-•n DATE: Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: --------- I hereby affirm that I am exempt from Contractor's License Law for the f ollowing reason: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. L...rd44, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-□1 am exempt under Business and Professions Code Division 3, Cha pter 9, Article 3 for this reason: A D, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owne, By my signature below I acknowl dge that, except for my personal residence 1n which I must have resided for at least one year prior to completion of the 1mprov ments covered by this permit, I cannot legally sell a structure that I have built as an owner-builder 1f it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Prafessians Code, is available upon request when this application is submitted or at the following Web site: http:IIwww.leginfo.ca.gov/ ca/aw. html. OWNER CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the informat ion on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: DATE: ------------------------Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2023-0265) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed -Finaled Application Date: 08/28/2023 Owner: Issue Date: 08/28/2024 Subdivision: CARLSBAD TCT#73-49 Expiration Date: 10/27/2025 IVR Number: 51604 Address: 2320 CAMINO VIDA ROBLE CARLSBAD, CA 92011 -1562 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 05/22/2025 07/24/2025 Status BLDG-85 T-Bar, Ceiling 283108-2025 Passed Dirk de Roggenbuke Grids, Overhead Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS 05/22/2025 BLDG-Final Inspection Checklist Item 285666-2025 COMMENTS Partial Pass Dirk de Roggenbuke BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 5/22/25 B -59 recycling form required, air balance test report required, fire final required 07/24/2025 BLDG-Final Inspection 291230-2025 Passed Dirk de Roggenbuke Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 5/22/25 B -59 recycling form required, air balance test report required, fire final required 7/24/25 required forms received Thursday, July 24, 2025 Passed Yes Yes Yes Yes Yes Re Inspection Passed No Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Complete Incomplete Complete Page 2 of 2 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-0265) Permit Type: BLDG-Commercial Application Date: 08/28/2023 Owner: Work Class: Tenant Improvement Issue Date: 08/28/2024 Subdivision: CARLSBAD TCT#73-49 Status: Closed -Finaled Expiration Date: 10/27/2025 Address: 2320 CAMINO VIDA ROBLE IVR Number: 51604 CARLSBAD, CA 92011 -1562 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/19/2025 02/19/2025 BLDG-44 276359-2025 Partial Pass Tim Kersch Re inspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/28/2025 03/28/2025 BLDG-14 279951-2025 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency 3/28/25 true framing metal stud framing lab Yes 1079 and 1034 BLDG-34 Rough 279950-2025 Partial Pass Dirk de Roggenbuke Re inspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency 3/28/25 lab 1079 rough electrical Yes BLDG-SW-Inspection 280138-2025 Partial Pass Dirk de Roggenbuke Re inspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 04/02/2025 04/02/2025 BLDG-17 Interior 280386-2025 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/29/2025 04/29/2025 BLDG-43 Air 283470-2025 Passed Dirk de Roggenbuke Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency 4/29/25 RTU x 2 Yes Thursday, July 24, 2025 Page 1 of 2 Transmittal Letter January 9, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Cisco Luxtera Address: 2320 Camino Visa Roble, Carlsbad CA Applicant Name: Damario Mack Applicant Email: dmack@hga.com True North COMPLIANCE SERVIC 1:S THIRD REVIEW City Permit No: CBC2023-0265 True North No.: 23-018-823 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. 2. Drawings: One (1) copy dated December 18, 2023, by HGA Structural Calculations~ One ( 1) copy dated August 25, 2023, by HGA Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the pennit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below Confirmed Confitmed Notes: Project valuation is not noted on the permit application . Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: AJaa Atassi., Senior Plan Review Engineer True North Compliance Services~ Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562.733.8030 TI Cisco Luxtera 2320 Camino Vida Roble January 9, 2024 Plan Review Comments RESUBMITTAL INSTRUCTIONS: City of Carlsbad-THIRD REVIEW City Permit No.: CBC2023-0265 Tru e North No.: 23-018-823 Page 2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make au 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). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339- 2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The fo llowing comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comm ent li st or creating a response letter. Indicate wh ich details, speci fication , or calculat ion shows the requ ired information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. Th is item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load : Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): A-3/B/F-l 28 at areas of remodel TTT-B Yes I 3,517.9 sq. ft. ARCHITECTURAL COMMENTS: A 7. PC2: Architectural plans shall be signed and stamped by a California licensed architect. Tl Cisco Luxtera 2320 Camino Vida Roble January 9, 2024 City of Carlsbad-THIRD REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page 3 PCJ: The cover sheet is still not stamped or signed by the licensed architect. Please ensure ALL plan sheets are stamped and signed by the architect of record. ACCESSIBILITY COMMENTS: I) Since alteration is proposed to the bui I ding, conform to requirements of Section 1 IB-202.4 of CBC to show accessible path of travel from public way and accessible parking stalls to th e building en trance, areas of the remodel, accessible restrooms and drinking fountains. Provide enlarged pl ans of access ible parking stalls, restrooms and drinking fountains showing compliance to Division s 5 & 6 of Chapter 11 B of CBC. PC2: Address the following: • Provide enlarged plans of restrooms showing compliance to Division 6 of Chapter 11 B of CBC PC3: Sheet G032: Address the following: Plan 1, the doors are swinging into the 60" diameter tuming space. Ensure each door does not encroach into the turning space by more than 12 inches per CBC llB- 603.2. E ,r t... I f I 1 TOIL£Ta.R Cl rJ'ta C!'fta AP Plan 2, the centerline of the water closet in the shower room is shown to be 18.5". please revise as it shall be 18" max. 5.3' MIN 2'· Plan 3, at rooms 1086 and 1088, show centerline of lavatories to be 18 inches minimum from adjacent wall or partition. CBC JJB-606.6. TT Cisco Luxtera 2320 Camino Vida Roble January 9, 2024 City of Carlsbad-THIRD REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page 4 • PC3: Revise the site plan to show location of detectable warnings/ curb ramps per CBC llB-247.1.2.5. Provide detectable warning details in accordance with CBC JJB-705.1 and curb ramp details in accordance with CBC JJB-406. HAZARDOUS MATERIAL COMMENTS: No Comments. MECHANICAL COMMENTS: M2 . PC2: Sign mechanical plans. ~ l ~tecta~le warnings/ curb rarpp =J I ~ J!lm; Tl!EACCESSielE PAJ ACCESS NSUfSt SHAU. IE -O,RECT)ON. PC3: Updated mechanical sheets were not included in the third submittal plan set. Please revise and ensure addressing comment above. ELECTRICAL COMMENTS: No Comments. PLUMBING COMMENTS: No Comments. TI Cisco Luxtera 2320 Camino Vida Roble January 9, 2024 GREEN BUILDING COMMENTS: No Comments. ENERGY COMPLIANCE COMMENTS: No Comments. STRUCTURAL COMMENTS: No Comments. City of Carlsbad-THIRD REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page 5 If you have any questions regarding the above comments, please contact Alaa Atassi. via email alaa@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter November 10, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Tl Cisco Luxtera Address: 2320 Camino Visa Roble, Carlsbad CA Applicant Name: Damario Mack Applicant Email: dmack@hga.com True North COMPLIANCE SERVIC ~S SECOND REVIEW City Permit No: CBC2023-0265 True No1th No.: 23-018-823 True North Compliance Services, Inc. has completed the review of the fo ll owing documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: One (1) copy dated August 30, 2023, by HGA 2. Structural Calculations~ One (I) copy dated August 25, 2023, by HGA Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans ctiffers from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below Confirmed Confirmed Notes: Project valuation is not noted on the permit application. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Saeed Amirazizi, S.E., Senior Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 TI Cisco Luxtera 2320 Camino Vida Roble November 10, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page2 Plan Review Comments RESUBMITT AL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov 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). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339- 2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): A-3/B/F-l 28 at areas of remodel III-B Yes l 3,517.9 sq. ft. ARCHITECTURAL COMMENTS: Al. R-0of mounted equipment must be screened, and roof penetration should be minimized. City Policy 80 6. TI Cisco Luxtera City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page3 2320 Camino Vida Roble November 10, 2023 A2. Speeify the entire floor area on the eover sheet. A3. Identify the oee1:1panc~· gro1:1ps for eaeh spaee for the entire floor on plans. A4. Provide eale1:1lations for the occupant load for the entire floor. A5. Identify the assembly rating for tire rated walls on Sheets G03 I , A201 & demo plans. A6. A7. PC2: Address the following: i) Reference locations of the pictures on plan on Sheet AIOI. ii) Address the redlines on the image below on Sheet AIOI: It appears the eoHllllOR path of travel distaRee at FleKible LAB e~ceeeds 100'. See redline OR the image aelew;- PC2: Architectural plans shall be signed and stamped by a California licensed architect. ACCESSIBILITY COMMENTS: 1) Since alteration is proposed to the building, conform to requirements of Section 11 B-202.4 of CBC to show accessible path of travel from public way and accessible parking stalls to the building entrance, areas of the remodel, accessible restrooms and drinking fountains. Provide enlarged plans of accessible parking stalls, restrooms and drinking fountains showing compliance to Divisions 5 & 6 of Chapter l lB of CBC. PC2: Address the following: • Provide enlarged plans of restrooms showing compliance to Division 6 of Chapter 1 JB of CBC. • Sheet A021 referenced on Detail 2/A020 does not exist. TI Cisco Luxtera 2320 Camino Vida Roble November 10, 2023 City of Carlsbad-SECOND REVIEW City Pem1it No.: CBC2023-0265 True North No.: 23-018-823 Page4 THE BORDER OF THE CCESS AISLE SHAJ.L BE PAINTED B E AND THE HATCHING WITHIN TH LOADING AND UNLOADING ACCESS ISLE SHALL BE PAINTED A SUITABLE ONTRASTING COLOR TO THE AJS SURFACE AT 3'-0" MAXIMUM ON C R. BLUE OR WHITE PAINT IS PRE RED. 