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Home My WebLink About2285 RUTHERFORD RD; ; CBC2021-0078; PermitPrint Date: 08/03/2021 Permit No: CBC2021-0078 Building Permit Finaled Commercial Permit Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: 2285 RUTHERFORD RD, CARLSBAD, CA 92008-8815 BLDG-Commercial 2120620800 $2,243,655.00 Work Class: Lot #: Project #: Tenant Improvement Status: Applied: Issued: 03/10/2021 05/06/2021 Finaled Close Out:B/S-1 #of Dwelling Units: Track #: Plan #: Closed - Finaled TKers Plan Check #: Inspector:Orig. Plan Check #:Bathrooms: Final Inspection:08/03/2021 Bedrooms:Construction Type:III-A 147Occupant Load: 2019Code Edition: YesSprinkled: QUIDEL: STRUCTURAL STEEL PACKAGE FOR EQUIPMENT PLATFORM AND EGRESS STAIRS (E-REVIEW)Description: Project Title: Applicant: MCFARLANE ARCHITECTS, INC CECILIA KRUMP 6256 GREENWICH DR, # 510SAN DIEGO, CA 92122-5941-SAN DIEGO (858) 453-1150 Contractor: PREVOST CONSTRUCTION 400 S SIERRA AVE, # STE 201 SOLANA BEACH, CA 92075-2262(858) 720-8559 AMOUNTFEE BUILDING PERMIT FEE ($2000+)$6,009.56 BUILDING PLAN CHECK FEE (BLDG)$3,170.30 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 FIRE F Occupancies TI $628.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MANUAL BLDG PLAN CHECK FEE $1,036.39 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $90.00 STRONG MOTION-COMMERCIAL $628.22 Total Fees:$13,425.47 Total Payments To Date:$13,425.47 Balance Due:$0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad CA 92008-7314 ï 760-602-2700 ï 760-602-8560 f ï www.carlsbadca.gov Building Division Page 1 of 1 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov % 3DJHRI5HY &200(5&,$/ %8,/',1*3(50,7 $33/,&$7,21 % WůĂŶŚĞĐŬ Ɛƚ͘sĂůƵĞ WĞƉŽƐŝƚ ĂƚĞ ^ƵŝƚĞ͗:ŽďĚĚƌĞƐƐ WE͗ dĞŶĂŶƚEĂŵĞ͗ zĞĂƌƵŝůƚ͗ͺͺͺͺͺͺͺͺͺͺͺKĐĐƵƉĂŶĐǇ͗ͺͺͺͺͺͺͺͺͺͺͺŽŶƐƚƌƵĐƚŝŽŶdǇƉĞ͗ͺͺͺͺͺͺͺͺͺͺ&ŝƌĞ^ƉƌŝŶŬůĞƌƐ͗yes no ͬ͗yes no Z/&^Z/Wd/KEK&tKZ<͗ dŚŝƐƉĞƌŵŝƚŝƐƚŽďĞŝƐƐƵĞĚŝŶƚŚĞŶĂŵĞŽĨƚŚĞWƌŽƉĞƌƚǇKǁŶĞƌĂƐKǁŶĞƌͲƵŝůĚĞƌ͕ůŝĐĞŶƐĞĚĐŽŶƚƌĂĐƚŽƌŽƌƵƚŚŽƌŝǌĞĚŐĞŶƚŽĨƚŚĞ ŽǁŶĞƌŽƌĐŽŶƚƌĂĐƚŽƌ͘The person listed as the Applicant below will be the main point of contact throughout the permit process. WZKWZdzKtEZ WW>/Ed WZKWZdzKtEZ^hd,KZ/'EdWW>/Ed EĂŵĞ͗ EĂŵĞ͗ ĚĚƌĞƐƐ͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ ĚĚƌĞƐƐ͗ ŝƚǇ͗ ^ƚĂƚĞ͗ ŝƉ͗ WŚŽŶĞ͗ ŝƚǇ͗ ^ƚĂƚĞ͗ ŝƉ͗ WŚŽŶĞ͗ ŵĂŝů͗ ŵĂŝů͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ ^/'EWZK&^^/KE> WW>/Ed KEdZdKZh^/E^^WW>/Ed EĂŵĞ͗ ĚĚƌĞƐƐ͗ ŝƚǇ͗ ^ƚĂƚĞ͗ ŝƉ͗ WŚŽŶĞ͗ ŵĂŝů͗ ƌĐŚŝƚĞĐƚ^ƚĂƚĞ>ŝĐĞŶƐĞ͗ EĂŵĞ͗ ĚĚƌĞƐƐ͗ ŝƚǇ͗ ^ƚĂƚĞ͗ ŝƉ͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ WŚŽŶĞ͗ ŵĂŝů͗ ^ƚĂƚĞ>ŝĐĞŶƐĞ͗ ƵƐ͘>ŝĐĞŶƐĞ͗ ^ŽůĂƌ͗KW, Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No __WůƵŵďŝŶŐͬDĞĐŚĂŶŝĐĂůͬůĞĐƚƌŝĐĂůKŶůǇ͗ KƚŚĞƌ Additional Gas or Electrical Features?WŽŽůͬ^ƉĂ͗SF ĚĚŝƚŝŽŶͬEĞǁ͗New SF and Use, New SF andUse, _ Deck SF, _ Patio Cover SF (not including flatwork) dĞŶĂŶƚ/ŵƉƌŽǀĞŵĞŶƚ͗SF, Existing Use Proposed Use SF, Existing Use Proposed Use ͺͺͺͺͺͺͺͺͺͺͺ >Žƚη͗ CBC2021-0078 3/10/21 2285 Rutherford Rd, Carlsbad CA. 92009 212-062-08-00 Quidel 16 1982 B/S1 III-A Structural steel package only for the new equipment platform being added to an existing building and associate egress stairs. 0 0 0 ■Structural steel package only for the new equipment platform being added to interior improvements in an existing vacant commercial building. TI permit to follow. ARE-SD Region No. 71, LLC 10996 Torreyana Road, Suite 250 San Diego CA 92121 ccc@mcfarlanearchitects.com Cecilia Krump c/o McFarlane Architects 6256 Greenwich Drive, Suite 510 San Diego CA 92122 (858) 453-1150 ccc@mcfarlanearchitects.com Neal McFarlane c/o McFarlane Architects 6256 Greenwich Drive, Suite 510 San Diego CA 92122 (858) 453-1150 nkm@mcfarlanearchitects.com C-23691 Prevost Construction 400 S. Sierra Ave, Suite 201 San Diego CA 92075 (858) 720-8559 theinichen@prevostconstruction.com 605294 B ■■ Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov % 3DJHRI5HY /Ed/&zt,Kt/>>WZ&KZDd,tKZ<zKDW>d/E';KWd/KEͿKZ;KWd/KEͿ>Kt͗ ;KWd/KEͿ͗>/E^KEdZdKZ>Zd/KE͗ I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers’ compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. WŽůŝĐǇEŽ͘ ___________________________________________________________________________________________________ I have and will maintain worker’s compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers’ compensation insurance carrier and policy number are: /ŶƐƵƌĂŶĐĞŽŵƉĂŶǇEĂŵĞ͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ WŽůŝĐǇEŽ͘_______________________________________________ǆƉŝƌĂƚŝŽŶĂƚĞ͗ ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers’ compensation Laws of California. tZE/E'͗&ĂŝůƵƌĞƚŽƐĞĐƵƌĞǁŽƌŬĞƌƐĐŽŵƉĞŶƐĂƚŝŽŶĐŽǀĞƌĂŐĞŝƐƵŶůĂǁĨƵůĂŶĚƐŚĂůůƐƵďũĞĐƚĂŶ ĞŵƉůŽǇĞƌƚŽĐƌŝŵŝŶĂůƉĞŶĂůƚŝĞƐĂŶĚĐŝǀŝůĨŝŶĞƐƵƉƚŽΨϭϬϬ͕ϬϬϬ͘ϬϬ͕ŝŶĂĚĚŝƚŝŽŶƚŚĞƚŽƚŚĞĐŽƐƚŽĨĐŽŵƉĞŶƐĂƚŝŽŶ͕ĚĂŵĂŐĞƐĂƐƉƌŽǀŝĚĞĚĨŽƌŝŶ^ĞĐƚŝŽŶϯϳϬϲŽĨƚŚĞ >ĂďŽƌŽĚĞ͕ŝŶƚĞƌĞƐƚĂŶĚĂƚƚŽƌŶĞǇ͛ƐĨĞĞƐ͘ KE^dZhd/KE>E/E''Ez͕/&Ez͗ I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). >ĞŶĚĞƌ͛ƐĚĚƌĞƐƐ͗ ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺd͗^/'E͗ >ĞŶĚĞƌ͛ƐEĂŵĞ͗ KEdZdKZWZ/Ed͗ ;KWd/KEͿ͗KtEZͲh/>Z>Zd/KE͗ I hereby affirm that I am exempt from Contractor’s License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor’s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor’s License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor’s License Law). I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: _____________________________________________________________________________________________________________________________________ ͞KǁŶĞƌƵŝůĚĞƌĂĐŬŶŽǁůĞĚŐĞŵĞŶƚĂŶĚǀĞƌŝĨŝĐĂƚŝŽŶĨŽƌŵ͟ has been filled out, signed and attached to this application. WƌŽŽĨŽĨŝĚĞŶƚŝĨŝĐĂƚŝŽŶĂƚƚĂĐŚĞĚ͘ Owners ͞ƵƚŚŽƌŝǌĞĚŐĞŶƚ&Žƌŵ͟has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner’ behalf. WƌŽŽĨŽĨŝĚĞŶƚŝĨŝĐĂƚŝŽŶĂƚƚĂĐŚĞĚ͘ By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed ͺͺͺͺͺͺͺͺd͗ contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calaw.html. KtEZWZ/Ed͗ WW>/EdZd/&/d/KE͗^/'EdhZZYh/Zdd,d/DK&^hD/dd> By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor’s behalf. 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 all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5’0’ deep and demolition or construction of structures over 3 stories in height. ͺͺͺd͗WW>/EdWZ/Ed͗ 1635 Faraday Ave Carlsbad, CA 92008 ^/'E͗ͺͺͺ ^/'E͗ Timothy M. Heinichen UB5P39115A-20-26-G 3/4/21 8 March 2021 The Travelers Indemnity Company of Connecticut 11/1/21 Cecilia Krump Tim Heinichen Building Permit Inspection History Finaled PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date 05/21/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) 158020-2021 Cancelled Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial on plans Yes 05/10/2021 05/10/2021 BLDG-21 Underground/Underflo or Plumbing 156926-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 05/11/2021 05/11/2021 BLDG-66 Grout 157043-2021 Partial Pass Chris Renfro Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Completed by Tim on 5/10/2021 Yes 05/14/2021 05/14/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) 157325-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial on plans Yes BLDG-12 Steel/Bond Beam 157324-2021 Passed Tim Kersch Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial on plans Yes 05/17/2021 05/17/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 157470-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 05/19/2021 05/19/2021 BLDG-81 Underground Combo(11,12,21,31) 157673-2021 Partial Pass Chris Renfro Reinspection Incomplete Tuesday, August 3, 2021 Page 1 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date COMMENTS PassedChecklist Item BLDG-Building Deficiency See plans. Partial pass on underground conduit. Partial pass on mezzanine deck steel. OK to pour section Yes BLDG-11 Foundation-Ftg-Piers (Rebar) Yes BLDG-12 Steel-Bond Beam Yes BLDG-21 Underground-Underfloor Plumbing Yes BLDG-31 Underground-Conduit Wiring Yes 05/24/2021 05/24/2021 BLDG-12 Steel/Bond Beam 158021-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-31 Underground/Conduit - Wiring 158019-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 05/25/2021 05/25/2021 BLDG-12 Steel/Bond Beam 158175-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-44 Rough/Ducts/Dampers 158174-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial as marked on plans.Yes 05/26/2021 05/26/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) 158246-2021 Partial Pass Paul Burnette Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial on plans Yes BLDG-12 Steel/Bond Beam 158247-2021 Partial Pass Paul Burnette Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 05/27/2021 05/27/2021 BLDG-12 Steel/Bond Beam 158375-2021 Partial Pass Tim Kersch Reinspection Incomplete Tuesday, August 3, 2021 Page 2 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial Yes BLDG-44 Rough/Ducts/Dampers 158374-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial as marked on plans.Yes 05/28/2021 05/28/2021 BLDG-12 Steel/Bond Beam 158493-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial Yes BLDG-14 Frame/Steel/Bolting/We lding (Decks) 158492-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 06/01/2021 06/01/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 158582-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 06/02/2021 06/02/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 158694-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-21 Underground/Underflo or Plumbing 158696-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-84 Rough Combo(14,24,34,44) 158695-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Partial Yes BLDG-34 Rough Electrical Yes Tuesday, August 3, 2021 Page 3 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date 06/07/2021 06/07/2021 BLDG-12 Steel/Bond Beam 159048-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame/Steel/Bolting/We lding (Decks) 158826-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-21 Underground/Underflo or Plumbing 158828-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-84 Rough Combo(14,24,34,44) 158827-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Partial Yes BLDG-34 Rough Electrical Yes BLDG-85 T-Bar, Ceiling Grids, Overhead 158945-2021 Failed Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency No BLDG-14 Frame-Steel-Bolting-Welding (Decks) No BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 Rough-Ducts-Dampers No Tuesday, August 3, 2021 Page 4 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date 06/08/2021 06/08/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 159162-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 06/09/2021 06/09/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 159295-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 06/10/2021 06/10/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 159398-2021 Partial Pass Tony Alvarado Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes 06/11/2021 06/11/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 159539-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes 06/14/2021 06/14/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) 159607-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial on plans Yes Tuesday, August 3, 2021 Page 5 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date BLDG-14 Frame/Steel/Bolting/We lding (Decks) 159606-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes 06/15/2021 06/15/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 159697-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 06/16/2021 06/16/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 159804-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes 06/17/2021 06/17/2021 BLDG-34 Rough Electrical 159947-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 06/18/2021 06/18/2021 BLDG-84 Rough Combo(14,24,34,44) 160088-2021 Partial Pass Tim Kersch Reinspection Incomplete Tuesday, August 3, 2021 Page 6 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Partial Yes BLDG-34 Rough Electrical Yes 06/21/2021 06/21/2021 BLDG-84 Rough Combo(14,24,34,44) 160187-2021 Cancelled Tony Alvarado Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 21, 2020: (cancelled).No BLDG-14 Frame-Steel-Bolting-Welding (Decks) June 21, 2020: (cancelled).No 06/22/2021 06/22/2021 BLDG-24 Rough/Topout 160356-2021 Partial Pass Tony Alvarado Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 22, 2021: 1. No rough plumbing/Building Deficiencies. 2. First level, men's and women's restrooms locations, rough plumbing, installed new, above urinal rim, plumbing line clean-outs, located at every men's urinal-approved. Yes 06/23/2021 06/23/2021 BLDG-24 Rough/Topout 160397-2021 Failed Tony Alvarado Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 23, 2021: 1. rough plumbing-Deficiencies. 2. All hot water plumbing lines, Require to be energy mandatory measures-pipe insulation, per plumbing engineer's plan details and notes, per (Delta-1 symbol), located at Plumbing Sheet P-01, clouded plan notes. 2. First level, men's and women's restrooms locations, rough plumbing, installed new, above urinal rim, plumbing line clean-outs, located at every men's urinal-approved. No BLDG-Building Deficiency June 22, 2021: 1. No rough plumbing/Building Deficiencies. 2. First level, men's and women's restrooms locations, rough plumbing, installed new, above urinal rim, plumbing line clean-outs, located at every men's urinal-approved. Yes Tuesday, August 3, 2021 Page 7 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date 06/24/2021 06/24/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) 160515-2021 Partial Pass Tony Alvarado Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 24, 2021: 1. No structural slab reconnection-steel reinforcement Deficiencies. 2. First concrete-slab floor level, utility electrical trench Location, existing structural slab reconnection with steel reinforcement rebar dowels, per structural engineer's plans, details and note specifications-partial pass. Yes BLDG-Building Deficiency Partial on plans Yes 06/25/2021 06/25/2021 BLDG-24 Rough/Topout 160610-2021 Partial Pass Tony Alvarado Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 22, 2021: 1. No rough plumbing/Building Deficiencies. 2. First level, men's and women's restrooms locations, rough plumbing, installed new, above urinal rim, plumbing line clean-outs, located at every men's urinal-approved. Yes BLDG-Building Deficiency June 23, 2021: 1. rough plumbing-Deficiencies. 2. All hot water plumbing lines, Require to be energy mandatory measures-pipe insulation, per plumbing engineer's plan details and notes, per (Delta-1 symbol), located at Plumbing Sheet P-01, clouded plan notes. 2. First level, men's and women's restrooms locations, rough plumbing, installed new, above urinal rim, plumbing line clean-outs, located at every men's urinal-approved. No BLDG-Building Deficiency June 25, 2021: 1. No rough plumbing-Deficiencies. 2. All hot water plumbing lines, Require to be energy mandatory measures-pipe insulation, per plumbing engineer's plan details and notes, per (Delta-1 symbol), located at Plumbing Sheet P-01, clouded engineer's plan notes-Approved. 2. First level, men's and women's restrooms locations, rough plumbing, installed new, above urinal rim, plumbing line clean-outs, located at every men's urinal-approved. Yes Tuesday, August 3, 2021 Page 8 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date 06/28/2021 06/28/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 160678-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes 07/01/2021 07/01/2021 BLDG-84 Rough Combo(14,24,34,44) 160895-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 21, 2020: (cancelled).Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) June 21, 2020: (cancelled).Yes 07/02/2021 07/02/2021 BLDG-84 Rough Combo(14,24,34,44) 160985-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Rough-Ducts-Dampers Yes 07/06/2021 07/06/2021 BLDG-13 Shear Panels/HD (ok to wrap) 161188-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 07/07/2021 07/07/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 161316-2021 Partial Pass Tim Kersch Reinspection Incomplete Tuesday, August 3, 2021 Page 9 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes 07/08/2021 07/08/2021 BLDG-13 Shear Panels/HD (ok to wrap) 161413-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame/Steel/Bolting/We lding (Decks) 161414-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 07/12/2021 07/12/2021 BLDG-84 Rough Combo(14,24,34,44) 161631-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 21, 2020: (cancelled).Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) June 21, 2020: (cancelled).Yes 07/13/2021 07/13/2021 BLDG-84 Rough Combo(14,24,34,44) 161734-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 21, 2020: (cancelled).Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) June 21, 2020: (cancelled).Yes 07/14/2021 07/14/2021 BLDG-84 Rough Combo(14,24,34,44) 161881-2021 Partial Pass Tim Kersch Reinspection Incomplete Tuesday, August 3, 2021 Page 10 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Rough-Ducts-Dampers Yes 07/16/2021 07/16/2021 BLDG-84 Rough Combo(14,24,34,44) 162078-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 21, 2020: (cancelled).Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) June 21, 2020: (cancelled).Yes 07/19/2021 07/19/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) 162227-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Partial on plans Yes BLDG-Building Deficiency June 24, 2021: 1. No structural slab reconnection-steel reinforcement Deficiencies. 2. First concrete-slab floor level, utility electrical trench Location, existing structural slab reconnection with steel reinforcement rebar dowels, per structural engineer's plans, details and note specifications-partial pass. Yes 07/20/2021 07/20/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 162312-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes 07/21/2021 07/21/2021 BLDG-84 Rough Combo(14,24,34,44) 162450-2021 Partial Pass Tim Kersch Reinspection Incomplete Tuesday, August 3, 2021 Page 11 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Rough-Ducts-Dampers Yes 07/23/2021 07/23/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 162604-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency June 10, 2021: 1. No building deficiencies. 2. Interior metal stud frame wall, rough combination Inspection, for structural engineer's plans and detail specifications-partial pass. 3. Block CMU wall, horizontal steel reinforcement bond beam, per structural engineer's plans of detail specifications – approved. Yes BLDG-Electric Meter Release 162710-2021 Passed Tim Kersch Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-Gas Meter Release 162714-2021 Passed Tim Kersch Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 07/26/2021 07/26/2021 BLDG-31 Underground/Conduit - Wiring 162791-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes 07/27/2021 07/27/2021 BLDG-31 Underground/Conduit - Wiring 162886-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes Tuesday, August 3, 2021 Page 12 of 13 PERMIT INSPECTION HISTORY for (CBC2021-0078) BLDG-Commercial 03/10/2021Application Date:Permit Type:Owner:B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Tenant Improvement 05/06/2021Work Class:Issue Date:Subdivision:CARLSBAD TCT#81-10 UNIT#01 01/31/2022Expiration Date:Status: IVR Number: 31992 Closed - Finaled 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Address: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection InspectionActual Start Date 07/29/2021 07/29/2021 BLDG-85 T-Bar, Ceiling Grids, Overhead 163162-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 Rough-Ducts-Dampers No 07/30/2021 07/30/2021 BLDG-85 T-Bar, Ceiling Grids, Overhead 163249-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Phase one Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Rough-Ducts-Dampers Yes 08/02/2021 08/02/2021 BLDG-85 T-Bar, Ceiling Grids, Overhead 163341-2021 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Phase one Yes BLDG-14 Frame-Steel-Bolting-Welding (Decks) Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Rough-Ducts-Dampers Yes 08/03/2021 08/03/2021 BLDG-Final Inspection 163417-2021 Passed Tim Kersch Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, August 3, 2021 Page 13 of 13 9320 Chesapeake Drive, Suite 208  San Diego, California 92123  (858) 560-1468  Fax (858) 560-1576 DATE: 4-14-2021  APPLICANT  JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2021-0078.RC1.e SET: II PROJECT ADDRESS: 2285 Rutherford Road PROJECT NAME: Quidel- Foundation and Structural Steel Package for TI Equipment Platform and Underground Plumbing The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s codes. The plans transmitted herewith will substantially comply with the jurisdiction’s codes when minor deficiencies identified below are resolved and checked by building department staff. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant’s copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Cecilia Krump Telephone #: 858-453-1150 Date contacted: (by: ) Email: ccc@mcfarlanearchitects.com Mail Telephone Fax In Person REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 4-8-2021 Carlsbad CBC2021-0078.RC1.e 4-14-2021 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction’s approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing, or stamping will not be approved. 3. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. PLANS 4. Update sheet index on sheet T201 and add “-For Reference Only Under Separate Permit” next to all Plumbing Sheets. Add to the Title of page T201 to include “And Underground Plumbing” as well as list this under the scope of work. FOUNDATION 5. Provide current 2019 CBC site specific stamped and signed Geotechnical Investigation report used for design. Nothing was provided. Please provide. Carlsbad CBC2021-0078.RC1.e 4-14-2021 6. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Nothing was provided. Please provide. STRUCTURAL 7. Update Equipment Anchorage calcs to 8,000 lbs as shown on plans and not 7,819 lb as shown in calcs on page J3. Updated calcs not provided. Please provide as there was no response. 8. Live load required to be 100 psf for stair design. Live load could not be verified in calcs. Please update calcs to 100 psf live load or show in calc package where this is used. Updated calcs not provided. Please provide as there was no response. 9. On sheet S201.3 a column has appeared to be moved and now the support beam is skewed. Is this the actual intent, if so, provide new skewed connection or move columns to align with beams at gridline 6.2 & G. ADDITIONAL 10. See below for plumbing comments. 11. Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. 12. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate:  Yes  No 13. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Erich A. Kuchar, P.E. at Esgil. Thank you. Carlsbad CBC2021-0078.RC1.e 4-14-2021 PLUMBING COMMENTS PLAN REVIEWER: Connor Reuss, P.E. SET: I PLUMBING (2019 CALIFORNIA PLUMBING CODE) 14. Cleanouts are required at the upper most terminals of all horizonal waste lines. Please provide. CPC 707.4 15. Please show the slopes for all horizontal waste pipes within the plumbing plans. Note: All waste pipes that are smaller than 4” must have a minimum slope of 2%. Please show on the plans. CPC 708.1 16. Clearly specify the proposed waste & vent material that will be used per CPC Chapter 7. 17. There are several inconsistencies between waste routing/connection locations the permit for CP-2 (underground) & CP-3 (above ground). Please address the following: a) The routing of the vent for the floor drain within WET CHEM #132 is inconsistent between CP-2 & CP-3. Please correct. b) There is a floor sink on the right-hand side of COLD ROOM #136 in permit CP-3 that is not shown in CP-2. Please correct. c) The vent routing for the floor sink on the left-hand side of COLD ROOM #136 is inconsistent between permits CP-2 & CP-3. Please correct. d) The vent routing for the floor drain in GLASS WASH #134 is inconsistent between permits CP-2 & CP-3. Please correct. e) The vent routing for the floor sink in GLASS WASH EQUIPMENT #133 is inconsistent between permits CP-2 & CP-3. Please correct. f) Each waste line connection within WEB DISPENSING #117 for permit CP-3 (i.e. x2 waste lines) shows a waste connection from the equipment platform, yet these equipment platform waste line connections are not shown in permit CP-2. Please address. g) There is a floor sink on the right-hand side of TOILET ROOM #125 in permit CP-3 that is not shown in CP-2. Please correct. h) There is a sink connection in the SOUTHEAST EQUIPMENT YARD in permit CP-2 that is not shown in CP-3. Please correct. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at creuss@esgil.com. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. 9320 Chesapeake Drive, Suite 208  San Diego, California 92123  (858) 560-1468  Fax (858) 560-1576 DATE: 3-16-2021  APPLICANT  JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2021-0078.e SET: I PROJECT ADDRESS: 2285 Rutherford Road PROJECT NAME: Quidel- Foundation and Structural Steel Package for TI- NO MEP The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s codes. The plans transmitted herewith will substantially comply with the jurisdiction’s codes when minor deficiencies identified below are resolved and checked by building department staff. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant’s copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Cecilia Krump Telephone #: 858-453-1150 Date contacted: (by: ) Email: ccc@mcfarlanearchitects.com Mail Telephone Fax In Person REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 3-10-2021 Carlsbad CBC2021-0078.e 3-16-2021 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2021-0078.e JURISDICTION: Carlsbad OCCUPANCY: B/ S-1 USE: Office and Wasrehouse TYPE OF CONSTRUCTION: III-A ACTUAL AREA: 44,123 sqft Added ALLOWABLE FLOOR AREA: STORIES: 2 HEIGHT: 32’-0” SPRINKLERS?: Yes OCCUPANT LOAD: 147 REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 3-10-2021 ESGIL CORPORATION: 3-10-2021 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Erich A. Kuchar, P.E. COMPLETED: 3-16-2021 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2019 CBC, which adopts the 2018 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC2021-0078.e 3-16-2021 GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction’s approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing, or stamping will not be approved. 3. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. PLANS 4. City of Carlsbad requires that all plans provide completed Climate Action Plan (CAP) Consistency Checklist, city form B-50, and show on title sheet of plans completed CAP template, city form B-55. The value for this project is $2,243,655.00. Please make sure all correct section are filled out. 5. Update sheet index on sheet T201 and add “-For Reference Only Under Separate Permit” next to all Plumbing Sheets. 6. Specify on plans the exact loading type per ASCE 7-16 table 4.3-1 to be used for design of this mezzanine… Light Storage or Heavy Storage. EXITS 7. Confirm measurement length is correct on sheet A002S. Maximum diagonal length measures approximately 329’-9” yet the plans show 309’-0”. The stair separation must be 1/3 of 329’-9” which is 109’-11”. Please update plans. Carlsbad CBC2021-0078.e 3-16-2021 8. Please provide an exit analysis plan of the current building with the added 147 people showing that the existing building exits and route are adequate for the new increase in load. Show in this analysis the occupant load of each area, the general exit flow patterns (using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. 9. The occupant load of a mezzanine must be added to the room below it, and the capacity of the exits shall be based on the total thus established. Section 1004.2.2. Please show how the 147 people are added to existing building occupancy. 10. Exit Access Travel Distance for S-1 Occupancy is limited to 250 feet and not 300 feet as used. The mezzanine is not an office. Update using 250 feet as well as update the lengths of the travel access from the farthest point on the mezzanine using straight lines with 90 degree turns as required by the CBC. In measuring current stair layout, the travel path is 398’-4” which is over the allowed 250 feet. Please update plans by moving stair for compliance and keep in mind an additional 3rd stair may be required to meet maximum exit travel distance. See image below of existing stair layout with correct exit access route and current distances. Carlsbad CBC2021-0078.e 3-16-2021 FOUNDATION 11. Provide current 2019 CBC site specific stamped and signed Geotechnical Investigation report used for design. 12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. STRUCTURAL 13. Update gravity and lateral calcs for correct live load to be used per Architectural drawings. Arch drawings to designate either 125 psf live load or 250 live load. Please keep in mind that 25% of the live load will need to be added to the seismic mass as required by ASCE 7-16 section 12.7. 2.. Update plans and calcs as required. 14. All plan sheets must be signed over stamp. Signatures currently missing. 15. Update Equipment Anchorage calcs to 8,000 lbs as shown on plans and not 7,819 lb as shown in calcs on page J3. 16. Live load required to be 100 psf for stair design. Live load could not be verified in calcs. Please update calcs to 100 psf live load or show in calc package where this is used. ADDITIONAL 17. Additional comments could follow once updated plans and calcs are submitted. 18. Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. 19. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate:  Yes  No 20. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Erich A. Kuchar, P.E. at Esgil. Thank you. Carlsbad CBC2021-0078.e 3-16-2021 [DO NOT PAY – THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2021-0078.e PREPARED BY: Erich A. Kuchar, P.E. DATE: 3-16-2021 BUILDING ADDRESS: 2285 Rutherford Road BUILDING OCCUPANCY: B/ S-1 Sheet 1 of 1 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Structural Calculations KPFF Project # These structural calculations have been prepared by me or under my direction and are intended to be submitted for plan review. Final calculations will be stamped and signed by me in accordance with the requirements of the Business and Professional Code of the state of California prior to the issuance of the construction permit for this project. Signed Date Quidel TI CP-2 Rutherford Rd. Carlsbad, CA 92008 2000554 03/07/2021 CBC2021-0078 SET 1 3/10/21 Job: Quidel TI Address: 2825 Rutherford Rd Carlsbad, CA 92008 (These calculations apply to the job at this address only) Revision No.0 Item:Sheet: Design Criteria A1 - A5 Loading Criteria B1 - B19 Gravity System Beams C1 - C6 Columns D1 - D6 Foundations E1 - E35 Lateral System Brace Frame F1 - F17 Drags, Diaphragm & Drift G1 - G8 Base Connection H1 - H12 Grade Beams I1 - I12 Equipment Anchorage J1 - J8 Stair Design K1 - K36 Calculation Index 2000554KPFF Job No Index page 1 of 1 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com A1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Design Criteria CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com A2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Project Narrative FK 3/6/2021 2000554 PROJECT NARRATIVE This project consists of a one story steel frame supporting various equipment inside a larger warehouse at 2825 Rutherford Road Carlsbad, CA 92008. Roof deck is 3-1/4" Lightweight Concrete on 3" deck supported by WF Beams and HSS Columns and laterally resisted by Steel Concentrically Braced Frames. CBC2021-0078 SET 1 3/10/21 2/3/2021 U.S. Seismic Design Maps https://seismicmaps.org 1/2 2285 Rutherford Rd, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1316378, -117.2736739 Date 2/3/2021, 6:51:31 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class C - Very Dense Soil and Soft Rock Type Value Description SS 0.968 MCER ground motion. (for 0.2 second period) S1 0.354 MCER ground motion. (for 1.0s period) SMS 1.161 Site-modified spectral acceleration value SM1 0.531 Site-modified spectral acceleration value SDS 0.774 Numeric seismic design value at 0.2 second SA SD1 0.354 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.422 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.507 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 0.968 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.073 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.354 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.388 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.902 Mapped value of the risk coefficient at short periods CR1 0.912 Mapped value of the risk coefficient at a period of 1 s A3 CBC2021-0078 SET 1 3/10/21 2/3/2021 U.S. Seismic Design Maps https://seismicmaps.org 2/2 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. A4 CBC2021-0078 SET 1 3/10/21 3/7/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.133427&lng=-117.2736157&address=2825 Rutherford Rd%2C Carlsbad%2C CA 92008%2C USA 1/1 Hazards by Location Search Information Address:2825 Rutherford Rd, Carlsbad, CA 92008, USA Coordinates:33.133427, -117.2736157 Elevation:311 ft Timestamp:2021-03-08T07:11:30.438Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 67 mph MRI 25-Year 72 mph MRI 50-Year 77 mph MRI 100-Year 82 mph Risk Category I 89 mph Risk Category II 96 mph Risk Category III 102 mph Risk Category IV 107 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 311 ft Map data ©2021 Google, INEGI A5 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com B1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Loading Criteria CBC2021-0078 SET 1 3/10/21 Project By gm Sheet Location Date 3/21 Job No.Revised 0 BUILDING GEOMETRY 0 0 Number of Stories: 1 (40 max) 0 Story at Grade:BASE 0 0 Story Label Floor to Floor Height, H (ft) Elevation (ft) Elevation from Grade (ft) Building Width, L (ft) Building Depth, B (ft) 0 ROOF 0. 17 17 265. 265. 0 BASE 17. 0 0 265. 265. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2285 Rutherford Road, Carlsbad CA Quidel TI3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B2 CBC2021-0078 SET 1 3/10/21 Project By gm Sheet Location Date 3/21 Job No.Revised 2285 Rutherford Road, Carlsbad CA Quidel TI3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com 0 BUILDING IRREGULARITIES 0 Per ASCE 7-16, §12.3.2 0 Allowed 0 Horizontal Structural Irregularities Occurs? Reason/Calc Page Reference 0 0 Type 1A - Torsional Irregularity Yes Yes 0 0 Type 1B - Extreme Torsional Irregularity No Yes 0 0 Type 2 - Reentrant Corner Irregularity No Yes 0 0 Type 3 - Diaphragm Discontinuity Irregularity No Yes 0 0 Type 4 - Out-of-Plane Offset Irregularity No Yes 0 0 Type 5 - Non-Parallel Systems Irregularity No Yes 0 0 0 Vertical Structural Irregularities Yes/No Reason/Calc Page Reference 0 0 Type 1A - Soft Story Irregularity No Yes 0 0 Type 1B - Extreme Soft Story Irregularity No Yes 0 0 Type 2 - Weight (Mass) Irregularity No Yes 0 0 Type 3 - Vertical Geometric Irregularity No Yes 0 0 Type 4 - In-Plane Discontinuity Irregularity No Yes 0 0 Type 5A - Weak Story Irregularity No Yes 0 0 Type 5B - Extreme Weak Story Irregularity No No 0 \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B3 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By gm Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/21 Job No.Revised LIVE LOADS # 0.0 0.0 0 0 Load Label Occupancy or Use Comments 0 Roof Loads Uniform Concentrated 0 Typical roofs 20.0 psf 300.0 lbs 0 Roof garden 100.0 psf - lbs 0 0 Floor Loads 0 H Hosptials Uniform Concentrated 0 Corridors above first floor 80.0 psf 1000.0 lbs 0 First floor corridors 100.0 psf - lbs 0 Operating rooms, laboratories 80.0 psf 1000.0 lbs 0 Patient rooms 40.0 psf 1000.0 lbs 0 0 R1 Residential Construction - Hotel & Multi-Family Uniform Concentrated 0 Private rooms and corridors serving them 40.0 psf - lbs 0 Public rooms and corridors serving them 100.0 psf - lbs 0 Balconies and decks (same as occupancy served)-psf - lbs 0 0 R2 Residential Construction - Single Family Uniform Concentrated 0 All habitable spaces, U.N.O.40.0 psf - lbs 0 Stairs and exits 40.0 psf 300.0 lbs 0 0 S Schools Uniform Concentrated 0 Classrooms 40.0 psf 1000.0 lbs 0 Corridors above first floor 80.0 psf 1000.0 lbs 0 First floor corridors 100.0 psf 1000.0 lbs 0 0 O Offices Uniform Concentrated 0 Offices, including 15 psf partition load 65.0 psf 2000.0 lbs 0 Corridors above first floor, including 15 psf partition load 80.0 psf 2000.0 lbs 0 First floor corridors 100.0 psf 2000.0 lbs 0 Lobbies 100.0 psf 2000.0 lbs 0 0 P Parking Garages Uniform Concentrated 0 Parking 40.0 psf 3000.0 lbs 0 0 RE Retail Uniform Concentrated 0 Retail above first floor 75.0 psf 1000.0 lbs 0 First floor retail 100.0 psf 1000.0 lbs 0 0 Miscellaneous Uniform Concentrated 0 Assembly areas, lobbies, auditoriums, restaurants, etc 100.0 psf - lbs 0 Exit corridors and stairways 100.0 psf 300.0 lbs 0 Light storage 125.0 psf - lbs 0 Heavy storage 250.0 psf - lbs 0 Mechanical rooms 150.0 psf - lbs 0 Mechanical penthouse 175.0 psf - lbs 0 Sidewalks and driveways 250.0 psf - lbs 0 0 *Members supporting 2 or more floors may use live load reduction up to 20% 0 Reducible Reducible Reducible Reducible Reducible Reducible Reducible Reducible 60 psf min recommended Reducible *Non-reducible Reducible Reducible Reducible Reducible Reducible Reducible Reducible *Non-reducible *Non-reducible *Non-reducible *Non-reducible *Non-reducible (Include 25% in seismic mass) *Non-reducible Reducible *Non-reducible (Include 25% in seismic mass) 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B4 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By gm Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/21 Job No.Revised DEAD LOADS ## 0.0 0.0 0 Roof Loads 0 Area Area Description Comments 0 Floor Loads 0 Area Area Description Comments 0 F2 Typical Floor - 3-1/4" Lightweight Concrete on 3" deck Two Hour 0 0 Superimposed Loads:Weight 0 Flooring 1.0 psf 0 1/2" Lightweight Concrete for deck sag 5.0 psf 120 pcf 0 Lights, ducts, & sprinklers 5.0 psf 0 Ceiling 8.0 psf 0 Miscellaneous 1.0 psf 0 Total Superimposed Dead Load =20.0 psf 0 0 Self-Weight of Horizontal Elements: 0 3-1/4" Lightweight Concrete on 3" deck 51.0 psf 120 pcf 0 Steel Beams 3.0 psf 0 Steel Girders & Miscellaneous Framing 3.0 psf 0 Total Dead Load to Vertical Elements =77.0 psf 0 0 Self-Weight of Vertical Elements: 0 Steel Columns 2.0 psf 0 Lateral Frames 3.0 psf 0 Total Dead Load including Vertical Elements =82.0 psf Actual self weight used in model 0 0 Additonal Seismic Loads: 0 4.0 psf 0 Total Seismic Mass =86.0 psf 0 0 F10 Typical Stair Loads 0 0 Dead Loads:Weight 0 Steel Framing 15.0 psf 0 Concrete Fill 25.0 psf 0 Total Seismic Mass =40.0 psf 0 0 Wall Loads 0 W1 Interior Non-Bearing Walls - Wood Construction (CFS Similar) 0 0 5/8" Gypboard 2.8 psf 0 2x4 Studs @ 16" 1.2 psf 0 5/8" Gypboard 2.8 psf 0 Miscellaneous 2.2 psf 0 Total Wall Weight =9.0 psf 0 0 Miscellaneous Exterior Walls 0 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B5 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By gm Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/2021 Job No. Revised 0 VERTICAL MASS DISTRIBUTION 0 0 ROOF Floor Weights 43650Total Weight =3837 Wall Weights Tributary Height = 8.5 ft 0 Area Label Description Area (ft2)Seismic Mass (psf)Seismic Mass (k)Wall Label Description Linear FeetSeismic Mass (psf)Seismic Mass (k) 0 F2 Typical Floor - 3-1/4" Lightweight Concrete on 3" deck 43650 86 3754 W1 Interior Non-Bearing Walls - Wood Construction (CFS Similar)1085 9.0 83 0 Totals 43650 3754 83 0 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B6 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By Sheet Location 2285 Rutherford Road, Carlsbad CA Date Job No. Revised SEISMIC DESIGN LOADS: Per ASCE 7-16, Chapters 11 & 12 Address: Code Reference Site Spectrum:Given a Site-Specific Response Spectrum?No § 11.4.8 Input values below from map or CD: Spectral Response Acceleration, Short Period SS =0.968 § 11.4.2 Spectral Response Acceleration, 1-Sec. Period S1 =0.354 § 11.4.2 Input value below from soils report: Site Class Class =D § 20.1 & Table 20.3-1 Site Class per Geotech Report =No § 11.4.4 Value of Coefficients based on SPA periods:Designing per Exception 2 of § 11.4.8 Site Coefficient for Short Period Fa =1.2 Table 11.4-1 Site Coefficient for 1-Sec. Period Fv =1.946 Table 11.4-2 Determine Maximum Considered Earthquake (MCE) parameters: MCE Spectral Response Acceleration, Short T SMS =1.162 g § 11.4.4 MCE Spectral Response Acceleration, 1-Sec. T SM1 =0.689 g § 11.4.4 Site Specific SDS =1.600 g Per Geotech Site Specific SD1 =0.480 g Per Geotech Determine Design Base Earthquake (DBE) parameters: All Criteria Met Per 12.8.1.3?No § 12.8.1.3 DBE Spectral Response Acceleration, Short T SDS =0.774 g § 11.4.5 DBE Spectral Response Acceleration, 1-Sec. T SD1 =0.459 g § 11.4.5 Building Response: Input Building properties: Risk Category Categ.=II Table 1.5-1 Long Period Transistion Period T L =8.00 sec Figures 22-14 to 22-17 Effective Height hn =17.0 ft § 12.8.2.1 Seismic Design Category Cat.=D § 11.6 & Tables 11.6-1 & 11.6-2 Risk Importance Factor I e =1.00 § 11.5.1 & Table 1.5-2 Seismic Force Resisting System X Seismic Force Resisting System Y X Y Response Modification Factor R=6.0 6.0 Table 12.2-1 System Overstrength Factor W0 =2.0 2.0 Table 12.2-1 Deflection Amplification Factor Cd =5.0 5.0 Table 12.2-1 Period Parameters Ct =0.02 0.020 Table 12.8-2 Period Parameters x =0.75 0.75 Table 12.8-2 Redundancy r =1.3 1.3 § 12.3.4 Determine Period for Base Shear: Coefficient for Upper Limit on Calculated Period Cu =1.40 1.40 Table 12.8-1 Approximate Fundamental Period Ta =0.167 sec 0.167 sec § 12.8.2.1 Analysis Calculated Fundamental Period Tb =0.50 sec 0.50 sec Design Fundamental Period Limit TLIM =0.234 sec 0.234 sec § 12.8.2 Period TO TO=0.119 sec 0.119 sec § 11.4.6 Period Ts T s =0.593 sec 0.593 sec § 11.4.6 Design Period (Force)T=0.234 sec 0.234 sec § 12.8.2 Design Period (Drift)T=0.500 sec 0.500 sec § 12.8.6.2 Coefficient for Distribution of Forces k=1.00 1.00 § 12.8.3 Use Site Specific Spectrum Only?No No Determine Base Shear:C s =N/A N/A Site Specific Seismic Response Coefficient (11.4.8 e2) To≤T<1.5Ts C s =0.129 0.129 Equation 12.8-2 (T<1.5Ts) Seismic Response Coefficient (11.4.8 e2) T≤TL C s =N/A N/A Equation 12.8-3 x 1.5 Seismic Response Coefficient (11.4.8 e2) T>TL C s =N/A N/A Equation 12.8-4 x 1.5 Min. Allowable Seismic Response Coefficient Cs,min_allowable =0.034 0.034 Equation 12.8-5 Min. Allow. Seismic Response Coefficient (S1 > 0.6)Cs,min_allowable =N/A N/A Equation 12.8-6 C s =0.129 0.129 Governing Value 0.168 0.168 Seismic Base Shear (Equiv. Lat. Force Proc.)V =0.129 * W 0.129 * W Equation 12.8-1 Seismic Base Shear including r rV =0.168 * W 0.168 * W gm 3/2021 B2 - Special steel concentrically braced frames B2 - Special steel concentrically braced frames 2285 Rutherford Road, Carlsbad, CA 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm / Seismic Base Shear 3/7/2021 B7 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By gm Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/2021 Job No. Revised SEISMIC FORCE DISTRIBUTION Per ASCE 7-16, Chapter 12 Diaphragm System DESIGN METHOD: LRFD Rs = TOTAL W = 3837 kips Shear increase due to ASCE 12.3.3.4? Yes N = zs =1 1 X Y Gm1 =1.00 1.00 r =1.3 1.3 Gm2 =0.00 0.00 Cs =0.129 0.129 Cpo =0.31 0.31 2015-IBC CODE-LEVEL BASE SHEAR, V * r =643 643 Kips (use for LRFD design)Cpi =0.25 0.25 UNFACTORED BASE SHEAR, 0.7 V * r =450 450 Kips (use for ASD design)Cs2 =0.00 0.00 k = 1.00 1.00 Cpn =0.26 0.26 Wo = 2.0 2.0 Vertical Force Distribution - X (LRFD) 0 LEVEL Floor Area (ft2) Wt (k) S Wt (k)Ht (ft) WtxHtk (k-ft) V (k) S V (k) Shear (psf) Minimum (0.2*SDS*I) Eq. 12.10-2 Maximum (0.4*SDS*I) Eq. 12.10-3 Actual Eq. 12.10-1 Actual Eq. 12.8-11 w/ r Diaphragm Design Diaphragm Connection Design Minimum (0.2*SDS*I) Eq. 12.10-5 hx/hn Cpx Figure 12.10-2 Fpx Eq. 12.10-4 Diaphragm Design Mass Irregularity Check 0 ROOF 43,650 3,837 3837 17 65227 643 643 14.74 13.61 27.23 11.34 14.74 14.74 18.43 13.61 1.0 0.258 15.12 15.12 0 Totals:3837 65227 643 14.74 0 0 Vertical Force Distribution - Y (LRFD) 0 LEVEL Floor Area (ft2) Wt (k) S Wt (k)Ht (ft) WtxHtk (k-ft) V (k) S V (k) Shear (psf) Minimum (0.2*SDS*I) Maximum (0.4*SDS*I) Actual Eq. 12.10-1 Actual Eq. 12.8-11 w/ r Diaphragm Design Diaphragm Connection Design Minimum (0.2*SDS*I) Eq. 12.10-5 hx/hn Cpx Figure 12.10-2 Fpx Eq. 12.10-4 Diaphragm Design Mass Irregularity Check 0 ROOF 43,650 3,837 3837 17 65227 643 643 14.74 13.61 27.23 11.34 14.74 14.74 18.43 13.61 1.0 0.258 15.12 15.12 0 Totals:3837 65227 643 14.74 0 Diaphragm Shear Per §12.10.1 (psf) Diaphragm Shear Per §12.10.1 (psf) Alternate Diaphragm Shear Per §12.10.3 (psf) Alternate Diaphragm Shear Per §12.10.3 (psf) Cast-in-place Concrete 1.5 1 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B8 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By gm Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/2021 Job No. Revised X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 X 0 0 0 0 0 #NUM! #NUM! #NUM! 0.00 0.00 0.00 0.00 0.00 Note: "effective amplification" refers to the modifications that may apply to Cs according to 11.4.8 e2 To = 0.12 Ts = 0.58 T(force)X=0.23 sec TaX=0.17 sec T(drift)X=0.50 sec T(force)Y=0.23 sec TaY=0.17 sec T(drift)Y=0.50 sec 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.0 1.0 2.0Spectral Response Accelaration, Sa (g)Period, T (sec) Design Response Spectrum Minimum Base Shear X Minimum Base Shear Y Sa 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B9 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/2021 Job No. Revised SEISMIC FORCES ON COMPONENTS Per ASCE 7-16, Chapter 13 All Coefficients are in terms of "Wp" ASD LRFD SDS = 0.774 Fph,max = 0.89 1.24 Static / Dynamic? Static Eq 13.3-1 Ip = 1.0 Fph,min = 0.17 0.23 Apply Omega? No Fpv = 0.11 0.15 ap = 1 2.5 2.5 1 2.5 2.5 Rp =2.5 2.5 6 2.5 2.5 6 Wp =2.5 2.5 2.5 2.5 2.5 2.5 LEVEL Height (ft) z/h Not Used Not Used ROOF 17 1.00 0.27 0.66 0.28 0.00 0.37 0.93 0.39 0.00 2.25 2.50 Wp = Component Operating Weight ap = Component Amplification Factor, Table 13.5-1 or 13.6-1 Rp = Component Response Modification Factor, Table 13.5-1 or 13.6-1 SDS = Spectral Accelration, short period from §11.4.3 Static Ip = Component Importance Factor, §13.1.3 z = Component Attachment Height with Respect to Grade, ≥0 but not more than h = Average Roof Height of Structure with Respect to Grade ai = maximum acceleration at level I obtained from modal analysis and not less than Ax = torsional amplification factor Eqn (12.8-14) "The horizontal seismic design force (Fp) shall be applied at the componen's center of gravity and distributed relative to the component's mass distribution and shall be determined in accordance with Eq (13.3-1)" Remember to apply Fph Fph ASD LRFD Dynamic ppDSphWISF6.1max,= ppDSphWISF3.0min,= pDSpvWSF2.0±= 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 B10 CBC2021-0078 SET 1 3/10/21 Project By Sheet Location Date 3/21 Job No.Revised Wind Loads: GENERAL REQUIREMENTS