'j<-------~----r,:::;::;::==;-,"7-""---7---==---EXTERIORACCESSI EWAJJ<WAY ~ I 12'-0' MIN AT VAN 'I-O'MINATCAR ~: THE ACCESSIBLE PARKING SPACES AND ACCESSAISLE(S) SHALL BE SLOPED LESS THAN 1:48 IN AJ,JY DIRECTION. 0 ~,;~~;,SIBLE PARKING 5'-0' MIN gq CONCRETE WHEE STOP 12" HIGH WHITE PARKING" TO BE PAINTED WITHIN IPED ACCESS AISLE AT ACCESS E SPACES PER CBC 118·502 .3. Sheol A021 does not exist. HAZARDOUS MATERIAL COMMENTS: H l. Identify the quantities and classification of hazardous materials stored at each laboratory space for the entire floor and verify quantities do not exceed values specified on Tables 307.1(1) & 307.1(2) of CBC. Otherwise, show locations of control areas conforming to Section 414.2 of CBC for the maximum number of control areas and the required fire ratings of control areas. PC2: Add a note on plans that there are no hazardous materials being stored within scope of work areas, beyond typical cleaning supplies and the quantities do not exceed the maximum allowable quantities shown in Tables 307.1(1) and 307.1(2). MECHANICAL COMMENTS: Ml. Specify fire damper at mechaHical ducts peHetratiHg wall of Lab 1027 if the wall is fire rated. CoordiHate with architectural. TI Cisco Luxtera City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page5 2320 Camino Vida Roble November 10, 2023 M2. PC2: Sign mechanical plans. ELECTRICAL COMMENTS: BL. E2. B3. E4. Note on plans: Per city policy, wiring is not permitted Ofl the roof of a bui )ding and v,iring on the exterior of a building requires apprn11al by the Building Official. Shov1 locations of existing e,cit signs on plans. Sov,r location of 120 V grnlHlding type receptacle within 25' of roof mounted equipment per CMG 301.4. Conditioned floor area for the Title 24 energy calculations for light fixtures shall be for the entire floor and not just the areas of the remodel. Existing and new li ght fixtures shall be included in energy calculations. See also Comment G 1 below. PC2: Comment is not resolved. As discussed on the phone, conform to requirements of Form B50 as described in Comment G 1 below. E5. PC2: Electrical plans shall be signed and stamped by a California licensed electrical engineer. PLUMBING COMMENTS: PI . Provide the following note for the use of recycled •.vater for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it eaters the buildiag. Please inell:l'de the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). P2. PC2: Sign plumbing plans. GREEN BUILDING COMMENTS: G 1. Conform to the following for the B-50 form filed out for the Climate Action Plan requirements: i) Show how 90% of the energy budget is complied with Section AS.203 .1.2.1 ofCGC. The energy budget is not calculated per Section 140.1 of California energy code in Title 24 energy calculations. PC2: Light f,xtures do not comply with Form B50 requirements. See Comment E4 above. ii) Form B-55 shall be filled out and incorporated into plans. PC2: Form B55 is not incorporated into plans. G2. Ineorporate California Green Code (CGC) nonresideatial eheeldists on plans. ENERGY COMPLIANCE COMMENTS: Tl. Conditioaed floor area for the Title 24 eaergy caleulatioas for the mecha:nical equipmeat shall be for the entire floor and aotjust the areas of the remodel. Existing and ne•,r; mechanieal equipmeat shall be included in eaergy ealeulations. See also Comment GI above. TI Cisco Luxtera 2320 Camino Vida Roble November 10, 2023 STRUCTURAL COMMENTS: City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page6 SI . Revise calculations for roof framing supporting Unit S0TCQD 14 for the unit weight of 1,570 lbs (not including the curb). Calculations assume the unit weight of I ,370 lbs (not including the curb). F't, = 2880 psi > fb = 2863 psi .. TYP. 5 TYP. UNO T (E) MECH UNIT T\1n I 17 0 lbs S2. Provide calculations for retrofitted subpurlins supporting unit S0TCQD 14. PC2: Address the redlines on the image below on 5/SB00. Tl Cisco Luxtera 2320 Camino Vida Roble November 10, 2023 )C ro ---r 2x ~) 4x :AND :NOS. :URB TO BE :NDICULAR TO 1TOOUTSIDE MIN. 16" ,, l TYP 1 BENEATH MECH UNITS City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page 7 LUS44 JOIST HANGER AT EXISTING ROOF JOIST TYP Verify adequacy of existing joists supporting the 4x curb at mechanical unit. There is no gap between 4x curb and blocking below. MST-72 STRAP TYP SUPPLEMENT OPEN IN FRAMING PER 2/S800 83. Provide ealeulatioRs for defleetioa of fro-HliRgs supportiRg the meeho-B:ieo-1 uaits. If you have any questions regarding the above comments, please contact Saeed Amirazizi, S.E. via email SaeedA@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter September 12, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Cisco Luxtera Address: 2320 Camino Visa Roble, Carlsbad CA Applicant Name: Damario Mack Applicant Email: dmack@hga.com True North COMPLIANCE SERVICES FIRST REVIEW City Permit No: CBC2023-0265 True North No.: 23-018-823 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. Drawings: One ( L) copy dated August 30, 2023, by HGA 2. Structural Calculations~ One (1) copy dated August 25, 2023, by HGA Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below Confirmed Confirmed Notes: Proj ect valuation is not noted on the permit application. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Saeed Amirazizi, S.E., Senior Plan Review Engineer True North Compliance Services~ Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 TI Cisco Luxtera 2320 Camino Vida Roble September 12, 2023 RESUBMITT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page 2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov 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). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, ( 442) 339- 2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittaJ review. The city wiJI not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required infonnation. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): A-3 /B/F-l 28 at areas of remodel III-B Yes 1 3,517.9 sq. ft. ARCHITECTURAL COMMENTS: Al. Roof mounted equipment must be screened, and roof penetration should be minimized. City Policy 80-6. TI Cisco Luxtera 2320 Camino Vida Roble September 12, 2023 A2. Specify the entire floor area on the cover sheet. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page3 A3 . Identify the occupancy groups for each space for the entire floor on plans. A4. Provide calculations for the occupant load for the entire floor. AS. Identify the assembly rating for fire rated walls on Sheets G03 l, A20 I & demo plans. A6. It appears the common path of travel distance at Flexible LAB exceeds I 00'. See redline on the image below: A7. A8. A9. ACCESSIBILITY COMMENTS: D 1. Since alteration is proposed to the building, conform to requirements of Section l lB-202.4 of CBC to show accessible path of travel from public way and accessible parking stalls to the building entrance, areas of the TI Cisco Luxtera 2320 Camino Vida Roble September 12, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0265 True North No.: 23-018-823 Page4 remodel , accessible restrooms and drinking fountains. Provide enlarged plans of accessible parking stalls, restrooms and drinking fountains showing compliance to Divisions 5 & 6 of Chapter 11 B of CBC. HAZARDOUS MATERIAL COMMENTS: Hl. Identify the quantities and classification of hazardous materials stored at each laboratory space for the entire floor and verify quantities do not exceed values specified on Tables 307.1(1) & 307.1(2) of CBC. Otherwise, show locations of control areas conforming to Section 414.2 of CBC for the maximum number of control areas and the required fire ratings of control areas. MECHANICAL COMMENTS: Ml. Specify fire damper at mechanical ducts penetrating wall of Lab 1027 if the wa!J is fire rated. Coordinate with architectural. ELECTRICAL COMMENTS: El . Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. E2. Show locations of existing exit signs on plans. E3. Sow location of 120 -V grounding-type receptacle within 25' of roof moWJted equipment per CMC 301.4. E4. Conditioned floor area for the Title 24 energy calculations for light fixtures shall be for the entire floor and not just the areas of the remodel. Existing and new light fixtures shall be included in energy calculations. See also Comment GI below. PLUMBING COMMENTS: Pl . Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). GREEN BUILDING COMMENTS: G 1. Conform to the following for the B-50 form ft led out for the Climate Action Plan requirements: i) Show how 90% of the energy budget is complied per Section AS.203.1.2.1 ofCGC. The energy budget is not calculated per Section 140.1 of California energy code in Title 24 energy calculations. ii) Form B-55 shall be filled out and incorporated into plans. 02. Incorporate California Green Code (CGC) nonresidential checklists on plans. ENERGY COMPLIANCE COMMENTS: Tl. Conditioned floor area for the Title 24 energy calculations for the mechanical equipment shall be for the entire floor and not just the areas of the remodel. Existing and new mechanical equipment shall be included in energy calculations. See also Comment G 1 above. TT Cisco Luxtera 2320 Camino Vida Roble September 12, 2023 STRUCTURAL COMMENTS: City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0265 True No1th No.: 23-018-823 Page5 SI . Revise calculations for roof framing supporting Unit 50TCQD 14 for the unit weight of l ,570 lbs (not including the curb). Calculations assume the unit weight of 1,370 lbs (not including the curb). S2. Provide calculations for retrofitted subpurlins supporting unit 50TCQD 14. S3. Provide calculations for deflection of framings supporting the mechanical units. If you have any questions regarding the above comments, please contact Saeed Amirazizi, S.E. via email SaeedA@tncservices.com or telephone (562) 733-8030. [END] :. HGA Structural Calculations for CISCO LUXTERA LAB CONVERSION 2320 Vida Roble, Carlsbad CA Calculation Package December 18t\ 2023 HGA Commission Number: 3215-010-00 a > l- o a M Ln 0 N ,,,,.. 