Per ASCE 7-16, Chapter 26 Input Values:ASCE 7-16 Ref.: Risk Category =II Table 1.5-2 Importance Factor Iw =1.00 Table 1.5-2 Basic Wind Speed V =99 mph Figures 26.5-1A,26.5-1B or 26.5-1C or 26.5-1D Exposure Category C 26.7.3 Ground Elevation Factor Ke =1.00 Table 26.9-1 Topographic Effects, $26.8: Hill Shape Figure 26.8-1 Building Location Height of Hill H =306 ft Half-Length of Hill Lh =935 ft Distance from Crest of Hill x =685 ft Height Above Local Terrain z =187 ft Topographic Factor at Mean Roof Height Kzt =1.00 26.8.2 Gust Effects, $26.11: Lateral Force Resisting System 26.11.3 Mean Roof Height h =17.0 ft Building Fundamental Period T =0.435 sec 26.11.3 Building Natural Frequency n 1 =2.30 Hz 26.11.3 Main Wind Force-Resisting System Classification Class =Rigid Bldg 26.2 Damping Ratio, Percent Critical for Buildings b =1% 26.11.5 Building Properties: Angle of Plane of Roof from Horizontal q =0 deg Type of Roof Enclosure Classification 26.13 Internal Pressure Coefficient (pos & neg)GCpi =0.18 Table 26.13-1 Include Bottom Half of Bottom Story in MWFRS Analysis?Yes 0 Floor to Floor Height Elevation from Grade L B 0 Story (ft) (ft) (ft) (ft) Parallel Normal 0 PARAPET 0 17 265 265 1.000 1.000 0 ROOF - 17 265 265 0.831 0.831 0 BASE 17 0 265 265 0.831 0.831 0 Steel Moment Frames Quidel TI 2285 Rutherford Road, Carlsbad CA None Downwind of Crest 26.9.4 G (Rigid Bldg) Flat/Gable/Hip Roof Enclosed Buildings RIDGE LDIM B BDIM 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B11 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/21 Job No.Revised 0 Wind Loads: MAIN WIND FORCE RESISTING SYSTEMS - DIRECTIONAL PROCEDURE 0 Per ASCE 7-16, Chapter 27, PART 1 - ENCLOSED, PARTIALLY ENCLOSED, AND OPEN BUILDINGS OF ALL HEIGHTS 0 0 0 Analysis Variables:ASCE 7-16 Ref.: 0 Basic Wind Speed V =99 mph Figures 26.5-1A, 26.5-1B or 26.5-1C 0 Exposure Category C 26.7.3 0 Wind Directionality Factor Kd =0.850 26.6 & Table 26.6-1 0 Velocity Pressure Exposure Coefficient Kh =0.87 Table 26.10-1 0 Internal Pressure Coefficient (pos & neg)GCpi =0.18 Table 26.13-1 0 Velocity Pressure qh =18.6 psf 27.3.2 0 a =9.5 Table 26.11-1 0 zg=900 Table 26.11-1 0 Ke =1.00 Table 26.9-1 0 Topographic Effects, $26.8: 0 Hill Shape Figure 26.8-1 0 Building Location 0 Height of Hill H =306 0 Half-Length of Hill Lh =935 0 Distance from Crest of Hill x =685 0 Topographic Factor at Mean Roof Height Kzt =1.00 26.8.2 0 0 Gust Effects, $26.11: 0 Lateral Force Resisting System 26.11.3 0 Mean Roof Height h =17 0 Building Fundamental Period T =0.43 26.11.3 0 Building Natural Frequency n1 =2.30 26.11.3 0 Main Wind Force-Resisting System Classification Class =Rigid Bldg 26.2 0 Damping Ratio, Percent Critical for Buildings b =0.01 26.11.5 0 0 0 Main Wind Force Pressure Criteria 0 ASCE 7-16 Ref.: 0 ll to Ridge Perp. to Ridge 0 L = By B = Bx Windward Side Floor Midstory 0 Story (ft) (ft) (ft) Parallel Normal Parallel Normal 0 PARAPET 17 265 265 1.000 1.000 1.50 -1.00 -1.00 -0.7 0.87 0.87 0 ROOF 17 265 265 0.831 0.831 0.80 -0.50 -0.50 -0.7 0.87 0.87 0 BASE 0 265 265 0.831 0.831 0.80 -0.50 -0.50 -0.7 0.85 0.85 0 0 0 Main Wind Force Resisting System-1 (When looking at tied SYSTEM - Shear Walls, Drag beams, Base shear, etc. This is used most often. Internal Pressures cancel) 0 0 Leeward Side Wall Leeward Side Wall 0 Floor Midstory Floor Midstory Floor Midstory Floor Midstory Floor Midstory 0 (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) 0 PARAPET 18.6 18.6 27.9 27.9 -18.6 46.5 46.5 -13.01 27.9 27.9 -18.6 46.5 46.5 -13.0 0 ROOF 18.6 18.6 12.4 12.4 -7.7 20.1 20.1 -14.15 12.4 12.4 -7.7 20.1 20.1 -14.2 0 BASE 18.1 18.1 12.0 12.0 -7.7 19.7 19.7 -14.15 12.0 12.0 -7.7 19.7 19.7 -14.2 0 0 0 Main Wind Force Resisting System-2 (When looking at members affected only by ONE WALL - Exterior Beams, Exterior Collumns, etc. This is not components and cladding) 0 0 Leeward Side Wall Leeward Side Wall 0 Floor Midstory Floor Midstory Floor Midstory Floor Midstory Floor Midstory 0 (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) 0 PARAPET 18.6 18.6 27.9 27.9 -18.6 27.9 27.9 -13.01 27.9 27.9 -21.9 27.9 27.9 -13.0 0 ROOF 18.6 18.6 15.7 15.7 -11.1 15.7 15.7 -14.15 15.7 15.7 -11.1 15.7 15.7 -14.2 0 BASE 18.1 18.1 15.4 15.4 -11.1 15.4 15.4 -14.15 15.4 15.4 -11.1 15.4 15.4 -14.2 0 0 0 Story Shears 0 0 PX VX MX PY VY MY 0 Story Story Story Story Story 0 Below Above Force Shear Moment Below Above Shear Shear Moment 0 (ft) (ft 2) (ft 2) (kips) (kips) (kip-ft) (ft 2) (ft 2) (kips) (kips) (kip-ft) 0 PARAPET 17 0 0 0 0 0 0 0 0 0 0 0 ROOF 17 2,253 0 45 45 769 2,253 0 45 45 769 0 BASE 0 0 2,253 44 90 769 0 2,253 44 90 769 0 Base Shear (ASD) 54 Base Shear (ASD) 54 0 Base Shear(LRFD)90 Base Shear(LRFD)90 0 0 0 0 0 0 0 None Downwind of Crest Steel Moment Frames 26.9.4 6.5.11.2 & Figure 6-6 Kz qz Wind Parallel to Ridge Wind Normal to Ridge Windward Wall WW+LW Windward Wall WW+LW Story Elevation Gust Effect Factor Cp (External Pressure Coefficient) G (Rigid Bldg)Leeward Story qz Wind Parallel to Ridge Wind Normal to Ridge Windward Wall Max of [WW, LW]Windward Wall Max of [WW, LW] Story Case 1 Story Story Elevation Tributary Area Tributary Area (PWY + PLY)BY = (PWX + PLX)BX = RIDGE LDIM B BDIM 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsmWind Force Distribution 3/7/2021 Page 11 of 14 B12 CBC2021-0078 SET 1 3/10/21 Project Quidel TI By Sheet Location 2285 Rutherford Road, Carlsbad CA Date 3/21 Job No.Revised 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com 0 Story Shears 0 0 0.75*PX 0.75*PY MTX MTY 0.75*PX 0.75*PY 0.563*PX 0.563*PY MTX MTY MTY + MTY 0 0 Shear Shear Torsion Torsion Shear Shear Shear Shear Torsion Torsion Torsion 0 (ft) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips)(k-ft) (k-ft) (k-ft) 0 PARAPET 17 0 ROOF 17 34 34 1,348 1,348 34 34 25 25 1,011 1,011 2,022 0 BASE 0 33 33 1,326 1,326 33 33 25 25 995 995 1,989 0 Case 2 Case 3 Case 4 Story Story Elevation \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsmWind Force Distribution 3/7/2021 Page 12 of 14 B13 CBC2021-0078 SET 1 3/10/21 Project By Sheet Location Date 3/21 Job No.Revised Wind Loads: COMPONENTS AND CLADDING (C&C) Per ASCE 7-16, Chapter 30 PART 1 - LOW-RISE BUILDINGS Analysis Variables:ASCE 7-16 Ref.: Basic Wind Speed V =99 mph Figures 26.5-1A, 26.5-1B or 26.5-1C Exposure Category C 26.7.3 Wind Directionality Factor Kd =0.850 26.6 & Table 26.6-1 Velocity Pressure Exposure Coefficient Kh =0.87 Table 26.10-1 Enclosure Classification 26.13 Internal Pressure Coefficient (pos & neg)GC pi =0.18 Table 26.13-1 Velocity Pressure qh =18.6 psf 27.3.2 a =9.5 Table 26.11-1 zg=900 Table 26.11-1 Ke =1.00 Table 26.9-1 Topographic Effects, $26.8: Hill Shape Figure 26.8-1 Building Location Height of Hill H =306 Half-Length of Hill Lh =935 Distance from Crest of Hill x =685 Height Above Local Terrain z =187 Topographic Factor at Mean Roof Height Kzt =1.00 26.8.2 Gust Effects, $26.11: Lateral Force Resisting System Steel Moment Frames 26.11.3 Mean Roof Height h =17 Building Fundamental Period T =0.43 26.11.3 Building Natural Frequency n1 =2.30 26.11.3 Main Wind Force-Resisting System Classification Class =Rigid Bldg 26.2 Damping Ratio, Percent Critical for Buildings b =0.01 26.11.5 Angle of Plane of Roof from Horizontal q =0 deg Type of Roof 0 Wall Components and Cladding Loads 0 0 ll to Ridge Perp. to Ridge 0 L = By B = Bx a Floor 0 Story (ft) (ft) (ft)(ft)(psf) 0 PARAPET 17 265 265 10.6 0.87 18.6 0 ROOF 17 265 265 10.6 0.87 18.6 0 BASE 0 265 265 10.6 0.87 18.6 0 0 0 0 0 0 0 0 0 Components and cladding receives even loading if H<=60' Elevation Tributary Tributary Effective Element above Grade Width Length Area Positive Positive Label (ft) (ft) (ft) (ft 2) Zone 4 & 5 Zone 4 Zone 5 Zone 4 & 5 Zone 4 Zone 5 Enclosed Buildings Quidel TI 2285 Rutherford Road, Carlsbad CA None Downwind of Crest Zone 5 width Kz qz Flat/Gable/Hip Roof Story Elevation GCp (External Pressure Coefficient)p, Design Wind Pressures (psf) Negative Negative RIDGE LDIM B BDIM 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com Tables are currently inaccurate. Updates needed on the C&C <= 60 and C&C > 60 Tabs \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B14 CBC2021-0078 SET 1 3/10/21 Project By Sheet Location Date 3/21 Job No.Revised Quidel TI 2285 Rutherford Road, Carlsbad CA3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com Roof Components and Cladding Loads Tributary Tributary Effective Element Width Length Area Label (ft) (ft)(ft2)Zone 1 Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 & 3 Zone 1 Zone 2 Zone 3 Parapet Components and Cladding Loads Tributary Tributary Effective Element Width Length Area Label (ft) (ft)(ft2)Zone 4 Zone 5 Zone 4 Zone 5 Zone 4 Zone 5 Zone 4 Zone 5 GCp (External Pressure Coefficient)p, Design Wind Pressures (psf) Case A Case B Case A Case B Positive Negative Positive Negative Combined GCp (External Pressure Coefficient)p, Design Wind Pressures (psf) Tables are currently inaccurate. Updates needed on the C&C <= 60 and C&C > 60 Tabs Tables are currently inaccurate. Updates needed on the C&C <= 60 and C&C > 60 Tabs \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Design Criteria\Quidel TI Loading Criteria_CBC 2019.xlsm 3/7/2021 B15 CBC2021-0078 SET 1 3/10/21 rDMi S~'Structurel Engineering •-. SK -·e:3141 Verdug0Cr.•!3ult~200 . .. Laguna Hilla, CA 92B!5:3 . . . ' ----""'----DATE, ___ _ _LD_. A_P_':,_--,--___ $HTLD£--/ OF-- B-cof LOAD$ Ove.tZ WAl<f.µouSE ~ f<Wflf--l~ I 3 -~rf l~i ft'(, SHT <:::,, I,~ ':;Tl fff:.h.J~S o'] fU1<.L.l~~ IJ_, 'o~r--liLL~ 1,.0 HI¾. 1,6 $e.At17.:) ·-1.0 11.orr L1vP-. LONO tJ:f).o r~r •-~ OJe..rJ... neicA~tJe I . E6DF1~b . · :;;z.11 PLY, SH T I e,, :;,. ? l;,~r= I*~ 'OT! ffEJ.-1~$ 0,7 All<.LI~-~ ~,O '5A~t~K~R'5 l,o MISC., r i--lb I • f-,eAHS . l,o Cz.11-1 r--lb 1,8 ·H/E-1.0 l~z>r~F L1v£ LoAC) 1.o.of~f , .• _.· B16 EXISTING LOADS CBC2021-0078 SET 1 3/10/21 . . .. -, ....... . · l.A&w1t-l-~ALE: .,.., T<2fj DI 1 . 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SKT Structurel·Engineerlng· • s K 2i3141 Ver,dugo,Or. ~ Suite 200 ~\ Legune Hilla, CA 912~1!13 \, ._,,·. .-.... --··------·~---· .... __ r') L.A.~ w I _bl-Ro& e'oALE ~in. TB1 DI 1 Bu) & t?; . . BY--,---- --------DATE: ___ _ CQL-UHb/S C-~ -~~-~----~ -~-- . •T'. f Ii . H::Zf>,ZS- p M . \Os 44,? I(. . H =-r~z41. ~) ::· 24. 7 \I~~ p:: 5'r.7""' t1~(1i)(S,,1) ~ '2~,j /\~-~ · F== BCo,1 \<.. M = (-z.?;,,2')(11·) :s 1~2..4"··1c.. P~ IYJ,~K '1~(.;4,1.)(1"):; ~~~ 11-l<. . . . •• ------------..... -... __..~-.....·---• -~------...,_._, __ L_.._ ____ ---·-r-----• -----~------.. - B19 EXISTING LOADS CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com C1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Gravity System Beams CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com C2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Gravity Systems - Beams FK 3/6/2021 2000554 GRAVITY DESIGN NARRATIVE Quidel TI gravity system consists of steel gravity beams and HSS columns. RAM Structural System was utilized to analyze the gravity framing for loads based on the loading criteria RAM SS Design Codes CBC2021-0078 SET 1 3/10/21 Beam Design Criteria RAM Steel 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/04/21 15:17:04 Building Code: IBC Steel Code: AISC 360-16 LRFD TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Use Cb=1 for all Simple Span Beams Use Cb=1 for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 COMPOSITE IEFF: Do Not Reduce Ieff per AISC 360 Commentary DEMAND/CAPACITY LIMITS: Strength Deflection Steel Beam: 0.900 1.000 C-Beams:1.000 1.000 DEFLECTION CRITERIA: Default Criteria L/d delta (in) Unshored Initial (Construction Load):0.0 0.0 Post Composite Live Load:360.0 0.0 Total Superimposed:240.0 0.0 Total (Init+Superimp-Camber): 240.0 0.0 Shored Dead Load:0.0 0.0 Live Load:360.0 0.0 Total Load:240.0 0.0 Noncomposite Dead Load:0.0 0.0 Live Load:360.0 0.0 Total Load:240.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span < 24.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight > 1000.0 lbs/ft Do not Camber Beams with Depth < 14.0 in Do not Camber Beams with Depth > 30.0 in C3 CBC2021-0078 SET 1 3/10/21 Beam Design Criteria RAM Steel 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/04/21 15:17:04 Building Code: IBC Steel Code: AISC 360-16 LRFD Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 (For Unshored Composite the specified % of Construction DL is used) Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 2.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span < 0.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight > 1000.0 lbs/ft Do not Camber Beams with Depth < 0.0 in Do not Camber Beams with Depth > 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Uniform Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed - Short Span: 25.00 Minimum % of Full Composite Allowed - Long Span: 25.00 Long Span Defined as Span Greater Than: 30.00 ft Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing - Deck Parallel: Limit to (in): 12.00 Maximum Stud Spacing - Deck Not Parallel: Limit to (in): 12.00 Ductility of Shear Connection: Option to enforce AISC 360-16 Commentary I3.2d(1) for Spans greater than 30' not selected WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web Page 2/2C4 CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com C5 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Gravity Systems - Beams FK 3/6/2021 2000554 2 2.1 3 4 5 5.1 6 6.1 7 7.1 8J I H G F.1 F E.1 E D.1 W12x19 (24)W18x55 (39)W18x35 (24) W27x114 (48) c=1-1/2"W18x35 (20)w21x44 (48) c=3/4"W27x114 (66) c=1-1/2"W18x35 (20)W27x114 (68) c=1-1/2"W21x44 (48) c=3/4"W27x114 (98) c=1-1/2"W21x48W27x94 (48) c=1-1/2" W21x44 (48) c=1-3/4"W21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W8x10 (9)W18x35 (39) c=1-1/4"W21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W24x55W18x55 (39)W21x44 (34) c=3/4"W21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W8x10 (9)W16x31 (39) c=1-3/4"W21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W8x10 (9)W16x31 (39) c=1-3/4"W21x44 (48) c=1-1/2"W24x68w21x44 (48) c=1-1/2"W24x76 (74) c=1-1/4"w21x44 (48) c=1-1/2"W27x94 (40) c=1"W21x44 (48) c=1-1/2"W27x94 (40) c=1"W12x19 (22)W24x76 (40) c=1" W18x35 (24)W12x19 (22)W24x76W21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W18x35 (48) c=1-1/2"W21x44 (48) c=1-1/4"W14x22 (20)w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W12x19 (16)w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W12x19 (22)W12x19 (16)W18x35 (36)w21x44 (48) c=1-1/2"W24x62 (42) c=1-1/4"w21x44 (48) c=1-1/2"W27x94 (40) c=1"W21x44 (48) c=1-1/2"W27x94 (40) c=1" W24x68 (60) c=1-1/4"W12x19 (22)W12x19 (16)w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W12x19 (22)W12x19 (16)w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W12x19 (16)w21x44 (48) c=1-1/2"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W12x19 (16)w21x44 (48) c=1-1/4"W21x44 (12)w21x44 (48) c=1-1/2"W27x94 (40) c=1"W21x44 (48) c=1-1/2"W27x94 (54) c=1"W12x19 (22)W24x68 (86) c=1-1/4" W21x44 (40) c=3/4"W21x44 (48) c=1"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W21x44 (48) c=1"W21x44 (48) c=1"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W21x44 (48) c=1"w21x44 (48) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W21x44 (48) c=1"W21x44 (48) c=1"w21x44 (48) c=1-1/2"W21x48 (34) c=3/4"W21x44 (48) c=1-1/2"W21x48 (39) c=3/4"W12x19 (22)W21x44 (28) W16x26 (28)W21x44 (48) c=1"w21x44 (49) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W21x44 (48) c=1"w21x44 (49) c=1-1/2"W21x44 (48) c=1-1/2"W12x19 (22)W21x44 (47) c=1"W21x44 (47) c=1-1/4"W21x44 (20)W21x50 (50) c=3/4"W27x84 (50)W18x35 (22)w21x44 (47) c=1-1/2"W24x76 (36)w21x44 (47) c=1-1/2"w21x44 (47) c=1-1/2"w21x44 (47) c=1-1/2"w21x44 (47) c=1-1/2"w21x44 (47) c=3/4"BEAM SIZES, CAMBER, AND STUD CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com C6 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Gravity Systems - Beams FK 3/6/2021 2000554 BEAM DCR/DEFLECTION CONTROL CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com D1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Gravity System Columns CBC2021-0078 SET 1 3/10/21 D2COLUMN SIZES AND DCR'sCBC2021-0078 SET 1 3/10/21 Gravity Column Design Summary RAM Steel 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/06/21 17:39:03 Building Code: IBC Steel Code: AISC360-16 LRFD DEMAND/CAPACITY LIMIT FOR STRENGTH : 1.000 Column Line 0.00ft-9.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 51.7 0.0 0.0 1 0.40 Eq Axial 0.0 46 HSS6X6X1/4 Column Line 2-I Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 86.1 0.0 0.0 1 0.24 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine Frame Column Line 2-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 86.1 0.0 0.0 1 0.24 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 189.4 60.0 -4.9 1 0.76 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 2-G Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 86.1 0.0 0.0 1 0.24 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 189.8 60.2 4.9 1 0.76 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 2-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 86.1 0.0 0.0 1 0.24 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine Frame Column Line 2-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 86.1 0.0 0.0 1 0.24 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 151.7 45.1 10.6 1 0.63 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 0.00ft-255.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 66.3 0.0 0.0 1 0.52 Eq Axial 0.0 46 HSS6X6X1/4 Column Line 24.00ft-9.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 103.3 0.0 0.0 1 0.81 Eq Axial 0.0 46 HSS6X6X1/4 Column Line 3-I Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 178.7 -64.8 -1.5 1 0.75 Eq H1-1a 0.0 46 HSS8X8X5/8 D3 CBC2021-0078 SET 1 3/10/21 Gravity Column Design Summary RAM Steel 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/06/21 17:39:03 Building Code: IBC Steel Code: AISC360-16 LRFD Column Line 3-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 298.8 -16.6 0.0 1 0.70 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 3-G Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 307.2 -14.1 -0.5 1 0.71 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 3-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 324.7 -19.6 -1.6 1 0.78 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 3-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 249.2 -13.1 11.9 1 0.65 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 48.00ft-262.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 53.1 -7.6 5.5 1 0.72 Eq H1-1a 0.0 46 HSS6X6X1/4 Column Line 58.00ft-9.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 110.7 0.0 0.0 1 0.87 Eq Axial 0.0 46 HSS6X6X1/4 Column Line 58.00ft-48.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 129.1 0.0 0.0 1 0.97 Eq Axial 0.0 50 HSS6X6X1/4 Column Line 88.00ft-80.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 34.0 4.0 -4.6 1 0.59 Eq H1-1a 0.0 46 HSS5X5X5/16 Column Line 4-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 214.0 -7.4 -10.2 1 0.54 Eq H1-1a 0.0 46 HSS8X8X5/8 Page 2/4D4 CBC2021-0078 SET 1 3/10/21 Gravity Column Design Summary RAM Steel 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/06/21 17:39:03 Building Code: IBC Steel Code: AISC360-16 LRFD Column Line 4-G Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 279.7 0.7 -0.4 1 0.58 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 4-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 296.1 6.3 -1.3 1 0.65 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 4-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 227.0 2.1 17.6 1 0.58 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 123.50ft-80.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 24.4 -8.3 -1.7 1 0.53 Eq H1-1a 0.0 46 HSS5X5X5/16 Column Line 5-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 141.3 -27.0 -12.4 1 0.51 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 5-G Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 280.5 3.9 -2.9 1 0.61 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 5-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 290.3 1.7 0.0 1 0.60 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 5-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 73.7 0.0 0.0 1 0.20 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 223.3 -0.0 9.4 1 0.51 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 6-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine Frame Page 3/4D5 CBC2021-0078 SET 1 3/10/21 Gravity Column Design Summary RAM Steel 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/06/21 17:39:03 Building Code: IBC Steel Code: AISC360-16 LRFD Column Line 6-G Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 250.1 -19.4 -4.0 1 0.64 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 6-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 261.9 -25.2 -0.2 1 0.68 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 6-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.9 0.0 0.0 1 0.22 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 203.2 -17.9 8.5 1 0.57 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 168.00ft-262.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 50.3 -4.0 6.0 1 0.62 Eq H1-1a 0.0 46 HSS6X6X1/4 Column Line 196.00ft-142.50ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 148.9 -2.7 4.5 1 0.80 Eq H1-1a 0.0 46 HSS7X7X5/16 Column Line 196.00ft-262.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 25.7 -7.6 4.0 1 0.47 Eq H1-1a 0.0 46 HSS6X6X1/4 Column Line 7-H Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 86.1 0.0 0.0 1 0.24 Eq Axial 0.0 46 HSS8X8X5/8 Mezzanine 133.6 22.1 0.0 1 0.40 Eq H1-1a 0.0 46 HSS8X8X5/8 Column Line 246.00ft-142.50ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 134.8 0.0 0.0 1 0.63 Eq Axial 0.0 46 HSS7X7X5/16 Column Line 252.00ft-96.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 91.8 0.0 0.0 1 0.72 Eq Axial 0.0 46 HSS6X6X1/4 Page 4/4D6 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com E1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Gravity System Foundations CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com E2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Gravity Systems - Foundations FK 3/6/2021 2000554 GRAVITY FOUNDATION DESIGN Allowable soil bearing pressure per geotech - 2500psf MARK SIZE MIN. THICKNESS REINFORCING BOTTOM REINFORCING TOP CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 1 Footing Column Location:(2 - E) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 87.03 Pos. Live: 20.92 Neg. Live: -2.87 Pos. Roof: 27.60 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)48.80 5 50.01 5 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)186.82 5 186.82 5 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 150.84 5 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.32 43 Max Average Unfactored Soil Bearing (ksf)1.32 43 Max Soil Bearing for Factored Design (ksf)1.31 5 Max Average Soil Bearing for Factored Design (ksf)1.31 5 E3 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 2 Footing Column Location:(0.00 - 255.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 27.73 Pos. Live: 20.66 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)12.90 2 13.82 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)38.09 2 38.09 2 Provided Moment: (kip-ft)216.83 204.02 Required Punching Shear: (kip) 57.69 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.53/ 4.74 4.53/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.61 40 Max Average Unfactored Soil Bearing (ksf)1.61 40 Max Soil Bearing for Factored Design (ksf)1.84 2 Max Average Soil Bearing for Factored Design (ksf)1.84 2 Page 2/33E4 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 3 Footing Column Location:(3 - E) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 150.18 Pos. Live: 35.20 Neg. Live: 0.00 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)76.45 2 78.34 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)292.68 2 292.68 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 236.31 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.92 43 Max Average Unfactored Soil Bearing (ksf)1.92 43 Max Soil Bearing for Factored Design (ksf)2.06 2 Max Average Soil Bearing for Factored Design (ksf)2.06 2 Page 3/33E5 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 4 Footing Column Location:(48.00 - 262.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 27.16 Pos. Live: 12.81 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)10.32 2 11.06 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)30.49 2 30.49 2 Provided Moment: (kip-ft)216.83 204.02 Required Punching Shear: (kip) 46.17 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.53/ 4.74 4.53/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.37 40 Max Average Unfactored Soil Bearing (ksf)1.37 40 Max Soil Bearing for Factored Design (ksf)1.47 2 Max Average Soil Bearing for Factored Design (ksf)1.47 2 Page 4/33E6 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 5 Footing Column Location:(168.00 - 262.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 25.47 Pos. Live: 12.31 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)9.77 2 10.47 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)28.86 2 28.86 2 Provided Moment: (kip-ft)216.83 204.02 Required Punching Shear: (kip) 43.70 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.53/ 4.74 4.53/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.31 40 Max Average Unfactored Soil Bearing (ksf)1.31 40 Max Soil Bearing for Factored Design (ksf)1.40 2 Max Average Soil Bearing for Factored Design (ksf)1.40 2 Page 5/33E7 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 6 Footing Column Location:(196.00 - 262.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 11.14 Pos. Live: 7.67 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)4.99 2 5.34 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)14.73 2 14.73 2 Provided Moment: (kip-ft)216.83 204.02 Required Punching Shear: (kip) 22.31 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.53/ 4.74 4.53/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)0.79 40 Max Average Unfactored Soil Bearing (ksf)0.79 40 Max Soil Bearing for Factored Design (ksf)0.71 2 Max Average Soil Bearing for Factored Design (ksf)0.71 2 Page 6/33E8 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 7 Footing Column Location:(4 - E) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 137.17 Pos. Live: 31.83 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)69.66 2 71.38 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)266.66 2 266.66 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 215.30 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.77 43 Max Average Unfactored Soil Bearing (ksf)1.77 43 Max Soil Bearing for Factored Design (ksf)1.88 2 Max Average Soil Bearing for Factored Design (ksf)1.88 2 Page 7/33E9 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 8 Footing Column Location:(5 - E) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 132.66 Pos. Live: 32.89 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)68.52 2 70.21 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)262.31 2 262.31 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 211.79 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.74 43 Max Average Unfactored Soil Bearing (ksf)1.74 43 Max Soil Bearing for Factored Design (ksf)1.85 2 Max Average Soil Bearing for Factored Design (ksf)1.85 2 Page 8/33E10 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 9 Footing Column Location:(6 - E) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 122.45 Pos. Live: 27.23 Neg. Live: 0.00 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)62.33 2 63.87 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)238.62 2 238.62 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 192.66 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.64 43 Max Average Unfactored Soil Bearing (ksf)1.64 43 Max Soil Bearing for Factored Design (ksf)1.68 2 Max Average Soil Bearing for Factored Design (ksf)1.68 2 Page 9/33E11 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 10 Footing Column Location:(3 - G) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 175.84 Pos. Live: 52.21 Neg. Live: 0.00 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)94.25 2 96.58 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)360.82 2 360.82 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 291.33 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.23 43 Max Average Unfactored Soil Bearing (ksf)2.23 43 Max Soil Bearing for Factored Design (ksf)2.54 2 Max Average Soil Bearing for Factored Design (ksf)2.54 2 Page 10/33E12 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 11 Footing Column Location:(3 - F) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 196.36 Pos. Live: 47.78 Neg. Live: 0.00 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)99.63 2 102.09 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)381.41 2 381.41 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 307.95 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.38 43 Max Average Unfactored Soil Bearing (ksf)2.38 43 Max Soil Bearing for Factored Design (ksf)2.68 2 Max Average Soil Bearing for Factored Design (ksf)2.68 2 Page 11/33E13 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 12 Footing Column Location:(4 - G) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 160.26 Pos. Live: 47.45 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)85.83 2 87.95 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)328.56 2 328.56 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 265.28 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.06 43 Max Average Unfactored Soil Bearing (ksf)2.06 43 Max Soil Bearing for Factored Design (ksf)2.31 2 Max Average Soil Bearing for Factored Design (ksf)2.31 2 Page 12/33E14 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 13 Footing Column Location:(4 - F) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 179.38 Pos. Live: 43.32 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)90.84 2 93.08 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)347.75 2 347.75 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 280.78 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.19 43 Max Average Unfactored Soil Bearing (ksf)2.19 43 Max Soil Bearing for Factored Design (ksf)2.45 2 Max Average Soil Bearing for Factored Design (ksf)2.45 2 Page 13/33E15 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 14 Footing Column Location:(5 - G) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 160.64 Pos. Live: 47.62 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)86.05 2 88.17 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)329.41 2 329.41 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 265.97 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.07 43 Max Average Unfactored Soil Bearing (ksf)2.07 43 Max Soil Bearing for Factored Design (ksf)2.32 2 Max Average Soil Bearing for Factored Design (ksf)2.32 2 Page 14/33E16 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 15 Footing Column Location:(5 - F) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 172.66 Pos. Live: 44.77 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)89.08 2 91.28 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)341.02 2 341.02 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 275.34 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.15 