000 ~ ONN a-co L{') N c;, o-MN N..-M N 0 N (.J al (.J 6/5/23, 12:59 AM l\TC Hazards by Location Search Information Address: Coordinates: Elevation: Tlmestamp: Hazard 'lype: Reference Document: Risk Category: Site Class: Basic Parameters Name Value Ss 0.976 s, 0.356 SMs 1.172 SM1 • null Sos 0.781 So1 • null • See Section 11.4.8 2320 Camino Vida Roble, Cartsbad, CA 92011, USA 33.120778, -117.2704439 266ft 2023-06-05T07 :25: 17. 7662 Seismic ASCE7-16 D-default Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numertc seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA •Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.9 Coefficient of risk (0.2s} CR1 0.911 Coefficient of risk (1.0s) PGA 0.426 MCE6 peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.512 Site modified peak ground acceleration TL 8 Long-pertod transition period (s} SsRT 0.976 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.085 Factored uniform-hazard spectral acceleration (2% probability of exceedance In 50 years} SsD 1.5 Factored deterministic acceleration value (0.2s} S1RT 0.356 Probabilistic rtsk-targeted ground motion (1.0s} S1UH 0.391 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) • See Section 11 .4. 8 ATC Hazards by Location Temecula 0 Anza-Borrego Desert State Park ,.,. Cleveland National'Forest C Map data Q2023 Google, INEGI The results indicated here DO NOT raflect any state or local amendments to the values or any delineation lines made during the building coda adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Page 1 https://hazards.atcouncil.org/#/seismic?lat=33.120778&Ing=-11 7.2704439&address=2320 Camino Vida Roble%2C Carlsbad%2C CA 92011 %2C USA 1/2 Page 2 Project is Luxtera Lab C nversion and HGA Subject _______________ _ Comm No.~~~---------Page_ of _ ~lame DotE:: ___ _ T PENAL~EDROOFLOADS (E) ROOF LIVE LOAD = 20 PSF JOIST LOADS 2x6@ 24" O.C .................. 1.0 PSF 1/2" PLY ............................. 1.5 PSF 1 Roofing .............................. 2.0 PSF Insulation ........................... 1.0 PSF Ceiling ................................ 4.0 PSF Sprinkler ............................. 2.0 PSF Misc. .. ................................ 1.0 PSF • LR= 20.0 PSF (No Reduction) DL = 12.5 PSF ~ ! I i i I ! ' ' i PURLIN LOADS LR = 20 x 0.94 x 1.0 = 18.8 psf I I I.,, ! i I ! i I GIRDER LOADS L_ .... 5 1/8"x18 GLB LR= 20 x 0.6 x 1.0 = 12 psf Project _C~i~sc'""'o ________________ _ HGA Subject _________________ _ Cornrn No. 3215-010-00 Poge __ of __ i'larne ~-~-----------Dale ___ _ (E) PANELIZED ROOF SYSTEM JOIST 2x6 DF-L No.2 @ 24" O.C. : ; 1 l ! ! .t A= 8.25 in2 Sx = 7.54 in3 Ix = 20.8 in4 ' ' I • i i ! I l ! I ! NDS 2018 F b = 900 psi Fv = 180 psi UBC 1979 Fb = 1250 psi F b = 1450 psi (REPETITIVE MEMBER) Fv = 95 psi C o= 1.25 C M= 1.0 C1 = 1.0 C L= 1.0 C F = 1.3 C ru = 1.0 C1 = 1.0 C, = 1.15 F'b = Fb x C o = 1450 x 1.25 = 1812 psi f'b : 1682 psi ! ! i I· ' L .I I •• •• ' l I NOS 2018 IS CONSERVATIVE f'b : 1682 psi M ALLow= F'b x Sx = 1682 psi x 7.56 in3 = 12715 lb-in = 1060 lb-ft I I I I "T I I r r ! •·. t··· M oEMANo= W L 2 = (12.5+20)psf X 2' (7. 75')2 = 488 lb-ft [Existing Demand w/out (N) MEP Load) 8 8 MAX POINT LOAD @ MID-SPAN M = 572 lb-ft = P x L 4 ~ P = 572 x 4 = 295 lb 7.75 I • Page 3 Project _______________________ _ HGA Subject ______________________ _ Comrn No. 3215-010-00 Page--·-ot -·- Nome~J~A~T ______________ _ Dote ____ _ , MEP curb is supported by 2x6 joist sistered with new 4x6 joist or when MEP curb is not aligns with existing 2x6 joist: curb is 1 supported by new single 4x6 joist. Below calculations shows the capacity and deflection limits of single 4x6 joists. I I l j ; ! I ! When MEP Curb aligns w/ (E) 2x4 Joist, sistered w/ (N) 4x6 When MEP Curb does not aligns w/ (E) 2x4 Joist, use (N) 4x6 ,- MEP supported by 8 joists (4 each side of purlin). Assuming worse case; MEP is supported only 4 joists and reaction applied on mid-span. 50HCQD14 = 1800 lbs, 1800 lb/ 4 = 450 lb load at mid span of joist. -1~1-= • 450-1 M ALLow= F'b X S x = 1682 psi X 17 .65 in3 = 29687 lb-in = 2473 lb-ft [Existing Demand w/out (N) MEP Load] MoeMAN□= W L 2 = (12.5+20)psf x 2' (7. 75')2 = 488 lb-ft 8 8 [Max Assumed Reaction Load] M POINTLOAD = p X L = 4 450 X 7.75 = 4 __J 872 lb-ft JS. 1450 lb .j. .j. t j4--3.875' ----+j ------7.75' -----►1 41'rlb 22!.lb 1360ft•lb [Max Assumed Reaction Load] 071b R. = 477 lb t R,=477 1b t Page4 HGA PURLIN 1118.1 -1218.1 3 1/8"x18 GLB A = 56.25 in2 i Sx = 168.8 in3 '. Ix = 1519 in4 , ' ; ; I i [50HCQD14] 1800Ibs wl Curb&Accessories 1800 lb = 450 lb (2)(2) Project Cisc=o ________________ _ Subject __________________________ _ Comm No. 3215-010-00 Poge ____ of __ t'-lorne J.-'--'A.,__T ____________ Dote ___ _ Live Load Reduction LR = L0 X R 1 X R2 L = 32' Ar = 8 X 32 = 256 ft2 > 200 ft2 R1 = 1.2 -0.001 (264.8) = 0.94 R2 = 1 . 0 [Flat Roof] LR = 20 x 0.94 x 1.0 = 18.8 psf 1/10 F'b = Fbx x Cox Cv = 2400 x 1.25 x 0.96= 2880 psi Cv =(_21 x 1£ x 5.125:\ = 0.96 ~3.1 18 3.125) MALLow= F'b x Sx = 3000 psi x 168.8 in 3 = 486144 lb-in = 40512 lb-ft I : "j" I i..: MoEMANo= w L 2 = (14.25+18.8)psf X 8' (32'}2 = 33843 lb-ft [Existing Demand w/out (N} MEP Load] 8 8 fb = 338435 x 12 lb-in = 2406 psi 168.8 in3 F'b = 2880 psi > f b = 2406 psi .. , .... .;.. .. i ........... i ....... i........ ., .. • ...... '~ 450 LB 450 LB l l R,= M s0Hcao14 [450x8. 75+450x14.25)/32 ----32·---... R.=577 lb t 5171b R,=323 lb t 3231b 5748b-h {ii' 12' fb = (33843+5748) x 12 lb-in= 2814 psi 168.8 in3 F'b = 2880 psi> fb = 2814 psi eTe Existing PURLIN has flxural capacity w/ (N) 50HCQD14 Page 5 ... HGA PURLIN 13/4.6-14/4.6 [50HCQD12] 3 1/8"x18 GLB A= 56.25 in2 Sx = 168.8 in3 1 Ix = 1519 in4 j 1 ! 18001bs w/ Curb&Accessories ...1!lQQJ.Q_ = 450 lb (2)(2) Project _C,,,,i=sc=.o ________________ _ Subjec t _______________ _ Comm No. 3215-010-00 Poae _. __ of __ Nome __.!~A~T ____________ Dole ___ _ Live Load Reduction LR = L0 X R 1 X R 2 L = 32' Ar = 8 X 32 = 256 ft2 > 200 ft2 R 1 = 1.2 -0.001 (256) = 0.94 R2 = 1 . 0 [Flat Roof] LR= 20 x 0.94 x 1.0 = 18.8 psf I 1/10 F'b = Fbx x Cox Cv = 2400 x 1.25 x 0.96= 2880 psi Cv =(_21 X 12 X 5.125:\ = 0.96 ~3.1 18 3.125) MALLow= F'b X Sx = 3000 psi X 168.8 in3 = 486144 lb-in = 40512 lb-ft MoEMANo= w L2 = (14.25+18.8)psf x 8' (32')2 = 33843 lb-ft 8 8 [Existing Demand w/out (N ) MEP Load] fb = 33843 x 12 lb-in = 2406 psi 168.8 in3 F'b = 2880 psi > fb = 2406 psi 450 LB 450 LB l l ----32·---... ,,.. 288Ib 1621b M s0Hcao12 R,= [450x3+450x8.5f/32 R,=162 lb t R.=738 lb t fb = (33843+3798) x 12 lb-in = 2676 psi 168.8 in 3 F'b = 2880 psi > f b = 2676 psi ••• Existing PURLIN has flexural capacity w/ (N) 50HCQD12 11111 \ t Page 6 Project-=Ci""'sc""'o ________________ _ HGA Subject _________________ _ ComrnNo. 3215-010-00 Poge_of __ Narne ~A,__ ___________ Dale ___ _ PURLIN 13/5.1-14/5.1 [SOHCQA04] 3 1/8"x18 GLB A= 56.25 in2 Sx = 168.8 in3 • Ix = 1519 in4 740 lbs w/ Curb&Accessories .HQ.&. = 62 lb/ft 2 X 6 ft Live Load Reduction LR = L0 X R 1 X R 2 L = 32' Ar = 8 X 32 = 256 ft2 > 200 ft2 R 1 = 1.2 -0.001 (256) = 0.94 R 2 = 1 . 0 [Flat Roof] LR = 20 x 0.94 x 1.0 = 18.8 psf 1 F'b = Fbx x Cox Cv = 2400 x 1.25 x 0.96= 2880 psi I 1/10 Cv =(.J.1 X R_ X 5.125:\ = 0.96 ~3.1 18 3.125) MALLow= F'b x Sx = 3000 psi x 168.8 in3 = 486144 lb-in = 40512 lb-ft : MoEMANo= W L2 = (14.25+18.8)psf X 81 (32')2 = 33843 lb-ft [ExistingDemandw/out(N)MEPLoad) ! 8 8 I : i i 1 fb = 33843 x 12 lb-in = 2406 psi 168.8 in3 Li ----32·---- 27311 '2102ft-lb MsoHCOA04 AISC Table 3-23 Eq.4 R, = 273 lb t R,=991b t fb = (33843+2102) x 12 lb-in = 2556 psi 168.8 in3 l F'b = 2880 psi > fb = 2556 psi ! F'b = 2880 psi > fb = 2406 psi CT J 'I ...... t I .": : ,,,.._,,,uu ,,. .. ,< --t ' ....... , L 1.: !1 ! . . I ••• Existing PURLIN has flexural capacity w/ (N) 50HCQA04 Page 7 Project-----=-C=1sc=o~---------------- HGA Subject __________________ _ Comm No. 3215-010-00 Poge __ ot __ Nome -"-'-'-A_,_T ____________ Date ___ _ PURLIN 1318.1-1418.1 [50HCQA04] 3 1/8"x18 GLB ' A= 56.25 in2 Sx = 168.8 in3 Ix = 1519 in4 740 lbs w/ Curb&Accessories 740 lb = 185 lb 2x2 Live Load Reduction L R = L 0 X R 1 X R 2 L = 32' Ar = 8 X 32 = 256 ft2 > 200 ft2 R1 = 1.2 -0.001 (256) = 0.94 R 2 = 1.0 [Flat Roo~ L R = 20 x 0.94 x 1.0 = 18.8 psf F'b = Fbx x Cox Cv = 2400 x 1.25 x 0.96= 2880 psi 1/10 Cv =(_21 X 12 X 5.125:\ = 0.96 I i I ~3.1 18 3.125) MALLow= F'b x Sx = 2880 psi x 168.8 in3 = 486144 lb-in = 40512 lb-ft 1 MoEMAND= W L2 = (14.25+18.8)psf X 8' (32')2 = 33843 lb-ft [Existing Demand w/out(N) MEP Load] I 8 8 I ·1· + J. fb = 33843 x 12 lb-in = 2406 psi 168.8 in3 190 LB 190 LB ii l l ti. ~4.25'~4'-+j .....----3z ----►1 7'b M s0Hcoo12 R,=[190x4.25+190x8.25V32 R, = 75 lb t R, = 305 lb t fb = (33843+1756) x 12 lb-in = 2530 psi 168.8 in3 F'b = 2880 psi > fb = 2530 psi F'b = 2880 psi > f b = 2406 psi ~•• Existing PURLIN has flexural capacity w/ (N) 50HCQA04 I .. .. Page 8 Project __________________ _ HGA Subject __________________ _ Comrn No. 3215-010-00 GIRDER [BOTGOD 14] Live Load Reduction 5 1/8"x34.5 GLB L = 65' A= 174.2 in2 Sx = 987 .4 in3 Ix = 16786 in4 i ' Ar = 65 X 32.55 = 2112 ft2 > 600 ft2 R 1 = 0.6 ! R2 = 1 . 0 (Flat Roof] LR= 20 x 0.6 x 1.0 = 12 psf MALLow= F'b x Sx = 2400 psi x 987.4 in3 =2369760 lb-in = 197 480 lb-ft = 197.5 k-ft 11.25 k 0.1 k/ft 7.65 k M oemand o.55 kl ... '-....... ------....._m ____ ,......_l o.98 kilt WIOUT MEP ~i t.-.-..-. t * .-.6. l::. 14"'7'-+f"B.5'"1 -----45• ~1◄ 10'., 113k 1031,.-ft 11 3k R,= 38.7 kt R, = 43.9 kt M oEMANo= 178 k-ft [Existing Demand w/out (N) MEP Load] I fb = (178000) x 12 lb-in = 2163 psi 987.4 in3 1 F'b = 2400 psi > f b = 2163 psi Page-·---of·- Date ___ _ r TL= (33.1 + 32) = 32.55' 2 1 ~1·~~ . ~ , .......... ,tl<.\f~ .. l/JI; I,(' \,' ,..,"'i I I I ' , ,. I I Page 9 Page 10 Project ____________________ _ HGA Subject ____________________ _ Comrn No. 3215-010-00 Nome .J..A.-'-'T'----------------- ! t GIRDER 1 [50TCQD14] 5 1/8"x34.5 GLB ! I A= 174.2 in 2 Sx = 987 .4 in3 Ix = 16786 in4 ' [ I ! ! i i i • i I MALLow= F'b x Sx = 2400 psi x 987.4 in3 =2369760 lb-in 11.9 k 0.45 k 0.9 k 0.45 k 0. l kilt 7.65 k l J • l • l * • • r1 °"t 'll 11.H 11.311: = 197 480 lb-ft M oemand w/(N) R, = 39.4 kt R, = 46.4 kt MoEMANo= 169 k-ft [Existing Demand w/out (N) MEP Load] fb = (169000) x 12 lb-in = 2054 psi 987.4 in3 F'b = 2400 psi > f b = 2054 psi e i ,e·• Existing GIRDER has flexural capacity w/ (N) 50TCQD14 I T + Poge _of __ Date ___ _ Project __________________ _ HGA Subject __________________ _ Comrn No. 3215-0 10-00 Pogr,_ ot __ _ ~lame~~------------Dote ___ _ T GIRDER [SOHCQD 121 Live Load Reduction 5 1/8"x34.5 GLB A= 174.2 in2 Sx = 987.4 in3 Ix = 16786 in4 i ! L = 65' Ar = 65 X 32.55 = 2112 ft2 > 600 ft2 R 1 = 0.6 R 2 = 1 . 0 [Flat Roof] LR= 20 x 0.6 x 1.0 = 12 psf M ALLow= F'b x Sx = 2400 psi x 987.4 in 3 =2369760 lb-in = 197480 lb-ft = 197.5 k-ft 8.8 k ]., .1. ! ! 115k M oemand W/OUTMEP R,= 387k t R, = 43.9 k t M oeMAND= 176 k-ft [Existing Demand w/out (N) MEP Load] f b = (176000) x 12 lb-in = 2139 psi 987.4 in3 F'b = 2400 psi > f b = 2139 psi T L = (33 .1 + 32) = 32.55' 2 . . Page 11 Project ___________________ _ HGA Subject ___________________ _ GIRDER [50HCQD12] 5 1/8"x34.5 GLB A= 174.2 in2 1 Sx = 987.4 in3 ; Ix = 16786 in4 Comm No. 32 15-010-00 ~Jome _).A'-'-'T'-------------- MALLow= F'b x Sx = 2400 psi x 987.4 in3 =2369760 lb-in = 197 480 lb-ft ~ 8' ¥-' 8' -+f4-8' -+f4-6' -+J -----45• ►1◄ ,O'., "' R,=38.7k t R, = 43.9 k t MoEMAND= 166 k-ft [Existing Demand w/out (N) MEP Load] fb = (178000) x 12 lb-in= 2164 psi 987.4 in3 F'b = 2400 psi > fb = 2164 psi I ! Existing GIRDER has flexural capacity w/ (N) 50HCQD12 Page_ot __ Dot& ___ _ Page 12 HGA Depth (in.) Beom Weight (lbf/11] A (in.1) S {in.') l(ln.•) El (10' lbf-in.') Moment Capacity (lbl-/t] Shear Capacity (lbf) 3 117 INCH WIDTH Depth (in.) Beam Weighl (lbf/tt) A (in.') s (,n.'I I !in.') El ( 1 O' lbf-in.') Moment Copocity (lbl-ft) Shear Capacity (lbf) Beam W"igh1 (lbf/h] A(in.1) S (in.') I !in.') El ( 1 O' lbl-in.') Moment Copacity (lbf-111 Shear Capacity (lb!) 5 1 /2 INCH WIOTM Depth (in.) Beom We,ght (lbf/h) A (in.') S lin.') I (in '} El (IO' lbf,in.') Moment Copacity (!bf.ft) Shear Capacity (lbf) I .1. 6 4.6 18.75 18.75 56.25 101.3 3750 3313 6 5.1 21.00 21.00 63.00 113.4 4200 3710 14.9 61.50 123.0 738.0 1328 24600 10870 12 16.0 66.00 132.0 792.0 1426 26400 11660 ··I 7-1/2 9 10-1/2 5.7 6.8 8.0 23.114 28.13 32 .81 29.30 42.19 57.42 109.9 189.8 301 .5 197.8 341.7 542.6 5859 8,138 11480 4141 -4969 5797 7-1/2 9 10-1/2 6.4 7.l 8.9 26.25 31.50 36.75 32.81 47.25 64 .31 123.0 212.6 337.6 221.5 382.7 607.8 6563 9450 12860 4638 5565 6493 16.8 18.7 20.6 69.19 16.88 84.56 155.7 192.2 232.5 1051 1441 1919 1891 2595 3453 31 130 38440 46510 12220 13580 14940 13-1/2 15 16-1/2 18.0 20.1 22.1 74.25 82.50 90.75 167. l 206.3 249.6 1128 1547 2059 2030 2184 3706 33410 41250 49910 13120 14580 16030 Page 13 Project ________________________ _ Subject _________________________ _ Comm No. 3215-010-00 Poge __ ot __ i'lome _Jt,,..,_T ________________ _ Dote ____ _ 12 9.1 37.50 75.00 450.0 810.0 15000 6625 12 10.2 42.00 64.00 504.0 907.2 16800 7420 22.4 92.25 276.8 2491 4483 55350 16300 18 24.1 99.00 297.0 2673 4811 59400 17490 13-1/2 10.3 42,19 94.97 640.7 1153 15 16-1/2 1 J .◄ 12.5 46.88 117.2 878.9 1582 51.56 14 1.8 1170 2106 56.25 168.8 1519 2734 18980 2.3440 28360 33750 7453 8281 9109 9938 13-1/2 15 16-1/2 18 l 1.5 12.8 14.0 15.3 47.25 52.50 57.75 63.00 106.3 131.3 158.8 189.0 717.6 984.4 1310 1701 1292 1772 2358 3062 21260 26250 31760 37800 8348 9275 10200 11130 24.3 262 28.0 29.9 99.94 107.6 115.3 123.0 324.8 376.7 432.4 492.0 3167 3955 4865 5904 5700 7119 8757 10630 64960 75340 86480 98400 17660 19010 20370 21730 19-1/2 21 22-1/2 24 26. l 28.1 30.1 32.1 107.3 115.5 123.8 132.0 348.6 404.3 464.1 528.0 3398 42'15 5221 6336 6117 7640 9397 11400 69710 80850 92810 105600 18950 20410 211160 23320 19-1/2 14.8 60.94 1980 1931 3476 39610 10770 19-1/2 16,6 68.25 221.6 2163 3893 44360 12060 31.8 130.7 555.4 7082 12750 111 100 23090 25-1/2 34 .1 140.3 596.1 7600 13680 \19200 24780 21 16.0 65.63 229.7 2412 4341 -C5940 11590 21 17.9 73.50 257.3 2701 4862 5H50 12990 33.6 138.4 622.7 6406 15130 124500 24450 27 36.l 148.5 668.3 902"1 16240 133700 26240 22-1/2 17. l 70.31 263.7 2966 5339 52730 12420 22-1/'2 19.1 78.75 295.3 3322 5980 59060 13910 35.5 146.1 693.8 9887 17800 138800 25800 28-1/2 38.1 156.8 744,6 10610 19100 148900 27690 24 25-1/2 27 )8.2 19.4 20.5 75.00 79.69 84.38 300.0 338.7 379.7 3600 4318 5126 6480 7773 9226 60000 67730 75940 13250 14080 14910 24 25-1/2 27 20.4 21.7 13.0 84.00 89.25 94.50 336.0 379.3 425.3 ◄032 4836 57◄1 7258 8705 10330 67200 75860 85050 14840 15770 16700 37..4 39.2 -41 l 153.8 161.4 169. l 768.8 84 7.5 930.2 11530 13350 15350 20760 24030 27630 153800 169500 186000 27160 28520 29880 30 31-1/2 33 40.1 42 .1 44.1 165.0 173,3 181 .5 825.0 909.6 998.3 12380 14330 16470 22280 25790 29650 165000 181900 199700 29150 30610 32070 Project Title: Engineer: Page 14 Project ID: Project Descr: Wood Beam File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• DESCRIPTION: 3. 25x 8 GLB PURLIN GRIDS 11/81-12/8 . ......._~""'-,:.;;==-L=O=AD,.,, CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties ' . Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Fb+ 2,400.0 psi 2,400.0 psi 1,700.0 psi E : Modulus of Elasticity Wood Species : DF/DF Wood Grade : 24F-E13 Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0 45) 0(045) D 0.1140 Lr 0.1504 GLB 3.125x18 Span = 32.0 ft 650.0 psi 265.0 psi 1,250.0 psi Ebend-xx 1,800.0 ksi Eminbend-xx 950.0ksi Ebend-yy 1,700.0ksi Eminbend -yy 900.0ksi Density 31 .210 pct Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans ... Uniform Load on ALL spans : D = 0.01425, Lr= 0.01880 ksf, Tributary Width= 8.0 ft Point Load : D = 0.450 k @ 3.250 ft, (MECH) Point Load : D = 0.450 k @ 8.50 ft, (Mech Unit) DESIGN SUMMARY !Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.866 1 GLB 3.125x18 2,598.28osi 3,000.00osi +D+Lr 15.416ft Span# 1 1.306 in 0.000 in 2.495 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio = Ratio = Ratio = Ratio = Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 294>=240 0<240 153>=120 0<120 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb D Only Length = 32.0 ft 0.571 0.286 0.90 1.000 1.00 1.00 1.00 1.00 1.00 17.36 1,234.16 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 32.0 ft 0.866 Q.400 1.25 1.000 1.00 1.00 1.00 1.00 1.00 36.54 2,598.28 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length= 32.0 ft 0.752 0.351 1.25 1.000 1.00 1.00 1.00 1.00 1.00 31.73 2,256.66 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 32.0 ft 0.193 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.41 740.50 = F'b 0.00 2160.00 0.00 3000 .00 0.00 3000.00 0.00 3840.00 •tffl®l•l: 0.400 : 1 GLB 3.125x18 132.40 psi 331 .25 psi +D+Lr 0.000ft Span# 1 Shear Values V Iv 0.00 0.00 F'v 0.00 2.56 68.23 238.50 0.00 0.00 0.00 4.97 132.40 331 .25 0.00 0.00 0.00 4.36 116.36 331 .25 0.00 0.00 0.00 1.54 40.94 424.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam J./ [ Q) E 0 r ,:, ' DESCRIPTION: 3.125x18 GLB PURLIN GRIDS 11/8.1-12/8.1 W/ NEW MECH LOAD Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only Span Max.'-" Defl Location in Span Load Combination 2.4954 15.883 Support notation : Far left is #1 Support 1 4.965 2.406 2.559 4.965 4.364 1.535 2.406 Support 2 4.396 2.406 1.989 4.396 3.794 1.194 2.406 Distne(it) I DO,ly I +D+l1 I +D+D.ml1 I +D.6DD Page 15 File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• • I Max.'+' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam •;• . DESCRIPTION: 3.125x18 GLB PURLIN GRIDS 11/8.1-12/8.1 W/ NEW MECH LOAD 5,1 .45 MEMBER, .. » ii:: II) 0 -25 ~,J4 12.50 15,65 Distance (1t) I DOnly I +Dtl1 I +D+0./SDl1 I +0.600 12.50 15,65 Distance (1t) 18,80 I DOnly I +Dtl1 I tl>tD.TS0l1 I +0.600 I l1Only Page 16 File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• ' . 2!.% 25,11 28,26 25,11 28,26 Project Title: Page 17 Engineer: Project ID: Project Descr: Wood Beam File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Built 12.20.8.2• ... , DESCRIPTION: .125x 8GLBPURLIN 13/5.1-1415.1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties . . Analysis Method : Allowable Stress Design Load Combination ASCE 7-1 6 Fb+ 2,400.0 psi 2,400.0 psi 1,700.0 psi E : Modulus of Elasticity Wood Species : DF/DF Wood Grade : 24F-E1 3 Fb- Fc-Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.1140 Lr(0.1504 £ GLB 3.125x18 Span = 32.0 ft 650.0 psi 265.0 psi 1,250.0 psi Ebend-xx 1,800.0ksi Eminbend -xx 950. 0 ksi Ebend-yy 1,700.0ksi Eminbend -yy 900.0 ksi Density 31 .210 pcf • I ~ Applied Loads Service loads entered . Load Factors will be applied for calculations Loads on all spans ... Uniform Load on ALL spans : D = 0.01425, Lr= 0.01880 ksf, Tributary Width= 8.0 ft Load for Span Number 1 Uniform Load : D = 0.0420 k/ft, Extent= 5.50 -» 11 .50 ft, Tributary Width = 1.0 ft, (MECH) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.828 1 GLB 3.125x18 2.483.39psi 3,000.00 psi +D+Lr 15.766ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 1.306 in Ratio= 0.000 in Ratio= 2.373 in Ratio = 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 294>=240 0 <240 161 >=120 0<120 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length = 32.0 ft 0.516 0.225 0.90 1.000 1.00 1.00 1.00 1.00 1.00 15.68 1,115.21 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 32.0 ft 0.828 0.355 1.25 1.000 1.00 1.00 1.00 1.00 1.00 34.92 2,483.39 +D+0.750Lr 1.000 1.00 1 00 1.00 1.00 1.00 Length = 32.0 ft 0.714 0.307 1.25 1.000 1.00 1.00 1.00 1.00 1.00 30.11 2,141 .22 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length= 32.0 ft 0.174 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.41 669.13 = = -- F'b 0.00 2160.00 0.00 3000.00 0.00 3000.00 0.00 3840.00 •fflffiii•l: 0.355: 1 GLB 3.125x18 117.75 psi 331.25 psi +O+Lr 0.000ft Span# 1 -- Shear Values V fv 0.00 0.00 F'v 0.00 2.01 53.58 238.50 0.00 0.00 0.00 4.42 117.75 331.25 0.00 0.00 0.00 3.81 101.70 33125 0.00 0.00 0.00 1.21 32.15 424.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam ., C ID E 0 ~ .. , . DESCRIPTION: 3.125x18 GLB PURLIN 13/5.1-14/5.1 WI New Mech Load Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Span Max. '-' Deft Location in Span Load Combination 2.3732 Support 1 4.415 2.406 2.009 4.415 3.814 1.205 2.406 16.000 Support notation : Far left is #1 Support2 4.297 2.406 1.891 4.297 3.696 1.135 2.406 Distne(it) I DOnly I +D+l, I +D+O.ml, I +D.60D Page 18 File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• . . . Max. '+' Deft Location in Span 0.0000 Values in KIPS 0.