43 Max Average Unfactored Soil Bearing (ksf)2.15 43 Max Soil Bearing for Factored Design (ksf)2.40 2 Max Average Soil Bearing for Factored Design (ksf)2.40 2 Page 15/33E17 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 16 Footing Column Location:(6 - G) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 144.05 Pos. Live: 40.36 Neg. Live: 0.00 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)76.73 2 78.62 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)293.73 2 293.73 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 237.16 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.90 43 Max Average Unfactored Soil Bearing (ksf)1.90 43 Max Soil Bearing for Factored Design (ksf)2.07 2 Max Average Soil Bearing for Factored Design (ksf)2.07 2 Page 16/33E18 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 17 Footing Column Location:(6 - F) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 158.31 Pos. Live: 37.08 Neg. Live: 0.00 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)80.37 2 82.36 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)307.67 2 307.67 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 248.42 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.00 43 Max Average Unfactored Soil Bearing (ksf)2.00 43 Max Soil Bearing for Factored Design (ksf)2.16 2 Max Average Soil Bearing for Factored Design (ksf)2.16 2 Page 17/33E19 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 18 Footing Column Location:(196.00 - 142.50) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS7X7X5/16 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 81.22 Pos. Live: 32.13 Neg. Live: -1.79 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)45.96 2 47.08 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)176.28 2 176.28 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 141.43 2 Provided Punching Shear: (kip) 447.78 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.24 40 Max Average Unfactored Soil Bearing (ksf)1.24 40 Max Soil Bearing for Factored Design (ksf)1.23 2 Max Average Soil Bearing for Factored Design (ksf)1.23 2 Page 18/33E20 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 19 Footing Column Location:(7 - H) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 76.21 Pos. Live: 17.73 Neg. Live: -1.07 Pos. Roof: 27.60 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)44.33 5 45.42 5 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)169.70 5 169.70 5 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 137.02 5 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.21 43 Max Average Unfactored Soil Bearing (ksf)1.21 43 Max Soil Bearing for Factored Design (ksf)1.19 5 Max Average Soil Bearing for Factored Design (ksf)1.19 5 Page 19/33E21 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 20 Footing Column Location:(246.00 - 142.50) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS7X7X5/16 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 71.09 Pos. Live: 30.94 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)41.62 2 42.64 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)159.63 2 159.63 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 128.07 2 Provided Punching Shear: (kip) 447.78 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.14 40 Max Average Unfactored Soil Bearing (ksf)1.14 40 Max Soil Bearing for Factored Design (ksf)1.11 2 Max Average Soil Bearing for Factored Design (ksf)1.11 2 Page 20/33E22 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 21 Footing Column Location:(252.00 - 96.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 48.58 Pos. Live: 20.93 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)17.85 2 19.12 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)52.70 2 52.70 2 Provided Moment: (kip-ft)216.83 204.02 Required Punching Shear: (kip) 79.82 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.53/ 4.74 4.53/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.19 40 Max Average Unfactored Soil Bearing (ksf)2.19 40 Max Soil Bearing for Factored Design (ksf)2.55 2 Max Average Soil Bearing for Factored Design (ksf)2.55 2 Page 21/33E23 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 22 Footing Column Location:(3 - I) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 96.14 Pos. Live: 31.65 Neg. Live: -7.70 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)54.82 2 56.17 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)209.85 2 209.85 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 169.44 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.45 43 Max Average Unfactored Soil Bearing (ksf)1.45 43 Max Soil Bearing for Factored Design (ksf)1.48 2 Max Average Soil Bearing for Factored Design (ksf)1.48 2 Page 22/33E24 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 23 Footing Column Location:(3 - H) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 169.73 Pos. Live: 51.57 Neg. Live: 0.00 Pos. Roof: 25.30 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)91.69 2 93.95 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)351.01 2 351.01 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 283.41 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.18 43 Max Average Unfactored Soil Bearing (ksf)2.18 43 Max Soil Bearing for Factored Design (ksf)2.47 2 Max Average Soil Bearing for Factored Design (ksf)2.47 2 Page 23/33E25 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 24 Footing Column Location:(58.00 - 9.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):8.00 Width (ft):8.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 59.35 Pos. Live: 24.66 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)29.97 2 31.13 2 Provided Shear: (kip)159.38 Sec. 8.6 150.27 Sec. 8.6 Required Moment: (kip-ft)90.89 2 90.89 2 Provided Moment: (kip-ft)310.77 292.56 Required Punching Shear: (kip) 102.55 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.25/ 4.74 4.25/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.80 17.80 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.58 40 Max Average Unfactored Soil Bearing (ksf)1.58 40 Max Soil Bearing for Factored Design (ksf)1.73 2 Max Average Soil Bearing for Factored Design (ksf)1.73 2 Page 24/33E26 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 25 Footing Column Location:(58.00 - 48.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):8.00 Width (ft):8.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 63.91 Pos. Live: 32.75 Neg. Live: -2.09 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)34.96 2 36.31 2 Provided Shear: (kip)159.38 Sec. 8.6 150.27 Sec. 8.6 Required Moment: (kip-ft)106.02 2 106.02 2 Provided Moment: (kip-ft)310.77 292.56 Required Punching Shear: (kip) 119.62 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.25/ 4.74 4.25/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.80 17.80 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.77 40 Max Average Unfactored Soil Bearing (ksf)1.77 40 Max Soil Bearing for Factored Design (ksf)2.02 2 Max Average Soil Bearing for Factored Design (ksf)2.02 2 Page 25/33E27 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 26 Footing Column Location:(0.00 - 9.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 25.36 Pos. Live: 13.28 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)10.05 2 10.77 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)29.68 2 29.68 2 Provided Moment: (kip-ft)216.83 204.02 Required Punching Shear: (kip) 44.95 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.53/ 4.74 4.53/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.34 40 Max Average Unfactored Soil Bearing (ksf)1.34 40 Max Soil Bearing for Factored Design (ksf)1.44 2 Max Average Soil Bearing for Factored Design (ksf)1.44 2 Page 26/33E28 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 28 Footing Column Location:(24.00 - 9.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X1/4 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 54.12 Pos. Live: 23.99 Neg. Live: -1.33 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)20.09 2 21.53 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)59.34 2 59.34 2 Provided Moment: (kip-ft)216.83 204.02 Required Punching Shear: (kip) 89.86 2 Provided Punching Shear: (kip) 335.45 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.53/ 4.74 4.53/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)2.43 40 Max Average Unfactored Soil Bearing (ksf)2.43 40 Max Soil Bearing for Factored Design (ksf)2.87 2 Max Average Soil Bearing for Factored Design (ksf)2.87 2 Page 27/33E29 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 34 Footing Column Location:(2 - G) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 110.08 Pos. Live: 27.45 Neg. Live: 0.00 Pos. Roof: 27.60 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)58.29 5 59.73 5 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)223.15 5 223.15 5 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 180.17 5 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.55 43 Max Average Unfactored Soil Bearing (ksf)1.55 43 Max Soil Bearing for Factored Design (ksf)1.57 5 Max Average Soil Bearing for Factored Design (ksf)1.57 5 Page 28/33E30 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 35 Footing Column Location:(2 - H) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 109.62 Pos. Live: 27.55 Neg. Live: 0.00 Pos. Roof: 27.60 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)58.14 5 59.57 5 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)222.55 5 222.55 5 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 179.69 5 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.55 43 Max Average Unfactored Soil Bearing (ksf)1.55 43 Max Soil Bearing for Factored Design (ksf)1.57 5 Max Average Soil Bearing for Factored Design (ksf)1.57 5 Page 29/33E31 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 37 Footing Column Location:(5 - H) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 81.72 Pos. Live: 19.81 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)44.42 5 45.51 5 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)170.04 5 170.04 5 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 137.29 5 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.24 43 Max Average Unfactored Soil Bearing (ksf)1.24 43 Max Soil Bearing for Factored Design (ksf)1.20 5 Max Average Soil Bearing for Factored Design (ksf)1.20 5 Page 30/33E32 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 48 Footing Column Location:(88.00 - 80.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS5X5X5/16 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 15.56 Pos. Live: 9.60 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)6.74 2 7.21 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)19.86 2 19.86 2 Provided Moment: (kip-ft)218.73 205.81 Required Punching Shear: (kip) 29.77 2 Provided Punching Shear: (kip) 329.00 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.49/ 4.74 4.49/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)0.96 40 Max Average Unfactored Soil Bearing (ksf)0.96 40 Max Soil Bearing for Factored Design (ksf)0.95 2 Max Average Soil Bearing for Factored Design (ksf)0.95 2 Page 31/33E33 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 49 Footing Column Location:(123.50 - 80.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):6.00 Width (ft):6.00 Thickness (ft):1.75 Bottom Reinf. Parallel to Length: 6 - #8 Width: 6 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS5X5X5/16 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 10.53 Pos. Live: 7.33 Neg. Live: 0.00 Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)4.82 2 5.16 2 Provided Shear: (kip)119.53 Sec. 8.6 112.70 Sec. 8.6 Required Moment: (kip-ft)14.21 2 14.21 2 Provided Moment: (kip-ft)218.73 205.81 Required Punching Shear: (kip) 21.30 2 Provided Punching Shear: (kip) 329.00 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:6-#8 6-#8 None None Required Steel/Provided Steel (in²) 4.49/ 4.74 4.49/ 4.74 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)13.00 13.00 None None Bar Depth (in)17.50 16.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)0.76 40 Max Average Unfactored Soil Bearing (ksf)0.76 40 Max Soil Bearing for Factored Design (ksf)0.68 2 Max Average Soil Bearing for Factored Design (ksf)0.68 2 Page 32/33E34 CBC2021-0078 SET 1 3/10/21 Spread Footing Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 23:40:17 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 50 Footing Column Location:(4 - H) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 8 - #8 Width: 8 - #8 Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 12.00 x 12.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip)Dead Load: 122.46 Pos. Live: 34.74 Neg. Live: 0.00 Pos. Roof: 23.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip)65.67 2 67.29 2 Provided Shear: (kip)256.71 Sec. 8.6 244.19 Sec. 8.6 Required Moment: (kip-ft)251.39 2 251.39 2 Provided Moment: (kip-ft)571.01 542.57 Required Punching Shear: (kip) 202.97 2 Provided Punching Shear: (kip) 455.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size:8-#8 8-#8 None None Required Steel/Provided Steel (in²) 5.71/ 6.32 5.71/ 6.32 None None Required Steel Code Ref.Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in)17.86 17.86 None None Bar Depth (in)20.50 19.50 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)2.50 Max Unfactored Soil Bearing (ksf)1.67 43 Max Average Unfactored Soil Bearing (ksf)1.67 43 Max Soil Bearing for Factored Design (ksf)1.77 2 Max Average Soil Bearing for Factored Design (ksf)1.77 2 Page 33/33E35 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com F1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Lateral System Brace Frame CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com F2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Lateral System - SCBF FK 3/6/2021 2000554 LATERAL DESIGN NARRATIVE Quidel TI lateral system consists of SCBF's with a zipper colum (zipper column not analyzed in RSS) to handle the seismic force. RAM Structural System was utilized to analyze the SCBF for loads based on the loading criteria. Brace is an HSS6x6x1/2 and Beam is W18x65. Columns vary between HSS6x6x1/2 and HSS8x8x5/8. Zipper column is HSS8x8x5/8. SCBF CBC2021-0078 SET 1 3/10/21 Member Code Check RAM Frame 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/06/21 19:07:02 Building Code: IBC Steel Code: AISC360-16 LRFD BRACE INFORMATION: Story Level = Mezzanine Frame Number = 4 Brace Number = 21 Fy (ksi) = 46.00 Brace Size = HSS6X6X1/2 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft)22.22 22.22 Lu for Bending (ft)22.22 22.22 K 1.00 1.00 CONTROLLING BRACE FORCES - SHEAR Load Combination: 1.400 D Shear Top Vux (kip)-0.00 Vuy (kip)-0.00 Shear Bot. Vux (kip)-0.00 Vuy (kip)-0.00 SHEAR CHECK: Vux (kip) = -0.00 0.90Vnx (kip) = 106.38 Vux/0.90Vnx = 0.000 Vuy (kip) = -0.00 0.90Vny (kip) = 106.38 Vuy/0.90Vny = 0.000 CONTROLLING BRACE FORCES - AXIAL Load Combination: 1.355 D + 0.500 Lp - 1.300 E2 AXIAL CHECK: Pu (kip) = 152.92 0.90Pnx (kip) = 153.53 Pu/0.90Pnx = 0.996 0.90Pny (kip) = 153.53 Pu/0.90Pny = 0.996 0.90Pn (kip) = 153.53 Pu/0.90Pn = 0.996 CONTROLLING BRACE FORCES - FLEXURE Load Combination: 1.355 D + 0.500 Lp - 1.300 E2 Axial Load (kip)152.92 Moment Top Mux (kip-ft)0.00 Muy (kip-ft)0.00 Moment Bot. Mux (kip-ft)0.00 Muy (kip-ft)0.00 CALCULATED PARAMETERS: Pu (kip) = 152.92 0.90Pn (kip) = 153.53 Mux (kip-ft) = 0.00 0.90Mnx (kip-ft) = 68.28 Muy(kip-ft) = 0.00 0.90Mny (kip-ft) = 68.31 KL/Rx = 119.72 KL/Ry = 119.72 Cbx = 1.00 INTERACTION EQUATION: Pu/0.90*Pn=0.996 Pr/Pc = 0.996 F3WORST CASE BRACE HSS6x6x1/2 CBC2021-0078 SET 1 3/10/21 Member Code Check RAM Frame 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/06/21 19:07:02 Building Code: IBC Steel Code: AISC360-16 