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam t f t i DESCRIPTION: 3.125x18 GLB PURLIN 13/5.1-14/5.1 WI New Mech Load 45 2.3 ·2,2 .4.4 MEMBER .. -» ,-.. .£ .1,2 V [: OJ 0 -1.8 -2.4 J.04 l04 9.34 15.65 Distne(ft) I DO•ly I +D+l1 I +D+D.7SDL1 I +D.&DD 15~5 Distance (ft) 18.80 I DOnly I +D+l1 I +D+D.JSDL1 I +D.&DD I l10nly Page 19 File: 8Eams.ec6 Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.2• . . 21.% Jl.42 21.% 25.11 Jl.42 Project Title: Page 20 Engineer: Project ID: Project Descr: Wood Beam File: 8Eams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• •;• . DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 8-9/11-12 W/OUT N MEP LOAD 50TCQD14 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties ' • I Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 2,400.0 psi 2,400.0 psi 1,700.0 psi E : Modulus of Elasticity Fc -Prll Wood Species : DF/DF Fe -Perp Wood Grade : 24F-E13 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(8.25) Lr(4.65) GLB 5.125x34 Span = 10.0 ft D 0.6079 Lr 0.3720 GLB 5.125x34 Span = 45.0 ft 650.0 psi 265.0 psi 1,250.0 psi Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,700.0ksi Eminbend -yy 900.0ksi Density 31 .21 O pcf 0(4.5) r(3.15) GLB 5.125x34 Span "' 10.0 ft lied Loads Service loads entered. Load Factors will be applied for calculation s Loads on all spans ... Uniform Load on ALL spans : D = 0.01961 , Lr= 0.01 20 ksf, Tributary Width= 31 .0 ft Load for Span Number 1 Point Load : D = 8.250, Lr = 4.650 k @ 0.0 ft, (Area388) Load for Span Number 2 Uniform Load : D = 0.10 k/ft, Extent = 31.50 -» 38.50 ft, Tributary Width = 1.0 ft, (Existing MEP) Load for Span Number 3 Point Load : D = 4.50, Lr = 3.150 k @ 10.0 ft, (Area263 DL) DESIGN SUMMARY !Maximum Bending Stress Ratio Section used for this span fb: Actual = = 0.721: 1 GLB 5.125x34 2, 163.17psi 3,000.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +D+Lr 10.000ft Span# 1 0.303 in Ratio = •0.022 in Ratio "' 0.848 in Ratio = -0.114 in Ratio "' Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 1779 >=360 11 104 >=360 637>=180 21 02>=1 80 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb DOnly Length = 10.0 ft 1 0.635 0.529 0.90 1.000 1.00 1.00 1.00 1.00 1.00 112.90 1,372.01 Length = 45.0 ft 2 0.635 0.529 0.90 1.000 1.00 1.00 1.00 1.00 1.00 112.90 1,372.01 Length= 10.0 ft 3 0.424 0.529 0.90 1.000 1.00 1.00 1.00 1.00 1.00 75.40 916.28 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 0.721 0.607 1.25 1.000 1.00 1.00 1.00 1.00 1.00 178.00 2,163.17 = = F'b 0.00 2160.00 2160.00 2160 .00 0.00 3000.00 0.607 : 1 GLB 5.125x34 201 .18 psi 331 .25 psi +D+Lr 10.000 ft Span # 1 Shear Values V fv 0.00 0.00 F'v 0.00 14.67 126.26 238.50 14.67 126.26 238.50 10.58 126.26 238.50 0.00 0.00 0.00 23.37 201 .18 331.25 Project Title: Page 21 Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• .. , . • DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 8-9/11-12 W/OUT (N) MEP LOAD 50TCQD14 Load Combination Max Stress Ratios Segment Length Span# M V Length= 45.0 ft 2 0.721 0.607 Length= 10.0 ft 3 0.508 0.607 +0-+-0.750Lr Length= 10.0 ft 1 0.655 0.551 Length = 45.0 ft 2 0.655 0.551 Length = 10.0 ft 3 0.458 0.551 -+-0.60D Length = 10.0 ft 1 0.214 0.179 Length = 45.0 ft 2 0.214 0.179 Length= 10.0ft 3 0.143 0.179 Overall Maximum Deflections Load Combination ,.._ JJ u.. I .:1. V JJ C 4) E 0 [ +D+Lr +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+Lr +0-+-0.750Lr -+-0.60D Lr Only 32 MEMBER .. ·» .39 -110 -182 &.30 Span 1 2 3 1227 Cd CFN 1.25 1.000 1.25 1.000 1.000 1.25 1.000 1.25 1.000 1.25 1.000 1.000 1.60 1000 1.60 1.000 1.60 1.000 Max.'." Defl 0.2270 0.8476 0.0000 Cj Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 0.000 23.824 23.824 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination +O+Lr +O+Lr Moment Values M lb 178.00 2,163.17 125.50 1,525.14 161.72 1,965.38 161.72 1,965.38 112.97 1,372.92 67.74 823,21 67.74 823.21 45.24 549.77 Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 18,70 46.069 38.875 17.073 14.907 28.996 23.968 46.069 38.875 41.801 35.148 17.398 14.381 17.073 14.907 37,98 Distance (1t) I D Only I +Dtl1 I tDtO.lSOl1 I t0.60D 44,41 F'b V 3000.00 23.37 3000.00 17.45 0.00 0.00 3000,00 21 .19 3000,00 21 .19 3000.00 15.73 0.00 0.00 3840.00 8.80 3840.00 8.80 3840.00 6.35 Max.'+' Defl -0.0039 0.0000 -0.1141 Values in KIPS Shear Values Iv F'v 201.18 331.25 201.18 331.25 0.00 0.00 182.45 331.25 182.45 331.25 182.45 331.25 0.00 0.00 75.75 424.00 75.75 424.00 75.75 424.00 Location in Span 9.076 9.076 10.000 &3,57 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 8-9/11-12 W/OUT (N) MEP LOAD 50TCQD14 24 12 ,,.., 6 MEMBER-.. >>•--•-••--•--•------'" l1J Q) .c: 1/l ·11 0,11 -0,13 c .0,37 v ii:: Q) Cl uo 12.27 )1,55 Distcflce (ft) I D Only I +D+L, I +M.7SOl, I +0.600 25,B )1,18 DistcflCe (n l lW I DO•ly I +Dtl, I +D D.lSOl, I +0.600 I [,On ly Page 22 File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.2• . . 44,41 50.84 43.28 Project Title: Page 23 Engineer: Project ID : Project Descr: Wood Beam 1le: ams.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 1 DESCRIPTION: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties . : ' : ~ . ' . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc-Prll 2,400.0 psi 2,400.0 psi 1,700.0 psi E : Modulus of Elasticity Wood Species : DF/DF Fe -Perp Wood Grade : 24F-E13 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(6 65) D(O 45) D( .9) D(O 45) D 0.6079 Lr 0.3720 GLB 5.125x34 GLB 5.125x34 Span = 10.0 ft Span = 45.0 ft 650.0 psi 265.0 psi 1,250.0 psi Ebend-xx 1,800.0 ksi Eminbend -xx 950.0 ksi Ebend-yy 1,700.0ksi Eminbend -yy 900.0ksi Density 31 .21 Opcf 0(4.5) r(3.15) GLB 5.125x34 Span = 10.0 ft Ap lied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans ... Uniform Load on ALL spans : D = 0.01961, Lr = 0.0120 ksf, Tributary Width = 31 .0 ft Load for Span Number 1 Point Load : D = 6.60, Lr = 4.650 k @ 0.0 ft, (Area388) Point Load : D = 0.450 k@ 7.750 ft, (Mech Unit) Point Load : D = 0.650 k @ 0.0 ft, (Existing MEP) Load for Span Number 2 Point Load : D = 0.90 k @5.750 ft, ((N)MECH) Point Load : D = 0.450 k@ 13.750 ft, (Mech Unit) Uniform Load : D = 0.10 k/ft, Extent = 31.50 --» 38.50 ft, Tributary Width = 1.0 ft Load for Span Number 3 Point Load : D = 4.50, Lr = 3.150 k @ 10.0 ft, (Area263 DL) DESIGN S__UMMABY Maximum Bending Stress Ratio = 0.685 1 Maximum Shear Stress Ratio Section used for this span GLB 5.125x34 Section used for this span fb: Actual = 2,053.94 psi fv: Actual Fb: Allowable 3,000.00 psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span 10.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.303 in Ratio= 1779 >=360 Max Upward Transient Deflection -0.022 in Ratio= 11104 >=360 Max Downward Total Deflection 0.989 in Ratio= 545 >=180 Max Upward Total Deflection -0.199 in Ratio= 1208 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb D Only Length = 10.0 ft 0.585 0.562 0.90 1.000 1.00 1.00 1.00 1.00 1.00 103.91 1,262.79 Design OK 0.631 : 1 GLB 5.125x34 208.91 psi = 331 .25 psi +D+Lr = 10.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2160.00 15.56 133.99 238.50 Project Title: Engineer: Project ID: Project Descr: 1 ,1 DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 8-9/11-12 WI (N) MEP 50TCQD14 Load Combination Max Stress Ratios Segment Length Span# M V Length = 45.0 ft 2 0.585 0.562 Length = 10.0 ft 3 0.424 0.562 +O+Lr Length = 10.0 ft 1 0.685 0.631 Length = 45.0 ft 2 0.685 0.631 Length= 10.0 ft 3 0.508 0.631 +D+0.750Lr Length= 10.0 ft 1 0.619 0.574 Length = 45.0 ft 2 0.619 0.574 Length= 10.0 ft 3 0.458 0.574 +0.600 Length = 10.0 ft 1 0.197 0.190 Length = 45.0 ft 2 0.197 0.190 Length = 10.0 ft 3 0.143 0.190 Overall Maximum Deflections Load Combination Lr Only +O+Lr Span 1 2 3 Cd C FN Ci Cr Cm C t CL 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Max. ' -' Oefl Location in Span Load Combination 0.0815 0.9894 0.0000 0.000 0 Only 23.445 23.445 +O+Lr Page 24 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb 103.91 1,262.79 75.40 916.28 169.01 2,053.94 169.01 2,053.94 125.50 1,525.1 4 152.73 1,856.15 152.73 1,856.15 112.97 1,372.92 62.34 757.67 62.34 757.67 45.24 549.77 ' : . ' • F'b V 2160.00 15.56 2160.00 10.58 0.00 0.00 3000.00 24.27 3000.00 24.27 3000.00 17.45 0.00 0.00 3000.00 22.09 3000.00 22.09 3000.00 15.73 0.00 0.00 3840.00 9.34 3840.00 9.34 3840.00 6.35 Max.'+' Oefl -0.0409 0.0000 -0.1985 Shear Values fv F'v 133.99 238.50 133.99 238.50 0.00 0.00 208.91 331.25 208.91 331.25 208.91 331.25 0.00 0.00 190.18 331.25 190.18 331.25 190.18 331.25 0.00 0.00 80.39 424.00 80.39 424.00 80.39 424.00 Location in Span 5.294 5.294 10.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum OOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 Support 3 Support 4 46.417 39.327 17.073 14.907 29.344 24.420 46.417 39.327 42.149 35.600 17.606 14.652 17.073 14.907 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1,1 • DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 8-9/11-12 W/ (N) MEP 50TCQD14 25 13 ,-., .::i. ':' MEMBER···» ~ a) .r. lfl -11 -22 6.30 IW 6.30 12,27 rn.10 31.55 37,98 Dist~ce (It) I O Only I +Ott, I +D+0.7m I +0.600 25,13 31.55 ~stance (It) 37,98 I OOnly I +D+lr I +D+o.mt, I +0.600 Page 25 ile: B ams.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . . 44,41 50,84 57,18 63.57 44,41 63,57 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 8-9/11-12 WI (N) MEP 50TCQD14 0,2 c .0.4 v ii: Q) a ·LO 13.~3 31.rn Distance (it) I D Only I +D+l, I +D+D.7m, I +0.60D I l, On~ Page 26 i e: ams.ec6 Software copyright ENERCALC. INC. 1983-2020, Build:12.20.8.24 . ' . 432~ Project Title: Page 27 Engineer: Project ID: Project Descr: Wood Beam File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• t:1 • DESCRIPTION: Gt'liif~S:.14W/OUT CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties . . LOAD 50HCQ01 Analysis Method : Allowable Stress Design Fb + 2,400.0 psi 2,400.0 psi 1,700.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - Fc -Prll Wood Species : DF/DF Fe · Perp Wood Grade : 24F-E13 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(5.5) Lr(3.3) 0(0.25) 0 (025) D 0.6079 r 0.3720 GLB 5.125x34 GLB 5.125x34 Span = 10.0 ft Span = 45.0 ft 650.0 psi 265.0 psi 1,250.0 psi Ebend-xx 1,800.0 ksi Eminbend-xx 950.0ksi Ebend-yy 1 , 700. 0 ksi Eminbend-yy 900.0ksi Density 31.210pcf 0(7.6) Lr(4.6) GLB 5.125x34 Span = 10.0 ft Ap lied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans ... Uniform Load on ALL spans : D = 0.01961 , Lr= 0.0120 ksf, Tributary Width = 31 .0 ft Load for Span Number 1 Point Load : D = 5.50, Lr= 3.30 k @ 0.0 ft, (Area279) Load for Span Number 2 Point Load : D = 0.250 k @ 23.0 ft, (Existing MEP) Point Load : D = 0.250 k @ 15.0 ft, (Existing MEP) Load for Span Number 3 Point Load : D = 7.60, Lr= 4.60 k@ 10.0 ft, (Area387) DESIGN SUMMARY mum Bending Stress Ratio ection used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.693 1 GLB 5.125x34 2,078.10osi 3,000.00osi +D+lr 45.000ft Span# 2 0.297 in -0.015 in 0.819 in -0.050 in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio = Ratio = Ratio = Ratio = Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 1818 >=360 15690>=360 659>=180 4844>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length = 10.0 ft 1 0.480 0.487 0.90 1.000 1.00 1.00 1.00 1.00 1.00 85.40 1,037.81 Length = 45,0 ft 2 0.599 0.518 0.90 1.000 1.00 1.00 1.00 1.00 1.00 106.40 1,293.02 Length = 10.0 ft 3 0.599 0.518 0.90 1.000 1.00 1.00 1.00 1.00 1.00 106.40 1,293.02 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 = F'b 0.00 2160.00 2160.00 2160.00 0.00 Design OK 0.598: 1 GLB 5.125x34 198.12 psi 331 .25 psi +D+Lr 45.000ft Span# 2 Shear Values V fv 0.00 0.00 F'v 0.00 13.50 116.21 238.50 14.36 123.58 238.50 13.68 123.58 238.50 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam ... . Page 28 Fi e: B ams.ec6 Sottware copyright ENERCALC, INC. 1983-2020, Build:12.20.a.2, . . ' . DESCRIPTION: 5.125x34.5 GLB GIRDER Grrid 4-5/13-14 W/OUT (N) MEP LOAD 50HCQD12 Load Combination Segment Length Length= 10.0 ft Length = 45.0 ft Length= 10.0 ft +D-+-0.750Lr Length = 10.0 ft Length = 45.0 ft Length= 10.0 ft -+-0.60D Span# 1 2 3 1 2 3 Max Stress Ratios M V Cd C FN 0.555 0.561 1.25 1.000 0.693 0.598 1.25 1.000 0.693 0.598 1.25 1.000 1.000 0.503 0.508 1.25 1.000 0.627 0.542 1.25 1.000 0.627 0.542 1.25 1.000 1.000 Length=10.0ft 1 0.162 0.164 1.60 1.000 Length= 45.0 ft 2 0.202 0. 175 1.60 1.000 Length= 10.0 ft 3 0.202 0.175 1.60 1.000 Overall Maximum Deflections Load Combination +D+Lr +D+Lr Vertical Reactions Span 1 2 3 Max.'-' Defl 0.0000 0.8194 0.1949 Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 0.000 21.933 10.000 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination +D+Lr +D+Lr Moment Values M lb 137.00 1,664.90 171.00 2,078.10 171.00 2,078.10 124.10 1,508.12 154.85 1,881.83 154.85 1,881.83 51.24 622.68 63.84 775.81 63.84 775.81 Support notation Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 ,-., .IJ "-I :i. .._, .IJ C: Q.) E 0 [ Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 101 32 MEMBER .. ·>> .37 -10& -174 1W 18.70 40.1 80 45.014 15.1 01 16.979 25.079 28 035 40.180 45.014 36.405 40.769 15048 16.821 15.101 16.979 3155 Distance (1t) I DOnly I +Ott, I tD+D.mt, I +D.6DD 44,41 F'b V 3000.00 21.58 3000.00 23.01 3000.00 22.00 0.00 0.00 3000.00 19.56 3000.00 20.85 3000.00 19.92 0.00 0.00 3840.00 8.10 3840.00 8.61 3840.00 8.21 Max.'+' Defl -0 0495 0.0000 -0 0065 Values in KIPS Shear Values Iv F'v 185.78 331 .25 198.12 331.25 198.12 331.25 0.00 0.00 168.39 331.25 179.48 331 .25 179.48 331.25 0.00 0.00 69.73 424.00 74.15 424.00 74.15 424.00 Location in Span 5.462 5.462 1.176 50,84 57,18 Project Title: Engineer: Project ID: Project Descr: Wood Beam ... . Page 29 File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.2• ' . DESCRIPTION: 5.125x34.5 GLB GIRDER Grrid 4-5/13-14 W/OUT (N) MEP LOAD 50HCQD12 22 11 ,..., ~ MEMBER···» V .. IIJ OJ ! lll -23 -0,17 C -0.39 G, ii: OJ 0 -0,84 6.30 12.27 6,64 1~,08 3155 Dist<m(H) I D Only I +Dtl1 I +D+O.mt1 I +HOD 3W Distance (it) I DOnly I +Dtl1 I tD+USOl1 I +0.600 I l10nly 44,41 43,28 56,18 Project Title: Page 30 Engineer: Project ID: Project Descr: Wood Beam File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• .. , . DESCRIPTION: MEPlOAO&OHCOOl CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties . . Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Fb+ 2,400.0 psi 2,400.0 psi 1,700.0 psi E : Modulus of Elasticity Wood Species : DF/DF Wood Grade : 24F-E13 Fb- Fc-Prll Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(5.5) Lr(3.3) 0(0.25) 0(075) D 0.6079 r 0.3720 GLB 5.125x34 GLB 5.125x34 Span = 10.0 ft Span = 45.0 ft D( .9) 650.0 psi 265.0 psi 1,250.0 psi 0(045) Ebend-xx 1,800.0 ksi Eminbend -xx 950.0ksi Ebend-yy 1,700.0ksi Eminbend -yy 900.0ksi Density 31 .21 O pcf 0(7.6) Lr(4.6) ~ GLB 5.125x34 Span= 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Loads on all spans ... Uniform Load on ALL spans : D = 0.01961, Lr= 0.0120 ksf, Tributary Width= 31.0 ft Load for Span Number 1 Point Load : D = 5.50, Lr= 3.30 k @ 0.0 ft, (Area279) Load for Span Number 2 Point Load : D = 0.750 k @23.0 ft, (Existing MEP) Point Load : D = 0.90 k @ 30.0 ft, (Existing Mep) Point Load: D = 0.450 k @38.0 ft, (Existing Mep) Point Load : D = 0.250 k@ 15.0 ft Load for Span Number 3 Point Load : D = 7.60, Lr= 4.60 k@ 10.0 ft, (Area387) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection 0.693 1 GLB 5.125x34 2,078.1 o psi 3.000.00osi +D+lr 45.000ft Span# 2 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.297 in Ratio = -0.015 in Ratio = 0.980 in Ratio = -0.118 in Ratio = 1818 >=360 15690 >=360 550 >=180 2028>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M lb D Only Length= 10.0 ft 1 0.480 0.509 0.90 1.000 1.00 1.00 1.00 1.00 1.00 85.40 1,037.81 Length = 45.0 ft 2 0.599 0.563 0.90 1.000 1.00 1.00 1.00 1.00 1.00 106.40 1,293.02 F'b 0.00 2160.00 2160 .00 0.630: 1 GLB 5.125x34 208.75 psi 331.25 psi +D+Lr 45.000ft Span# 2 Shear Values V fv 0.00 0.00 F'v 0.00 14.11 121.50 238.50 15.59 134.21 238.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam t ;, • DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 4-5/13-14 W (N) MEP LOAD 50HCQD12 Load Combination Max Stress Ratios Segment Length Span# M V Length = 10.0 ft 3 0.599 0.563 +D+Lr Length = 10.0 ft 0.555 0.577 Length = 45.0 ft 2 0.693 0.630 Length = 10.0 ft 3 0.693 0.630 +D+0.750Lr Length= 10.0 ft 1 0.503 0.524 Length= 45.0 ft 2 0.627 0.574 Length = 10.0ft 3 0.627 0.574 +0.60D Length= 10.0 ft 1 0.162 0.172 Length= 45.0 ft 2 0.202 0.190 Length= 10.0 ft 3 0.202 0.190 Overall Maximum Deflections Load Combination +D+Lr Lr Only Span 1 2 3 Cd C FN 0.90 1.000 1.000 1.25 1.000 1.25 1.000 1.25 1.000 1000 1.25 1.000 1.25 1.000 1.25 1.000 1.000 1.60 1.000 1.60 1.000 1.60 1.000 Max.'-' Deft 0.0000 0.9801 0.0813 Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 0.000 22.311 10.000 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination D Only DOnly Page 31 File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.2• • Moment Values Shear Values M lb F'b V fv F'v 106.40 1,293.02 2160 .00 13.68 134.21 238.50 0.00 0.00 0.00 0.00 137.00 1,664.90 3000.00 22.20 191 .07 331.25 171.00 2,078.10 3000.00 24.25 208.75 331.25 171.00 2,078.10 3000.00 22.00 208.75 331.25 0.00 0.00 0.00 0.00 124.10 1,508.12 3000.00 20.18 173.68 331.25 154.85 1,881 .83 3000.00 22.09 190.12 331.25 154.85 1,881 .83 3000.00 19.92 190.12 331.25 0.00 0.00 0.00 0.00 51.24 622.68 3840.00 8.47 72.90 424.00 63.84 775.81 3840.00 9.35 80.53 424.00 63.84 775.81 3840.00 8.21 80.53 424.00 Max.'+' Deft Location in Span -0.1183 0.000 0.0000 0.000 -0.0385 4.370 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 115 42 ,..., MEMBER···» ,U "-I 6 .30 ,U C 6) E 0 L -102 ·114 12.21 Support 1 Support 2 Support 3 Support 4 40.795 46.249 15.101 16.979 25.694 29.270 40.795 46.249 37.020 42.005 15.416 17.562 15.101 16.979 18.70 25.B 31.55 31,98 44,41 50,84 51.18 Distne(ft) I DOnly I +D+l, I +D+D.ml, I +D.6DD Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 5.125x34.5 GLB GIRDER Grid 4-5/13-14 W (N) MEP LOAD 50HCQD12 6JO 1W 0.1 C -OA v u.. Q) 0 -0.i 18,iO 25.B )155 Distance (it) I DO•ly I +D+l1 I +D+O.IS0l, I +0.60D )1.18 Distance (it) JW I DOnly I +D+l1 I +D+0JSDl1 I +0,60D I l1Only Page 32 File: BEams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• ' . . 44,41 Si.18 6151 4128 Project Title: Page 33 Engineer: Project ID: Project Descr: Wood Beam File: B ams.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• ... ' DESCRIPTION: 4x6 JOIST CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties . . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc -Prll 1,300.0 psi 1,300.0 psi 850.0 psi 520.0 psi 165.0 psi 625.0 psi E : Modulus of Elasticity Ebend-xx 1,200.0 ksi Eminbend -xx 440.0ksi Wood Species : Douglas Fir-South Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(045) (0 .135) D 0.025 Lr 0.04 4x6 Span= 7.750 ft Density 28.720pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Point Load : D = 0.450, E = 0.1350 k @ 3.875 ft, (Max Possible Reaction @ MidPoint) Uniform Load : D = 0.0250, Lr= 0.040, Tributary Width = 1.0 ft, (TYP Roof Load D+L) DESIGN SUMMARY rimum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.474 1 4x6 720.56psi 1,521.00psi DOnly 3.875ft Span# 1 0.056 in 0.000 in 0.221 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio = Ratio = Ratio = Ratio = Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 1658>=360 0<360 420 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment length Span# M V Cd CFN C1 Cr Cm Ct CL M fb DOnly Length = 7.750 ft 0.474 0.163 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.06 720.56 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length= 7.750 ft 0.438 0.169 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.36 924.78 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length= 7.750 ft 0.414 0.156 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.28 873.73 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length= 7.750 ft 0.160 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 432.33 +1.109D+0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length= 7.750 ft 0.342 0.116 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.36 923.86 +1.109D-0.70E 1.300 1.00 1.00 1.00 1.00 1.00 Length = 7.750 ft 0.250 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.99 674.83 +1 .082D+0.5250E 1.300 1.00 1.00 1.00 1.00 1.00 = = F'b 0.00 1521.00 0.00 2112.50 0.00 2112.50 0.00 2704.00 0.00 2704.00 0.00 2704.00 0.00 Design OK V 0.00 0.31 0.00 0.45 0.00 0.41 0.00 0.19 0.00 0.39 0.00 0.30 0.00 0.169: 1 4x6 34.87 psi 206.25 psi +D+Lr 7.297ft Span# 1 Shear Values Iv 0.00 F'v 0.00 24.20 148.50 0.00 0.00 34.87 206.25 0.00 0.00 32.20 206.25 0.00 0.00 14.52 26400 0.00 0.00 30.53 264.00 0.00 0.00 23.16 264.00 0.00 0.00 Wood Beam ••• I DESCRIPTION: 4x6 JOIST Load Combination Max Stress Ratios Segment Length Span# M V Length = 7.750 ft 1 0.323 0.110 +1.082D-0.5250E Length = 7.750 ft 0.254 0.089 +0.4907D+0.?0E Length = 7.750 ft 0.177 0.059 +0.4907D-0.70E Length = 7.750 ft 1 0.085 0.031 Overall Maximum Deflections Load Combination ,-.. J.J "-I .::1. ,.; J.J C: Q) E 0 :E +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Lr Only E Only 1.4 LO 0,7 0.3 MEMBER···>> 0,74 Span 1.50 Project Title: Engineer: Project ID: Project Descr: Cd C FN Ci Cr Cm Ct CL 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Max.'