LRFD BEAM INFORMATION: Story Level = Mezzanine Frame Number = 4 Beam Number = 93 Fy (ksi) = 50.00 Beam Size = W18X65 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu for Axial (ft)14.00 7.00 Lu for Bending (ft)14.00 7.00 K 1.00 1.00 Top Flange Continuously Braced Yes Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.200 D + 1.600 Lp + 0.500 Rfp Segment distance (ft) i - end 7.00 j - end 14.00 SHEAR CHECK: Vux (kip) = -16.53 1.00Vnx (kip) = 248.40 Vux/1.00Vnx = 0.067 Vuy (kip) = 0.00 0.90Vny (kip) = 307.40 Vuy/0.90Vny = 0.000 CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 0.745 D + 1.300 E2 Segment distance (ft) i - end 7.00 j - end 14.00 AXIAL CHECK: Pu (kip) = 114.49 0.90Pnx (kip) = 828.41 Pu/0.90Pnx = 0.138 0.90Pny (kip) = 718.05 Pu/0.90Pny = 0.159 0.90Pn (kip) = 718.05 Pu/0.90Pn = 0.159 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.355 D + 0.500 Lp + 1.300 E2 Segment distance (ft) i - end 7.00 j - end 14.00 CALCULATED PARAMETERS: Pu (kip) = 114.49 0.90Pn (kip) = 718.05 Mux (kip-ft) = -46.73 0.90Mnx (kip-ft) = 498.75 Muy(kip-ft) = -1.96 0.90Mny (kip-ft) = 84.38 KL/Rx = 22.45 KL/Ry = 49.59 Cbx = 2.28 INTERACTION EQUATION: Pu/0.90*Pn=0.159 Eq H1-1b: 0.080 + 0.094 + 0.023 = 0.197 F4WORST CASE BEAM W18x65 CBC2021-0078 SET 1 3/10/21 Seismic Provisions Member Code Check RAM Structural System 17.02.00.130 DataBase: Quidel Mezzanine_FK v2 03/06/21 19:25:24 Building Code: IBC Steel Code: AISC341-16 - LRFD Beam Parameters Story: Mezzanine Frame No: 4 Member No: 93 Fy (ksi): 50.00 Size: W18X65 Frame Type: Special Concentric Brace Frame -Chevron Criteria Apply one and two story exceptions where applicable F2.4b V- and Inverted V- Braced Frames --- Additional Check Required Beam must be continuous between columns OK 1. Beam must be designed for unbalanced horizontal brace forces on the beam ends in addition to the unbalanced forces below: Left Brace: Tens (kip) = 627.26 Comp (kip) = 194.47 Post Buck. Comp (kip) = 58.34 Right Brace: Tens (kip) = 627.26 Comp (kip) = 194.47 Post Buck. Comp (kip) = 58.34 Unbalanced Beam Forces from V-Braces - F2.3(a) Analysis Vertical Resultant (kip) = 336.0 Horizontal Resultant (kip) = 517.8 Unbalanced Beam Forces from V-Braces - F2.3(b) Analysis Vertical Resultant (kip) = 441.7 Horizontal Resultant (kip) = 432.0 2. Lateral Bracing Requirements along Beam (D1.2a Moderately Ductile) Max Lu (in) = 84.00 Lu Limit = 169.69 OK Required strength of lateral brace along beam (A-6-7) = 1.23 kip Required stiffness of bracing (A-6-8) = 822.66 kip / Lb Cd = 1.0 assumed for eqns (A-6-7/8) Lb = distance between braces (in) The brace closest to the point of inflection should be designed for two times these values (Cd=2) F2.5a Basic Requirements (D1.1 Highly Ductile) --- OK Flange b/tf = 5.06 Limit = 7.35 OK Web h/tw = 35.78 Limit = 36.05 OK Note: Beam axial load from F2.3 Analysis not determined; Web h/tw limit assumed to be 1.57 sqrt(E/RyFy). F5 CBC2021-0078 SET 1 3/10/21 Steel Column Licensee : KPFFLic. # : KW-06000416 Description :W18x65 Beam handling horizontal load of 517.8k KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . File = \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Brace Frame\Brace Frame.ec6 . Project Title:Engineer:Project ID: Printed: 6 MAR 2021, 7:47PM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : A-992, High Strength, Low Alloy, Fy = 50 ksi 28Overall Column Height ft Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :W18x65 50.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Lu for buckling ABOUT Y-Y Axis: 7 ft, 14 ft, 21 ft, K = 1.0 Fully braced against buckling ABOUT X-X Axis Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,820.0 lbs * Dead Load Factor AXIAL LOADS . . . Unbalanced: Axial Load at 28.0 ft, D = 517.80 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.7243 Location of max.above base 0.0 ft 519.62 k 717.46 k 0.0 k-ft Load Combination D Only Load Combination 84.375 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : AppliedVn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 483.346 k-ft 0.0 k-ft Maximum Load Reactions . . (see tab for all) Top along X-X 0.0 kBottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.724 0.00 1.00 11.21 0.00 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+H 519.620 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 519.620 Minimum"519.620 MaximumReaction, X-X Axis Base 519.620 Minimum"519.620 MaximumReaction, Y-Y Axis Base 519.620 Minimum"519.620 MaximumReaction, X-X Axis Top 519.620 Minimum"519.620 MaximumReaction, Y-Y Axis Top 519.620 F6 SCBF Beam - W18x65 for Unbalanced Loads CBC2021-0078 SET 1 3/10/21 Steel Column Licensee : KPFFLic. # : KW-06000416 Description :W18x65 Beam handling horizontal load of 517.8k KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . File = \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Brace Frame\Brace Frame.ec6 . Project Title:Engineer:Project ID: Printed: 6 MAR 2021, 7:47PM Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments Minimum"519.620 MaximumMoment, X-X Axis Base 519.620 Minimum"519.620 MaximumMoment, Y-Y Axis Base 519.620 Minimum"519.620 MaximumMoment, X-X Axis Top 519.620 Minimum"519.620 MaximumMoment, Y-Y Axis Top 519.620 Minimum"519.620 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :W18x65 R xx = 1.690 in Depth =18.400 in R yy = 7.490 in Sw =47.700 in^4 K1 =0.875 in Zy =22.500 in^3 Kdesign =1.150 in J =2.730 in^4 Flange Width =7.590 in Flange Thick = 0.750 in Zx =133.000 in^3 Area = 19.100 in^2 Weight =65.000 plf I xx =1,070.00 in^4 S xx =117.00 in^3 Cw =4,240.00 in^6Web Thick =0.450 in I yy =54.800 in^4 S yy =14.400 in^3 Wno =33.500 in^2 Qf =23.600 in^3 rts =2.030 in Qw =66.300 in^3 Ycg =0.000 in Sketches F7 CBC2021-0078 SET 1 3/10/21 Steel Column Licensee : KPFFLic. # : KW-06000416 Description :Zipper Column Unbalanced Loads KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . File = \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Brace Frame\Brace Frame.ec6 . Project Title:Engineer:Project ID: Printed: 6 MAR 2021, 7:39PM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : , A500, Grade B, Fy = 46 ksi, Carbon Steel 17.5Overall Column Height ft Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS8x8x5/8 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Lu for buckling ABOUT Y-Y Axis: K = 1.0 Lu for buckling ABOUT X-X Axis : K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,038.10 lbs * Dead Load Factor AXIAL LOADS . . . Unbalanced Load: Axial Load at 17.50 ft, D = 441.70 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.9087 Location of max.above base 0.0 ft 442.738 k 487.232 k 0.0 k-ft Load Combination D Only Load Combination 154.215 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : AppliedVn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 154.215 k-ft 0.0 k-ft Maximum Load Reactions . . (see tab for all) Top along X-X 0.0 kBottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.909 0.00 1.00 70.23 70.23 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+H 442.738 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 442.738 Minimum"442.738 MaximumReaction, X-X Axis Base 442.738 Minimum"442.738 MaximumReaction, Y-Y Axis Base 442.738 Minimum"442.738 MaximumReaction, X-X Axis Top 442.738 Minimum"442.738 MaximumReaction, Y-Y Axis Top 442.738 F8 Zipper Column - HSS8x8x5/8 for Unbalanced Loads CBC2021-0078 SET 1 3/10/21 Steel Column Licensee : KPFFLic. # : KW-06000416 Description :Zipper Column Unbalanced Loads KPFF Consulting Engineers, Inc. 3131 Camino del Rio N, Suite 1080 San Diego, CA 92108 (p) 619.521.8500 (f) 619.521.8591 www.kpff.com Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . File = \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Brace Frame\Brace Frame.ec6 . Project Title:Engineer:Project ID: Printed: 6 MAR 2021, 7:39PM Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments Minimum"442.738 MaximumMoment, X-X Axis Base 442.738 Minimum"442.738 MaximumMoment, Y-Y Axis Base 442.738 Minimum"442.738 MaximumMoment, X-X Axis Top 442.738 Minimum"442.738 MaximumMoment, Y-Y Axis Top 442.738 Minimum"442.738 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS8x8x5/8 R xx = 2.990 in Depth =8.000 in R yy = 2.990 in J =244.000 in^4 Width =8.000 in Wall Thick = 0.624 in Zx =44.700 in^3 Area = 16.400 in^2 Weight =59.320 plf I xx =146.00 in^4 S xx =36.50 in^3Design Thick =0.581 in I yy =146.000 in^4 C =63.200 in^3 S yy =36.500 in^3 Ycg =0.000 in Sketches F9 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Gusset Plate Design Type of Frame: Special CONNECTION PROPERTIES Bay Width 14.00 ft *measured from the horizontal Story Height 16.6 ft θbrace*49.86 deg Ф = 0.9 Plate Yield & Buckling Gusset Parameters Gusset Thickness 0.75 in Fy = 50 ksi Fu = 65 ksi Column Parameters Column Shape HSS8x8x5/8 HSS Fy = 50 ksi Beam Parameters Beam Shape W18x65 Wide Flange Fy = 50 ksi Fu = 65 ksi Rt = 1.1 Vb = 1 Brace Parameters Brace Shape HSS6x6x1/2 HSS Fy = 46 ksi Fu = 58 ksi Rt = 1.3 Ry = 1.4 Weld Parameters FEXX =70 ksi Ф = 0.75 Fillet Welds CHECK MEMBERS ARE HIGHLY DUCTILE From Table 1-6 & F2.5a (Seismic Provisions) BRACE Highly Ductile?Yes BEAM Moderately Ductile?Yes COLUMN Highly Ductile?Yes BRACE-TO-GUSSET CONNECTION BRACE TENSILE STRENGTH F2.6c(1) (Seismic Provisions) tension strength = RyFyAg Pu = 627.26 (tension) F2.5b(1) (Seismic Provisions) KL/r 78.35 F2.3 (Seismic Provisions) Pulloff Value = 25.43 in L = 10.32 ft NOTE: L = brace end to end length = L from work point to work point - 2(pull-off values) KL/r = 55.55 BRACE COMPRESSIVE STRENGTH K = 1 L = 14.56 ft NOTE: L is from work point to work point F2.3 (Seismic Provisions) Min of expected tension strength (RyFyAg) and expected comp strength (1.14FcreAg) Pu = 156.08 (compression) Pu = 171.69 connections to be designed to 1.1*expected brace strength in compression, F2.6c(2) Post-buckling strength (F2.3) Pu = 46.82 < expected compressive strength CHECK SHEAR YIELDING STRENGTH IN BRACE WALL Detail reference: 8/S830 Quidel TI SCBF 28' Bay Brace 2000554 kips, shear due to gravity loads, factored OK OK OK OK OK 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com SCBF Gusset Plate Design.xlsm 28' BRACE 3/7/2021 F10 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Quidel TI SCBF 28' Bay Brace 2000554 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com Eqn. J4-3, pg. 16.1-129 ФRn = Ф0.6FytL ≤ Pu Solve for a lap length between the brace and gusset based on the limit state of shear yielding in the brace wall L ≥ 12.22 Lmin = 16.00 in min weld length D/C 0.76 AISC Eqn 8-2a ФRn = 1.392Dl Dreq = 8 weld thickness in sixteenths Use 8 weld thickness in sixteenths AISC Spec J2.2b, check length reduction 100weld length = 50 16 8/16 WELD PER 8/S830 CHECK BLOCK SHEAR RUPTURE ON THE GUSSET PLATE Spec Eqn. J4-5 Rn = 0.6FuAnv + UbsFuAnt ≤ 0.6FyAgv + UbsFuAnt Ф = 0.75 Shear yielding Agv = 24 in^2 0.6FyAgv = 720 kips Shear rupture Anv = Agv = 24 in^2 0.6FuAnv = 936 kips Tension rupture Ubs = 1 Spec J4.3 Ant = Agt = 4.5 in^2 UbsFuAnt = 292.5 kips Available block shear rupture strength 0.6FuAnv + UbsFuAnt = 1228.5 kips 0.6FyAgv + UbsFuAnt = 1012.5 kips Rn = 1012.5 kips ФRn = 759.375 kips D/C 0.83 CHECK WHITMORE SECTION Tensile yielding AISC, Fig. 9-1, pg. 9-4 lw = 24.48 in AISC Spec J4.1 Ф = 0.9 ФRn = 826.04 kips D/C 0.76 Flexural buckling in compression l' = 17.5 in a = 14.10 in lb = 13.39 in c = 8.31 in = 0.41 in AISC Spec J4.4 K = 1.2 KL/r = 74.24 CALCULATE NOMINAL COMPRESSIVE STRENGTH PER EQUATION E3-1 ON PAGE 16.1-33 Ф = 0.9 Fe = 51.93 ksi Fcr = 33.42 ksi ФPn = 552.05 kips D/C 0.31 0.75 IN GUSSET PLATE IS ACCEPTABLE CHECK TENSILE RUPTURE OF HSS BRACE AISC Spec D3.4 Ag = 9.74 in^2 An = 8.81 in^2 AISC Spec Table D3.1, Case 6 = 2.25 U = 0.859 AISC Eqn D3-1 Ae = 7.57 in^2 Ae<Ag, REINFORCEMENT OF BRACE IS REQUIRED PER SEISMIC PROVISIONS F2.5b(3) IN L1 MIN WITH OK OK OK, COMPACT, PLATE WILL YIELD BEFORE BUCKLING SCBF Gusset Plate Design.xlsm 28' BRACE 3/7/2021 F11 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Quidel TI SCBF 28' Bay Brace 2000554 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com DESIGN REINFORCING CHANNELS Detail reference: 7/S830 x- A x-A Brace 2.25 9.74 21.915 Plate-1 3.25 1.5 4.875 Sum 11.24 26.79 New x- 2.383 Seismic Provisions F2.5b(3)(i) Grade of Plate A572 Gr 50 Fy = 50 ksi Plate PL3x0.5 *Code requires reinforcing steel to be equal or greater yield strength as brace AISC Spec D3.4 An = 11.81 in^2 AISC Spec Table D3.1, Case 5 = 2.38 U = 0.851 AISC Eqn D3-1 Ae = 10.05 in^2 ATTACHMENT OF REINFORCING PLATE TO HSS BRACE Tensile strength of each plate, RyFyAg Ry = 1.1 Table A3.1 Pu = 82.5 kips Seismic Provisions F2.5b(3)(ii) AISC Eqn J2-10b, pg 16.1-117 rearranged to solve for weld size based on required Pu (above) a = 16 in (req'd weld length) D = 3 sixteenths 3/16 WELD IS ACCEPTABLE GUSSET PLATE GEOMETRY Note: Diagram does not include portion of gusset plate that is slotted through column. (as required per S830). tgusset θbrace*L1 H W α β A d C in deg in in in in in in in in 0.75 49.86 16.00 28.3 22.3 11.15 14.15 28 1/2 8.00 21.04 *from horizontal Note: The dimensions here are approximate. Final dimensions should be provided by steel manufacturer. OK OK, yield strength is at least the yield strength of the brace NOTE: U = 1.0 for reinforcing because length of connection of channel to HSS is significant, and shear lag does not control. DON'T DO THIS SCBF Gusset Plate Design.xlsm 28' BRACE 3/7/2021 F12 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Quidel TI SCBF 28' Bay Brace 2000554 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com a = 14.10 in Pull-off = 25.43 in Aflat = 14.08 in GUSSET WELD TO COLUMN Pu = 480.50 kips max beam shear + vert brace component in tension L = 46.70 in length of weld = beam depth + H, where H is length of gusset plate along column Dreq = 2 weld thickness in sixteenths Use 5 weld thickness in sixteenths 5/16 WELD GUSSET PLATE AT BRACE INTERSECTION DOES NOT APPLY. NO INTERSECTIONS AT CHEVRON BRACES Detail Reference: 9/S830 Gusset Parameters Gusset Thickness 0.50 in Fy = 50 ksi CHECK WHITMORE SECTION Tensile yielding AISC, Fig. 9-1, pg. 9-4 lw = 24.48 in AISC Spec J4.1 Ф = 0.9 ФRn = 550.69 kips D/C N/A CHEVRON BRACE Flexural buckling in compression lb = 5.00 in 2*thickness of gusset+d/2 AISC Spec J4.4 K = 1 KL/r = 34.64 CALCULATE NOMINAL COMPRESSIVE STRENGTH PER EQUATION E3-1 ON PAGE 16.1-33 Ф = 0.9 Fe = 238.52 ksi Fcr = 45.80 ksi ФPn = 504.43 kips D/C N/A CHEVRON BRACE N/A GUSSET PLATE OK SCBF Gusset Plate Design.xlsm 28' BRACE 3/7/2021 F13 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Gusset Plate Design Type of Frame: Special CONNECTION PROPERTIES Bay Width 12.00 ft *measured from the horizontal Story Height 16.6 ft θbrace*54.14 deg Ф = 0.9 Plate Yield & Buckling Gusset Parameters Gusset Thickness 0.75 in Fy = 50 ksi Fu = 65 ksi Column Parameters Column Shape HSS6X6X1/2 HSS Fy = 50 ksi Beam Parameters Beam Shape W18x65 Wide Flange Fy = 50 ksi Fu = 65 ksi Rt = 1.1 Vb = 1 Brace Parameters Brace Shape HSS6x6x1/2 HSS Fy = 46 ksi Fu = 58 ksi Rt = 1.3 Ry = 1.4 Weld Parameters FEXX =70 ksi Ф = 0.75 Fillet Welds CHECK MEMBERS ARE HIGHLY DUCTILE From Table 1-6 & F2.5a (Seismic Provisions) BRACE Highly Ductile?Yes BEAM Moderately Ductile?Yes COLUMN Highly Ductile?Yes BRACE-TO-GUSSET CONNECTION BRACE TENSILE STRENGTH F2.6c(1) (Seismic Provisions) tension strength = RyFyAg Pu = 627.26 (tension) F2.5b(1) (Seismic Provisions) KL/r 68.07 F2.3 (Seismic Provisions) Pulloff Value = 23.05 in L = 8.81 ft NOTE: L = brace end to end length = L from work point to work point - 2(pull-off values) KL/r = 47.40 BRACE COMPRESSIVE STRENGTH K = 1 L = 12.65 ft NOTE: L is from work point to work point F2.3 (Seismic Provisions) Min of expected tension strength (RyFyAg) and expected comp