-' Defl Location in Span Load Combination 0.2213 3.903 Support notation : Far left is #1 Support 1 0.477 0.068 0.322 0.477 0.438 0.193 0.369 0.357 0.240 0.155 0.068 Support 2 0.477 0.068 0.322 0.477 0.438 0.193 0.369 0.357 0.240 0.155 0.068 Dist~e(ft) Page 34 ile: B ams.ec Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.2• • Moment Values Shear Values M lb F'b V fv F'v 1.28 873.03 2704.00 0.37 28.95 264.00 0.00 0.00 0.00 0.00 1.01 686.26 2704.00 0.30 23.42 264.00 0.00 0.00 0.00 0.00 0.70 478.06 2704.00 0.20 15.56 264.00 0.00 0.00 0.00 0.00 0.34 229.04 2704.00 0.11 8.19 264.00 Max.'+' Defi Location in Span 0.0000 0.000 Values in KIPS 5.32 b,84 7.ol I DOnly I +D+l, I +D+D.7SDl1 I tD.&DD I tl.1D9D+D.70E I +1.ID90-D.7DE I +1.D82DtDS2SDE I tl.D82D·D.S2SDE I tD.49D7DtD.7DE I tD.49D7D-D.7DE Wood Beam •:• . DESCRIPTION: 4x6 JOIST 0,24 r.. 6 MEMBER .. ·» I. '11 Q) .r:. 1/1 -0,24 -0,48 ~ ~ 0}4 sJ. I.SO Project Title: Engineer: Project ID: Project Descr: ---. ~ ~ ~ !!!!E: ~ 2,26 J.03 5.32 6,08 6,84 Distcrre (ft) I DOnly I +D+t, I +D+0JS0l1 I +0.60O I +l.109D+DJ0E I +1.109D-0.70E I +I.DSlD+D.mDE I +1.D82D·D.mDE I +0.4907D+0J0E I +0.4907D·0J0E MEMBER···» '2' .0.11 v [: G) 0 -0.17 -0.23 0}4 I.SO 2.26 3.03 m Distance (ft) 4.55 5.32 I DOnly I +Dtl, I +D+0.7S0l, I +0.6DD I +D+DJ0E I +D+D.mDE I +0.60Dt0.70E I l1O1iy I EOnly 6,08 6,84 Page 35 r;:::: TABLE NO. 25-A-1-AlLOWABLE UNIT STRESSES-STRUCTURAL LUMBEA-(Conlinued) Alowable Unit Stresses tor Structural Lumber-VISUAL GRADING (Nonnal loading. SN also Section 2504) ALLOWAILEUNtT S'rRESSESIN POUNDS PER SQUARE INCH EXTREME FIIER IN ■ENDING .. f O .. CC1ffl111'811· Comsn• lnll-TenakNI "°""'· .... MODULUS SIZE ....... .......... , ....... Hoddntal ~ ,.,. ... OF SPiCIISAND CLASSIFJ. UNI ...... IDCI_,. .... taGralft to~ EUSTICITY cOll•ERCIAl GIIADE CATIOII l$lnOlt) u ... "F, .. ..~., .. "J:,.J. •• "Fe" "E" DOUGLAS FIR -LARCH (Surfaced dry or surfaQCd green. Used at 19 .. max. m.c.) DOUGLAS FIR -LARCH (North) Dense Selec:t Structural 1ASO 2800 1400 95 4SS 1850 1,900,000 Select Structural 2100 2400 1200 9S 38S 1600 1,800,(XX) OenscNo.1 ~50 2400 1200 9S 4SS 1450 1,900,000 No. J 2• to 4• 1750 1.0SO JOSO 9S 385 1250 1,800,(XX) Dense No. 2 thick 1700 1950 1000 9S 4SS 1150 1,700,000 No.2 2" to 4" 1450 1650 8,0 9S 385 1000 1,700,000 No.3 wide 800 925 47S 95 l8S 600 1,500,000 Appear~ 1750 1.0SO IOSO 95 385 1500 1,800,000 Stud IOO 92S 475 9S 385 600 1,S00,000 Construction r to 4• IOSO 1200 w 95 385 llSO J,S00,000 Standard thick 600 675 3SO 95 38S 925 1,500.000 Utility 4" wide 27S 325 175 95 385 600 1,S00,000 2100 2400 1400 95 455 Dense Select Structural 1650 1,900.000 Select Structural 1800 ~ 1200 95 38.S 1400 1,800,000 Dense No. I 2" to4" 1800 20.SO 1200 95 455 J4SO 1,900,000 No. l thick ISOO )'750 1000 95 385 1250 1,800,000 n.., __ ..,_ , c• __ .,. 14~ 1700 77.S 95 4~C 1,vt I .. nn nnn I ND.2 wider I.OU 14SO G>U 9!1 JG, 1050 1,700,000 AO • .J &JIU ~lllU ~ fQ fUV ,,, .,~ ~ '01:> 1,:;w,uuu Appearance 1500 1750 1000 9S 385 1500 l,800,<m \ 2x6 #2 Joists (Continued) U.I.C.STDS UNDER WHICH GRADED 25-2 2S-3 and 25-4 (See footnotes 2through9, I 1, 13, lS and 16) I -! ~ ::I 0 z "tl Ill <O CD w a, COMIINATION SYMBOL , 16P 18f• 20P llf'• '; 24F .. )' 2' 3' 4' S" 16P 20P 24f' 1' TABLE NO. 25-C-1 PART A-ALLOWABLE UNIT STRESSES FOR STRUCTURAL GLUED-LAMINATED SOFTWOOD TIMBER FOR NORMAL LOADING DURATION-VISUALLY GRADED ALLOWABlE UNIT STRESSES IN POUNDS PER SQUARE INCH EXTREME FIBER IN BENDING (F,J' HORIZONTAL SHEAR (Fr.+ WHEN LOADED: COMPRESSION Load Plflllet to Load Perpendlculal TENSION COMPRESSION PERPENDICULAR MODULUS OF NUMIEROF WldeFaceot to Wide Face of PARALLEL TO PARALLEL TO Parallel to Per;ndlcullr TOGRAIN ELASTICITY LAMINATIONS Llrnlnatlon1 Lamlnatlona GRAINlFd GRAINtFJ WldlFaoe to ldtFace (fdJ (E) 2 , • 5 8 7 • t 10 DRY CONDITIONS OF USE' Doql• Fir and Westem L■n:h• 4 or more -1600 900 1500 -16.S .385 1,600,000 4 or more -1800 900 ISOO -16.S 385 1,700,000 ◄or more -2000 1000 1500 -165 385' 1,700,<XX> - 4or more -2200 1000 1S00 -16' 335•• 1,800,000 4ormore ~ -"9t-2400 1000 1500 -I➔ 165 385• -~ 1,800,000 4or more• 900 1200 900 1500 14.S 16S 385 1,600,000 4ormore• I.SOO 1800 1300 1800 145 165 385 1,800,000 4or more' 1900 2200 1400 2100 145 165 4SO 1,900,000 401 more• 2100 2400 1500 2000 145 165 410 2,000,000 4ormon:' 2300 2600 1600 2200 145 165 450 2,100,000 DRY CONDITIONS OF USE' DOUGLAS Fl A AND WESTERN LARCH OUTER LAMINATIONS AND WESTERN WOODS IN N£R LAMINATIONS• II or more -1600 800 1200 -145 38.S' 1,soo.000 12 or more -2000 900 1250 -145 450 1,"100,000 12or more -2400 1100 1300 -145 450 1,800,000 4or more sis ------1,000.000 (Continued) ... ~ ffl C ~ 0 z N "' "U Q) <O (1) <.,J --I 50HCQD14 UNIT STD UNIT l[IGHT CORN[R CORNER COil:NU COh1£R 1[1GMT I At IEJGHT f8) IElGHT tC> l[(GHT IOI 50TCQ*14 UNIT DIMENSIONS (cont) C.G SOTCODU 1.)70 623 JS9 1'3 361 16• J16 I.U 32.t 141 S1 112 [U&DI 29 112 !750) 2• 16101 SUNDARD UNIT WEIGHT IS l)Tl+OUT [L[CTRJC HEAT & WJTKOUT PACUGI.IIG FOR OPTIONS 1 ACC[SSORIES, R[F[JI TO THE PIODIJCT DATA CATALOG. CORNER D ... I ___ _ TOP ~57.5"__.i . D n , I LJ ~ ~ I N 00 = FRONT CORNER C 0 0 = 00 "" 05/2?/12 ,-------a1-11• -------+--32·314 1206' 9) {8)2.51 • t .7 ll \©· H-l/16 [111'] • t • SUPi'LT IHTURII Ali AIR HORIZONTAL ECONOMIZER 50TCO 14 SINGLE ZONE ELECTRIC 50 TM500765 HEAT PUMP Sl·ll8 [ 12981 '" B m Q) tn (1) C :::, -· ... C. -· 3 (1) :::, tn -· 0 :::, tn ,..-.. (") 0 :::, ... "-" MOTES. 1. DIM[NSlONS U[ IN INCHES. Dllil[NSIOIIS JN I J ARE IN MILLIMEHIS ((NT(R Of GIUVJff 3 ... DIRECTION Of AIR HOI rILTCIHCOWOMIZER ACCESS PAN[L (DISPOSAStE r1LJERS1 C~PR(SSOR INDOOR COIL .ICCESS P.O:[t n 00 = / PIESSURE GAUGE IUWOLJ BACK ACCESS SLOT 4·S/8 lllll I COND COIL t CONOENSfR COil 4·311 11111 ACC£SS PANEL \ 1------U•)l8-----..J [1'091 COND£MS£R COil 00 12·1/2 15731 20·1'2 UUl 18·118 145,J 15 13801 r SJ·l/8 (U56J 50TCQ*I4 UNIT DIMENSIONS IINIHD ~ 0 '°' ·"· TIU to(IIM(U I$ fl{ ~IQPIITT Of curJU tottolUIOII SUIMIUIO. Of 1-(Sl tll'U IIIGS Ot OOClllllflS T£(Hll0l0GJCS .STUC.IH, IT AIII IS Df:llltlU IIPOI Tll flPllU COltUIO. lllH TM. DOU -OI C011Ulttl£ PIil PUfOIUNC( Ot CARRIER 1m1 ~g:::.m,:!~\ ::rn,•i~~O 0. VSII tll.WI UlllEI •CCl'l.lJICI or COIIUCI C0Nll[(TI0N S!l[S 8 2 lfl" [Ul DI.Ii POIIER SUPPLY HOLE -----61•11~ -----------52·1/8---~ D J/8" 1121 DIA FIELD COIHIIOL IJRIHG HOLE O,JIOU L HCTOlf IIISTAU[O DIS(OH[<T (1552) 1 n•• 1 ECONOll)l[R HOOD lY[RTICll) TIO-POSITION DAMPER MOOD (VERTICAL AND MORIIONTAl I IOPTIONAU t--~---J-16 16&01 12·518 {)21 J I U·l/8 (11261 = 10·113 [259 ] •1-112 110551 l 1' -ll----l----l-16-114 t3S6I (4121 EUCTRIC HEU ACC£SS PANEl INDOOR BLOIER ACCESS PAN(L uou .. RETUIIII "' SUPPLT '1R ( l/4"·1• NPT CONO[NSiHE DRAhl r 118" 1221 DI• FIELD CONVEMHNCE OUTLET HOU ACCESSOIU ,o oos 0OI 001 11·115 13021 THRU·TH[·BAS[ CHART THESE MOt[S REOUIRED FOR USE Ci8HIPWROOSAOD. ODUOD. DO lAOD THREADED I UI( R[o·o IIOLE CONDUIT SIZE USE SIZES IMAX.I 1/Z" "' 118" 122 21 1a· '" l/8" 122.21 111,4• POIU 1 1 IZ' 138. 11 IIZ" "' 118" IU.ll 1 /l* '" 118" 122. l l 1 1n· POWEii l" (50 81 1/l* ,cc 118' lll.ll Ill' 1" 118' IU.21 ,. PO'l[I 21,Z' 1&3.51 r0R 'THRU-TH( ·81S[PAN" fA.CIOllt OPTION. flTTlltGS r0R X l T ARE PROVIDED AS SPECHIED ON "006' ,4-J/8 [\l!J )4-1/2 18761 OUTSIDE AU 2-S/8 HP l'1l BASE RAIL WIDTH 1-----------115·718 -----------' 6·118 (i54J 41·112-- (10561 129421 FRONT ,PEKUlS 05/22/ 12 SUPPLY I Al!I .. RHI/Rll t .,. R !GHT 50TCO 14 SINGLE ZONE ELECTRIC HEAT PUMP 8.IROM[TRIC / POl£1 IIHIH [IH.11/Sl fLOI S0Tt-1500765 B N) w 50HCQD12 "'" ti:f~c, tc~:~[~o, LBS, IG, SOMCOD12 l51 HO n:\g:;~~~1l rii~~ilct~1~rl,c\ici:~c,~~~f t1i:~l1:t~~Gl~. COR~ER A COR~ER TOP I I L-0 = FRO~! C.G. I r ' 51 IU48J ll 112 18001 21118 15)1 1 COR~ER B COR~ER C 0 0 = 0 ,.,, M'tlCUU 05/22/12 .. i~ij~ifr~,rj~,~~,J:' 81 ·114 32·)14 12ou.,1 [8)l,5J • t HOIJZ~Ul -, c:: ECO't()tilll£1 23·1 I~ HOOO (590.SJ ~ 10,TIQ!tAll __ I -I C .. 3: t"l'I IETUI\ z "' (l'J 0 .. ~ SUPPL T C AIR i z ~ c:: ~ -I .. 7 (l'J N t"l'I Sl ·ll8 ... .... f1Ztal N l \@· ri' i,.1,u (1119) 0 I a -• t • SUPPLT l(TUI~ "' All HORIZONTAL ECONOMIZER SOHCO 12 Sl~GLE ZO~E ELECTRICAL SOTMSOI040 KY H[AT PU P A ~ (Jl ROOF CURB ACCESSORY• CRRFCI..AB001A01 CRRFCl.A.B002A01 542" (1377] I 211•· 1552.2) .... 12601 L " (385 8J I I r ~:i;I I oo· " ,,,. ,, I I 175• 144 Sj I _J f-- ,.. (610) 1196" '""-'1 - 1085, 1045, 1034 NOTES: 1 ROOFCUR8 ACCESSORY IS SHIPPED DISASSEMBLED. 2 INSULATED PANELS 25'-[1"JTHK. POLYURETMANE FOAM. 4'.5{1-J/4] • DENSITY 3 OiME.NSIONS IN ( J ARE IN MILLIMETERS 4 ROO~URB 18 GAGE STEEL 5 ATTACH DUCTWORK TO CURB (FLANGES OF DUCT REST ON CURB)._ 6. SERVICE CLEARANCE 4 FEET ON EACH SIOE. 1 ~ OIRECTIONOfAIRflOW 8. CONNECTOR PACKAGE CRBlMP'NROOlA01 IS FOR THRU-THE-CURB GAS TYP'E PACKAGE CR8TMPWR003A01 IS FOR THRU-THE-BOTTOM TYPE GAS CONNECTIONS RETuRNAlR OPENING 7 708 r I [1500.2 "A" l CONNECTOR PKG ACC GASCONtECTION TYPE GAS FITTING CRBTMPWR001A01 THRU THE CURB 314" (19] NPT CR8TMPWR003All1 THR\J THE BOTTOM 112"(12 7] ,.:>y 1-314" 144 SJ 1-,,_,, •. l4HJ SECTION E-E SCALE O 250 89'16121751WIDE INSUl.ATEDDECKPANEJ.. GAS SERVICE PLATE }d• THRU THE CURB ORILLHOLE 0 : ~l~:ktv (IF ! REQUIRED) (SEE NOTE ita) •. POWER WIRING CONTROL WIRNG ACCESSORY CONVENIENCE FITTING FITTING OUTLET WIRING CONNECTOR 3/◄"119INPl 11'l"(12.71NPT 112"112.7]NPT fg)113141445J - f----218'"-""7 E E ·1 f"5<7J L ~7 J 3219" • 181161 I SUPPLY ,._IR 1603' OPENING 14072) I ~2041° --300' (5183) [762) -1378" -.,,, .. (3500) I1033.SJ VIEW"B" CORNEROETAI... GASKE (SUPPUEO WITH CUR8) (FELDsvPPLEO) l'YPICAL (◄) SIDES SEEVIEW"B" ING FELT OSUPPl.lED) CERTIFIED DRAWING OVERAI..J. DIM !1'•7 318" WASS 7 718. 18GA A MA TERIAI. WA 16 GA_; NAIL ""ELD SUPPllEO WAS STRIP IEOJ ING MATERIAi. 0 SUPPLIED) D◄/22111 MMC 1067898 OAA-«.R:Ei.LASELEV£l , .......... $-E3 ~CTJl)N _,...._ ENCMERNCREOlMOf!fNIS r.oos. v-0)2 M'.IOtH . t---i~W~IT~HC~UR=B------------if---i--+--f--f-----J~ ~ fCI\INO PURCtt PRODUCTION UN.ESS OTr,EqwlS£ SPECFIEO OIME~~:~s ""c >O<C '"'' """ ±-±-±-±!' ---1041738 fl«.NEA:IHG --..... ,.. O<IECiCE" MMC 06117nt CURB ASY, ROOF D 48TC400427 B ~ • J> (') (') CD (/J (/J 0 -& '< C. -· 3 CD :::, := (/J 0 -· 0 0 'Tl n :::, C: (/J el r:::, ITI ~ r;; C: ~ ~ sa N ITI (/) 0 ~ ' 0 °' .. . a, ,._ _ 0 '-- ? V RO O F CU R B DE T A I L S • UN I T SI Z E 12 0 6 ® - F~: 0 - .. • i < cC ~ ! • i ! ~ i D- -- - - - -~ ~ - - - - - !!: : = ! ~ t :; :i '; ; « 1- c l r- - W ~ ¥ 9 7 ~ r = t = = ~ = l = = = = = = = l = = ~ - _ _ j _ i l . . !i M- ~~ -- - - - -- o 7 :J :: _ < :: : 5 -- .L N O l ! : J Pa g e 42 Ct i l i P ► 27 ...... (J1 50HCQA04 50HCQA06 COR~[ R A COR~£R D 11111 jOr J I I I I E~g:,c~u US. lG. 130 51 0 TOP -"' --I FRONT C.G, -. 1-'l I J I I UC.\• COR~£R B COR~£R C I LJ ITC CUSSlf!Citl°" U.S. [CC : SR :7 ll!CI [C~n~~mo I ,!d~L,!,_, ~~=1"""'oJ.J ____ 7 -t L£fT RIGHT L-----~-=--=--=--=----_-_-_-_J~fRO~T I L ---------/t,la L_: ~FACE Fl<ONT LEFT BACK BACK W/f()(J[) RGfiT TCf' ct.EAR SERVICE wmt ScRVICE Wlllt 00\CCWl.CTIVE BAR!<IEI< CCWl.CTIVE BARRER Ji 1,1,.,,1 l8 1121 9ml A2 110iln,l l8 11119,..J 2 110iln,J 8 1121g,..i Ji 191 ,,..1 Ji 191 .,.I Ji 1,Hnnl OPERATN;; CLEARW:E 18 I 51..,J 18 IA5lnnl 18 I 5lN>l 18 I 51..,J 18 I 51'ml SM[[T 0£1[ 01/03119 SUP[ICCDCS 71 I 181,,..1 "' l81Wl01800 B J Of l ' • HGA Project : Subject: Comm No.: Name: Cisco Anchorage 3215-01 0-00 JAT Page: Date: of 2019 CBC & ASCE 7-16 EQUIPMENT ANCHORAGE FORCES -50TCQO14 Fpvt "' ::,: C.G ... _ J Fp ... Wp l "' El EYAJ]ON Seismic w C.G-+-l Fp 0 . .3Fp PLAN YIEW Height, H = 51 .0 in Height to center of gravity, z = 24.0 in Width, W = 53.5 in Overturning Dimension, w = 49.5 in # of anchors in tension, #r,w = 2 X = 29.5 in x' = 24.0 in Length, L = 114.0 in Overturning Dimension, I = 110.0 in # of anchors in tension, #r,1 = 2 y = 57.5 in y' = 56.5 in Weight, WP= 1800 lbs # of anchors in shear, #v = 4 Height of component with respect to grade, z = 18 ft Average roof height, h = 18.0 ft Seismic design requirements for equipment are based on ASCE 7-16, Chapter 13. COMPONENT AMPLIFICATION FACTOR ASCE Section 13.5, 13.6 & ASCE Table 13.5-1 , 13.6-1 COMPONENT RESPONSE MODIFICATION FACTOR ASCE Section 13.5, 13.6 & ASCE Table 13.5-1 , 13.6-1 DESIGN SPECTRAL RESPONSE ACCELERATION CBC Section 1613A.3.4 & CBC Equation 16A-39 COMPONENT IMPORTANCE FACTOR ASCE Section 13.1.3 ATTACHMENT FACTOR IN CONCRETE OR MASONRY ASCE Section 13.4.2.1 and ACI 318-10 sec D3.3.4.3 d SEISMIC DESIGN FORCE ASCE Section 13.3.1 & ASCE Equation 13.3-1 ASCE Section 13.3.1 & ASCE Equation 13.3-2 ASCE Section 13.3.1 & ASCE Equation 13.3-3 SEISMIC DESIGN FORCES (ASD) ASCE Section 13.1.7 & 13.3.1 ASCE Section 13.1.7 & 13.3.1 DESIGN FORCES Fp,n = FP ,Aso •WP• n factor= 492 lbs OTM = z • Fp,n = 11809 lb-in F pv,ASD = 197 lbs DLRM = (0.6Wp -Fpv,Aso) • Xmin = 21197 lb-in F p = 0.4*ap *Sos *Wp/(Rp/1p)(1 +2z/h) Fp.max = 1.6*Sos*lp*Wp Fp.mln = 0.3*Sos*I/Wp Fp,ASD = 0.7(Fp,govem) Fpv,ASD = 0.7(0.2*Sos*Wp) T = OTM-DLRM W *#r,w 0.3 • OTM + I * #r,1 V = Fp,ASD,O • (2 • Ymax / L) #v /V is aooroximate when number of anchors exceeds 4) ap = 2.5 Rp = 6.0 Sos= 0.781 Ip= 1.00 n factor= 1.0 Fp = 0.391 Wp Fp,max = 1.250 Wp Fp,mln = 0.234 Wp Fp,ASD = 0.273 Wp F pv,ASD = 0.109 Wp T=~ V=B USE 1/2"0 LAG SCREWS W/ 2 1/2" PEN AT 6" OC AT PERIMETER Page 44 HGA Project : Cisco Subject: Anchorage Comm No.: 3215-010-00 Page: of Name: JAT Date: 1/28/20 2019 CBC & ASCE 7-16 EQUIPMENT ANCHORAGE FORCES· 50HCQO12 w Height, H = 57.0 in Height to center of gravity, z = 21.0 in Width, W = 63.0 in Overturning Dimension, w = 59.0 in Fpvl >, :,: C.~-...J I Fp ... Wp >, ELfYA]QN Seismic X x' C.G+-I Fp 0 . .3Fp PLAN YJEW # of anchors in tension, #r ,w = 2 x=31 .5in x' = 31 .5 in Length, L = 114.0 in Overturning Dimension, I = 110.0 in # of anchors in tension, #r., = 2 y = 57.0 in y' = 57.0 in Weight, Wp = 1800 lbs # of anchors in shear, #v = 4 Height of component with respect to grade, z = 18 ft Average roof height, h = 18.0 ft Seismic design requirements for equipment are based on ASCE 7-16, Chapter 13. COMPONENT AMPLIFICATION FACTOR ASCE Section 13.5, 13.6 & ASCE Table 13.5-1 , 13.6-1 COMPONENT RESPONSE MODIFICATION FACTOR ASCE Section 13.5, 13.6 & ASCE Table 13.5-1, 13.6-1 DESIGN SPECTRAL RESPONSE ACCELERATION CBC Section 1613A.3.4 & CBC Equation 16A-39 COMPONENT IMPORTANCE FACTOR ASCE Section 13.1.3 ATTACHMENT FACTOR IN CONCRETE OR MASONRY ASCE Section 13.4.2.1 and ACI 318-10 sec D3.3.4.3 d SEISMIC DESIGN FORCE ASCE Section 13.3.1 & ASCE Equation 13.3-1 ASCE Section 13.3.1 & ASCE Equation 13.3-2 ASCE Section 13.3.1 & ASCE Equation 13.3-3 SEISMIC DESIGN FORCES (ASD) ASCE Section 13.1.7 & 13.3.1 ASCE Section 13.1.7 & 13.3.1 DESIGN FORCES F p = 0.4*ap *Sos *Wp/(Rp/lp)(1 +2z/h) Fp.max = 1.6*Sos*lp*Wp Fp,min = 0.3*Sos*lp*Wp Fp,ASO = 0.7(Fp,govem) Fpv,ASD = 0.7(0.2*Sos*Wp) Sos = 0.781 Ip= 1.00 o factor= 1.0 Fp = 0.391 Wp Fp,max = 1.250 Wp Fp,min = 0.234 Wp Fp,ASO = 0.273 Wp Fpv,ASO = 0.109 Wp Page 45 Fp,o = FP,Aso • Wp • n factor = 492 lbs OTM = z • Fp,o = 10333 lb-in F pv,ASO = 197 lbs DLRM = (0.6Wp -Fpv,Aso) • Xmin = 27820 lb-in T = OTM-DLRM W • #r,w + 0.3 * OTM I * #r,1 V = F p,ASO,0 • (2 • Ymax I L) #v T=B V=B (Vis approximate when number of anchors exceeds 4) USE 1/2"0 LAG SCREWS W/ 2 1/2" PEN AT 6" OC AT PERIMETER HGA Project : Cisco Subject: Anchorage Comm No.: 3215-010-00 Page: of Name: JAT Date: 2019 CBC & ASCE 7-16 EQUIPMENT ANCHORAGE FORCES -50HCQA04 Fp•I >- :J:: C.G+-..J Fp Wpl >- EI E'JATION Seismic w X . . C.G..__ l Fp 0.3Fp PLAN YIEW Height, H = 33.8 in Height to center of gravity, z = 18.4 in Width, W = 44.0 in Overturning Dimension, w = 40.0 in # of anchors in tension , #r,w = 2 X = 23.4 in x' = 20.6 in Length, L = 74.5 in Overturning Dimension, I = 70.5 in # of anchors in tension , #r,1 = 2 y = 35.4 in y' = 39.1 in Weight, WP = 740 lbs # of anchors in shear, #v = 4 Height of component with respect to grade, z = 18 ft Average roof height, h = 18.0 ft Seismic design requirements for equipment are based on ASCE 7-16, Chapter 13. COMPONENT AMPLIFICATION FACTOR ASCE Section 13.5, 13.6 & ASCE Table 13.5-1 , 13.6-1 COMPONENT RESPONSE MODIFICATION FACTOR ASCE Section 13.5, 13.6 & ASCE Table 13.5-1 , 13.6-1 DESIGN SPECTRAL RESPONSE ACCELERATION CBC Section 1613A.3.4 & CBC Equation 16A-39 COMPONENT IMPORTANCE FACTOR ASCE Section 13.1.3 ATTACHMENT FACTOR IN CONCRETE OR MASONRY ASCE Section 13.4.2 .1 and ACI 318-10 sec D3.3.4.3 d SEISMIC DESIGN FORCE ASCE Section 13.3.1 & ASCE Equation 13.3-1 ASCE Section 13.3.1 & ASCE Equation 13.3-2 ASCE Section 13.3.1 & ASCE Equation 13.3-3 SEISMIC DESIGN FORCES (ASDI ASCE Section 13.1 .7 & 13.3.1 ASCE Section 13. 1. 7 & 13.3.1 DESIGN FORCES F p = 0.4*ap *S05 *Wp/(Rp/1p)(1 +2z/h) F p.max = 1.6*Sos *lp*Wp Fp,min = 0.3*Sos*lp*WP F p,ASO = 0. 7(F p,govem) Fpv,ASO = 0.7(0.2*Sos*Wp) ap = 2.5 Sos= 0.781 Ip = 1.00 o factor = 1.0 Fp = 0.391 Wp Fp,max = 1.250 Wp Fp,min = 0.234 Wp Fp,ASO = 0.273 Wp Fpv,ASO = 0.109 Wp Page 46 Fp,n = FP,Aso •WP* n factor = 202 lbs OTM = z * Fp,n = 3722 lb-in Fpv,ASO = 81 lbs DLRM = (0.6Wp • Fpv,As o) * Xmin = 7480 lb-in T = OTM -DLRM W *#r,w + 0.3 * OTM I • #r.1 V = Fp,ASO,Cl • (2 • Ymax / L) #v T=0 V=~ (Vis approximate when number of anchors exceeds 4) USE 1/2"0 LAG SCREWS W/ 2 1/2" PEN AT 6" OC AT PERIMETER Building Permit Finaled Revision Permit Print Date: 07/24/2025 Job Address: 2320 CAMINO VIDA ROBLE, Permit No: Status: {cityof Carlsbad PREV2024-0209 Closed -Finaled Permit Type: BLDG-Permit Revision CARLSBAD, CA 92011-1562 Work Class : Commercial Permit Revision Parcel#: 2130500800 Valuation: $0.00 Occupancy Group: R-3 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type :VB Orig. Plan Check#: CBC202 3-0265 Plan Check #: Applied: 10/23/2024 Issued: 12/12/2024 Finaled Close Out: 07/24/2025 Final Inspection: INSPECTOR: Description: CISCO LUXTERA: 3,615 SF OFFICE// REMOVE ROOMS 1027,1030,1044, AND 1085 FROM ORIGINAL SCOPE OF WORK. Applicant: CHRISTOPHER MILLER 2658 DEL MAR HEIGHTS RD, # 418 DEL MAR, CA 92014-3100 FEE BUILDING PLAN CHECK REVISION ADMIN FEE FIRE Plan Review (per hr -Regula r Office Hours) THIRD PARTY REVIEW -Consultant Cost (BLDG) Total Fees: $655.00 Total Payments To Date: Building Division $655.00 Contractor: HITT CONTRACTING INC 2900 FAIRVIEW PARK DR FALLS CHURCH, VA 22042-4513 (703) 846-9000 Balance Due: 1635 Faraday Ave nue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $440.00 $180.00 $0.00 Page 1 of 1 . ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov {byCityStaffl {l,r,\ ( ,Ci( Original Plan Check NumberC8C-JOJJ-OJ C,S-Plan Revision Number -:PK11V lo::2-~ --OJD \ ProjectAddressZJZO Ct/MINO V//J,'r ~O~~& .::/p /00 General Scope of Revision/Deferred Submittal: COAi 5'7)(2 vC-'1J fliV C 11rl'N"6e, FD/< 7-..X., t ~ /'Wf(V) 7 CONTACT INFORMATION: 'Me1t~· K/IY1 978#/fwP A .AA (~El} ~~ u?/ r7 ob Fax f?.!tf.~9.?.T.]72, Name .,, <,7;-f,q, I 5 rY//~ Phone 'OJ 71• ]/(!)., ..J .:> 1 Address u.ra .i?u ,#At/.. 111!{6{,fff" ~.4/-'lf! City db: /l'Jt1IZ Zip 9ZtJ/~ Email Address CIJ1 /I/er #ts!. ¥qhd(J. a; /YI {C'pj///er '2.5<1; v~O . ~) r / Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. / 1 . Elements revised: !tf' Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail 4. Does this revision, in any way, alter the exterior of the project? 0 Yes 5. Ynewfloorarea/s)? 0 Yes ef"~ 6. Does this revision ect a y fire related issues? /TI Yes ~ No 3. List page(s) where each revision is shown 7. Is this a full set re lace nt ( heels)? [){ Yes D No ih::! ~ £S'Signature __ -4--_ ___;;,_ __ -=-::~~::,_::-_::-_::____ Date d'l_7_V/j_1/~:Zi_y ____ _ 1635 Faraday Avenue, Carlsbad, CA 92008 ft}: 760-602-2719 ~: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov October 30, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Revision TI Cisco Luxtera Address: 2320 Camino Vida Roble Applicant Name: Chris Miller Applicant Email: Cmi11er259@yahoo.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: A-3/8/F-1 Occupant Load: 28 at areas of remodel Type of Construction: HI-B Sprinklers: Yes Stories: 1 Area of Work (sq. ft.): 3,517.9 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: Revision, no valuation or floor area. Attn: Building & Safety Department, True North COMPLIANCE SERVI CES City of Carlsbad -FINAL REVIEW City Permit No: PREV2024-0209 True North No.: 24-018-962 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: One (I) copy dated October 21 , 2024, by HGA. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Review No. Hourly Rate Hours Total 1st Review $120.00 1.5 $180 Total $180 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Alaa Atassi -Plan Review Engineer