strength (1.14FcreAg) Pu = 156.08 (compression) Pu = 171.69 connections to be designed to 1.1*expected brace strength in compression, F2.6c(2) Post-buckling strength (F2.3) Pu = 46.82 < expected compressive strength CHECK SHEAR YIELDING STRENGTH IN BRACE WALL Detail reference: 8/S830 Quidel TI SCBF 24' Bay Brace 2000554 kips, shear due to gravity loads, factored OK OK OK OK OK 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com SCBF Gusset Plate Design.xlsm 24' BRACE 3/7/2021 F14 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Quidel TI SCBF 24' Bay Brace 2000554 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com Eqn. J4-3, pg. 16.1-129 ФRn = Ф0.6FytL ≤ Pu Solve for a lap length between the brace and gusset based on the limit state of shear yielding in the brace wall L ≥ 12.22 Lmin = 16.00 in min weld length D/C 0.76 AISC Eqn 8-2a ФRn = 1.392Dl Dreq = 8 weld thickness in sixteenths Use 8 weld thickness in sixteenths AISC Spec J2.2b, check length reduction 100weld length = 50 16 8/16 WELD PER 8/S830 CHECK BLOCK SHEAR RUPTURE ON THE GUSSET PLATE Spec Eqn. J4-5 Rn = 0.6FuAnv + UbsFuAnt ≤ 0.6FyAgv + UbsFuAnt Ф = 0.75 Shear yielding Agv = 24 in^2 0.6FyAgv = 720 kips Shear rupture Anv = Agv = 24 in^2 0.6FuAnv = 936 kips Tension rupture Ubs = 1 Spec J4.3 Ant = Agt = 4.5 in^2 UbsFuAnt = 292.5 kips Available block shear rupture strength 0.6FuAnv + UbsFuAnt = 1228.5 kips 0.6FyAgv + UbsFuAnt = 1012.5 kips Rn = 1012.5 kips ФRn = 759.375 kips D/C 0.83 CHECK WHITMORE SECTION Tensile yielding AISC, Fig. 9-1, pg. 9-4 lw = 24.48 in AISC Spec J4.1 Ф = 0.9 ФRn = 826.04 kips D/C 0.76 Flexural buckling in compression l' = 17.5 in a = 14.10 in lb = 11.70 in c = 7.72 in = 0.39 in AISC Spec J4.4 K = 1.2 KL/r = 64.82 CALCULATE NOMINAL COMPRESSIVE STRENGTH PER EQUATION E3-1 ON PAGE 16.1-33 Ф = 0.9 Fe = 68.12 ksi Fcr = 36.77 ksi ФPn = 607.53 kips D/C 0.28 0.75 IN GUSSET PLATE IS ACCEPTABLE CHECK TENSILE RUPTURE OF HSS BRACE AISC Spec D3.4 Ag = 9.74 in^2 An = 8.81 in^2 AISC Spec Table D3.1, Case 6 = 2.25 U = 0.859 AISC Eqn D3-1 Ae = 7.57 in^2 Ae<Ag, REINFORCEMENT OF BRACE IS REQUIRED PER SEISMIC PROVISIONS F2.5b(3) IN L1 MIN WITH OK OK OK, COMPACT, PLATE WILL YIELD BEFORE BUCKLING SCBF Gusset Plate Design.xlsm 24' BRACE 3/7/2021 F15 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Quidel TI SCBF 24' Bay Brace 2000554 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com DESIGN REINFORCING CHANNELS Detail reference: 7/S830 x- A x-A Brace 2.25 9.74 21.915 Plate-1 3.25 1.5 4.875 Sum 11.24 26.79 New x- 2.383 Seismic Provisions F2.5b(3)(i) Grade of Plate A572 Gr 50 Fy = 50 ksi Plate PL3x0.5 *Code requires reinforcing steel to be equal or greater yield strength as brace AISC Spec D3.4 An = 11.81 in^2 AISC Spec Table D3.1, Case 5 = 2.38 U = 0.851 AISC Eqn D3-1 Ae = 10.05 in^2 ATTACHMENT OF REINFORCING PLATES TO HSS BRACE Tensile strength of each plate, RyFyAg Ry = 1.1 Table A3.1 Pu = 82.5 kips Seismic Provisions F2.5b(3)(ii) AISC Eqn J2-10b, pg 16.1-117 rearranged to solve for weld size based on required Pu (above) a = 16 in (req'd weld length) D = 3 sixteenths 3/16 WELD IS ACCEPTABLE GUSSET PLATE GEOMETRY Note: Diagram does not include portion of gusset plate that is slotted through column. (as required per S830). tgusset θbrace*L1 H W α β A d C in deg in in in in in in in in 0.75 54.14 16.00 28.8 21.1 10.55 14.39 27 8.00 21.32 *from horizontal Note: The dimensions here are approximate. Final dimensions should be provided by steel manufacturer. OK OK, yield strength is at least the yield strength of the brace NOTE: U = 1.0 for reinforcing because length of connection of channel to HSS is significant, and shear lag does not control. DON'T DO THIS SCBF Gusset Plate Design.xlsm 24' BRACE 3/7/2021 F16 CBC2021-0078 SET 1 3/10/21 Project By:FK Sheet Date 3/21 Job No.Revised Quidel TI SCBF 24' Bay Brace 2000554 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com a = 14.10 in Pull-off = 23.05 in Aflat = 13.09 in GUSSET WELD TO COLUMN Pu = 509.34 kips max beam shear + vert brace component in tension L = 47.18 in length of weld = beam depth + H, where H is length of gusset plate along column Dreq = 2 weld thickness in sixteenths Use 5 weld thickness in sixteenths 5/16 WELD GUSSET PLATE AT BRACE INTERSECTION DOES NOT APPLY. NO INTERSECTIONS AT CHEVRON BRACES Detail Reference: 9/S830 Gusset Parameters Gusset Thickness 0.50 in Fy = 50 ksi CHECK WHITMORE SECTION Tensile yielding AISC, Fig. 9-1, pg. 9-4 lw = 24.48 in AISC Spec J4.1 Ф = 0.9 ФRn = 550.69 kips D/C N/A CHEVRON BRACE Flexural buckling in compression lb = 5.00 in 2*thickness of gusset+d/2 AISC Spec J4.4 K = 1 KL/r = 34.64 CALCULATE NOMINAL COMPRESSIVE STRENGTH PER EQUATION E3-1 ON PAGE 16.1-33 Ф = 0.9 Fe = 238.52 ksi Fcr = 45.80 ksi ФPn = 504.43 kips D/C N/A CHEVRON BRACE N/A GUSSET PLATE OK SCBF Gusset Plate Design.xlsm 24' BRACE 3/7/2021 F17 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com G1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Lateral System Drags, Diaphragm & Drift CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com G2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Lateral System - Drags, Diaphragm & Drift FK 3/6/2021 2000554 The Drag Forces were outputted from RAM Frame Analysis for the drag check in the following sheets. Each line was analyzed independently. GL D.1 - 223.0 k GL H - 223.9 k GL 2 - 231.7 k GL 6.1 - 223.9 k Diaphragm check Shortest line of drags 119.5' 231.7 k / 119.5 ft = 1.94klf Diaphragm ok Ch. 12 Drift Cd = 5.0 Δx = 17.5'*12*0.025 = 5.25" => Δxe1 = 1.05" δx =Cdδxe Ie CBC2021-0078 SET 1 3/10/21 Project By FK Sheet Location Date 3/21 Job No.Revised DIAPHRAGM AND COLLECTOR FORCE DIAGRAMS (Per ASCE 7-16 §12.10) Grid Location Geometry Segment 1 2 3 4 5 6 7 8 9 10 11 12 S Length (ft)24.0 14.0 14.0 14.0 14.0 40.0 120.0 ft Segment Type Right Left Right Left % of Shear Total Shear (k)55.8 55.8 55.8 55.8 223.0 k Loads SDS =0.774 g Fx =0.129 W (Eq. 12.8-12)Fdiap =0.194 W WO =2.00 Fpx =0.129 W (Eq. 12.10-1)Fdrag =0.258 W IE =1.00 Fpmin =0.155 W (Eq. 12.10-2) Irreg. Factor =1.25 Fpmax =0.310 W (Eq. 12.10-3) Uniform Loads applied to diaphragm Uniform or Point Loads applied to directly to collector Design Force Design Force Design Force k o r plf Start (ft) Finish (ft) North/West South/East plf k k o r plf Start (ft) Finish (ft)k 223.0 -50%50%1858.5 223.0 S 223.0 k S Total Code Shear Force = 223.0 k Diaphragm Forces Collector Forces Segment 1 2 3 4 5 6 7 8 9 10 11 12 Segment Start (ft)24.0 38.0 52.0 66.0 80.0 120.0 120.0 120.0 120.0 120.0 Segment Finish (ft)24.0 38.0 52.0 66.0 80.0 120.0 120.0 120.0 120.0 120.0 120.0 Max (k)44.6 44.6 70.6 -14.9 11.2 Min (k)-40.9 -14.9 -100.4 -74.3 -74.3 Assumptions: 1. The spreadsheet assumes that shear forces are transmitted evenly across the diaphragm unless overwritten 2. The spreadsheet assumes that shear forces are resisted evenly by shear walls or frames unless overwritten 3. A blank segment type assumes that there is nothing resisting shear 4. This spreadsheet assumes that all loads input are code level loads per ASCE 7-10, §12.8 or §12.9. Scaling for diaphragm or collector forces per §12.10 is done by this spreadsheet by entering in values above 5. Shear walls are assumed to resist shear on a per foot basis unless overwritten using the % Shear input 6. This spreadsheet does not include uniform or point loads applied directly to the collector in the determination of diaphragm shear. These loads are intended for vertical offsets or discontinuities within the lateral system on the same line of resistance. 7. Diaphgram loads entered as transfer loads are scaled using Fdrag (i.e. Wo being applied) as required per §12.10.1.1.InertialTransferForce Location % of shear Whole Length of Drag D.1 Force Location Quidel TI Carlsbad, CA 2000554 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.089.289.2141.2-81.8-29.7-29.722.3-200.7-148.7-148.70.00.00.00.00.00.00.00.00.00.00.00.0-281 -231 -181 -131 -81 -31 19 69 119 169 0 20 40 60 80 100 120Force (k)Location (ft) Collector Axial Force Diagram0.01393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.91393.90.0-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1393.9-1951 -1451 -951 -451 49 549 1049 1549 0 20 40 60 80 100 120Force (plf)Location (ft) Diaphragm Shear Force Diagram North/West South/East Grid Elevation \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Drag & Diaphragm\Drag Load Determination GL D.1.xlsm 3/7/2021 G3 CBC2021-0078 SET 1 3/10/21 Project By FK Sheet Location Date 3/21 Job No.Revised DIAPHRAGM AND COLLECTOR FORCE DIAGRAMS (Per ASCE 7-16 §12.10) Grid Location Geometry Segment 1 2 3 4 5 6 7 8 9 10 11 12 S Length (ft)40.0 12.0 14.0 14.0 14.0 14.0 20.0 46.0 174.0 ft Segment Type Right Left Right Left % of Shear Total Shear (k)56.0 56.0 56.0 56.0 223.9 k Loads SDS =0.774 g Fx =0.129 W (Eq. 12.8-12)Fdiap =0.194 W WO =2.00 Fpx =0.129 W (Eq. 12.10-1)Fdrag =0.258 W IE =1.00 Fpmin =0.155 W (Eq. 12.10-2) Irreg. Factor =1.25 Fpmax =0.310 W (Eq. 12.10-3) Uniform Loads applied to diaphragm Uniform or Point Loads applied to directly to collector Design Force Design Force Design Force k o r plf Start (ft) Finish (ft) North/West South/East plf k k o r plf Start (ft) Finish (ft)k 223.9 -64%36%1286.7 223.9 S 223.9 k S Total Code Shear Force = 223.9 k Diaphragm Forces Collector Forces Segment 1 2 3 4 5 6 7 8 9 10 11 12 Segment Start (ft)40.0 52.0 66.0 80.0 94.0 108.0 128.0 174.0 174.0 Segment Finish (ft)40.0 52.0 66.0 80.0 94.0 108.0 128.0 174.0 174.0 174.0 Max (k)51.5 66.9 66.9 84.9 -9.0 9.0 -59.2 Min (k)51.5 -27.0 -9.0 -102.9 -84.9 -84.9 -59.2 Assumptions: 1. The spreadsheet assumes that shear forces are transmitted evenly across the diaphragm unless overwritten 2. The spreadsheet assumes that shear forces are resisted evenly by shear walls or frames unless overwritten 3. A blank segment type assumes that there is nothing resisting shear 4. This spreadsheet assumes that all loads input are code level loads per ASCE 7-10, §12.8 or §12.9. Scaling for diaphragm or collector forces per §12.10 is done by this spreadsheet by entering in values above 5. Shear walls are assumed to resist shear on a per foot basis unless overwritten using the % Shear input 6. This spreadsheet does not include uniform or point loads applied directly to the collector in the determination of diaphragm shear. These loads are intended for vertical offsets or discontinuities within the lateral system on the same line of resistance. 7. Diaphgram loads entered as transfer loads are scaled using Fdrag (i.e. Wo being applied) as required per §12.10.1.1. H Force Location Quidel TI Carlsbad, CA 2000554 InertialTransferForce Location % of shear Whole Length of Drag 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0102.9102.9133.8133.8169.8-54.0-18.0-18.018.0-205.9-169.8-169.8-118.4-118.40.00.00.00.00.00.0-288 -188 -88 12 112 212 0 20 40 60 80 100 120 140 160Force (k)Location (ft) Collector Axial Force Diagram0.01237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.60.0-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-969 -469 31 531 1031 1531 0 20 40 60 80 100 120 140 160Force (plf)Location (ft) Diaphragm Shear Force Diagram North/West South/East Grid Elevation \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Drag & Diaphragm\Drag Load Determination GL H.xlsm 3/7/2021 G4 CBC2021-0078 SET 1 3/10/21 Project By FK Sheet Location Date 3/21 Job No.Revised DIAPHRAGM AND COLLECTOR FORCE DIAGRAMS (Per ASCE 7-16 §12.10) Grid Location Geometry Segment 1 2 3 4 5 6 7 8 9 10 11 12 S Length (ft)14.0 14.0 20.0 48.0 20.0 14.0 14.0 144.0 ft Segment Type Right Left Right Left % of Shear Total Shear (k)57.9 57.9 57.9 57.9 231.7 k Loads SDS =0.774 g Fx =0.129 W (Eq. 12.8-12)Fdiap =0.194 W WO =2.00 Fpx =0.129 W (Eq. 12.10-1)Fdrag =0.258 W IE =1.00 Fpmin =0.155 W (Eq. 12.10-2) Irreg. Factor =1.25 Fpmax =0.310 W (Eq. 12.10-3) Uniform Loads applied to diaphragm Uniform or Point Loads applied to directly to collector Design Force Design Force Design Force k o r plf Start (ft) Finish (ft) North/West South/East plf k k o r plf Start (ft) Finish (ft)k 231.7 -50%50%1609.3 231.7 S 231.7 k S Total Code Shear Force = 231.7 k Diaphragm Forces Collector Forces Segment 1 2 3 4 5 6 7 8 9 10 11 12 Segment Start (ft)14.0 28.0 48.0 96.0 116.0 130.0 144.0 144.0 144.0 Segment Finish (ft)14.0 28.0 48.0 96.0 116.0 130.0 144.0 144.0 144.0 144.0 Max (k)22.5 -38.6 38.6 70.8 70.8 93.3 Min (k)-93.3 -70.8 -70.8 -38.6 38.6 -22.5 Assumptions: 1. The spreadsheet assumes that shear forces are transmitted evenly across the diaphragm unless overwritten 2. The spreadsheet assumes that shear forces are resisted evenly by shear walls or frames unless overwritten 3. A blank segment type assumes that there is nothing resisting shear 4. This spreadsheet assumes that all loads input are code level loads per ASCE 7-10, §12.8 or §12.9. Scaling for diaphragm or collector forces per §12.10 is done by this spreadsheet by entering in values above 5. Shear walls are assumed to resist shear on a per foot basis unless overwritten using the % Shear input 6. This spreadsheet does not include uniform or point loads applied directly to the collector in the determination of diaphragm shear. These loads are intended for vertical offsets or discontinuities within the lateral system on the same line of resistance. 7. Diaphgram loads entered as transfer loads are scaled using Fdrag (i.e. Wo being applied) as required per §12.10.1.1. 2.0 Force Location Quidel TI Carlsbad, CA 2000554 InertialTransferForce Location % of shear Whole Length of Drag 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.045.1-186.7-141.6-141.6-77.2-77.277.277.2141.6141.6186.7-45.10.00.00.00.00.00.00.00.0-261 -161 -61 39 139 239 0 20 40 60 80 100 120 140Force (k)Location (ft) Collector Axial Force Diagram0.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.01207.00.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1207.0-1690 -1190 -690 -190 310 810 1310 0 20 40 60 80 100 120 140Force (plf)Location (ft) Diaphragm Shear Force Diagram North/West South/East Grid Elevation \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Drag & Diaphragm\Drag Load Determination GL 2.xlsm 3/7/2021 G5 CBC2021-0078 SET 1 3/10/21 Project By FK Sheet Location Date 3/21 Job No.Revised DIAPHRAGM AND COLLECTOR FORCE DIAGRAMS (Per ASCE 7-16 §12.10) Grid Location Geometry Segment 1 2 3 4 5 6 7 8 9 10 11 12 S Length (ft)40.0 12.0 14.0 14.0 14.0 14.0 20.0 46.0 174.0 ft Segment Type Right Left Right Left % of Shear Total Shear (k)56.0 56.0 56.0 56.0 223.9 k Loads SDS =0.774 g Fx =0.129 W (Eq. 12.8-12)Fdiap =0.194 W WO =2.00 Fpx =0.129 W (Eq. 12.10-1)Fdrag =0.258 W IE =1.00 Fpmin =0.155 W (Eq. 12.10-2) Irreg. Factor =1.25 Fpmax =0.310 W (Eq. 12.10-3) Uniform Loads applied to diaphragm Uniform or Point Loads applied to directly to collector Design Force Design Force Design Force k o r plf Start (ft) Finish (ft) North/West South/East plf k k o r plf Start (ft) Finish (ft)k 223.9 -64%36%1286.7 223.9 S 223.9 k S Total Code Shear Force = 223.9 k Diaphragm Forces Collector Forces Segment 1 2 3 4 5 6 7 8 9 10 11 12 Segment Start (ft)40.0 52.0 66.0 80.0 94.0 108.0 128.0 174.0 174.0 Segment Finish (ft)40.0 52.0 66.0 80.0 94.0 108.0 128.0 174.0 174.0 174.0 Max (k)51.5 66.9 66.9 84.9 -9.0 9.0 -59.2 Min (k)51.5 -27.0 -9.0 -102.9 -84.9 -84.9 -59.2 Assumptions: 1. The spreadsheet assumes that shear forces are transmitted evenly across the diaphragm unless overwritten 2. The spreadsheet assumes that shear forces are resisted evenly by shear walls or frames unless overwritten 3. A blank segment type assumes that there is nothing resisting shear 4. This spreadsheet assumes that all loads input are code level loads per ASCE 7-10, §12.8 or §12.9. Scaling for diaphragm or collector forces per §12.10 is done by this spreadsheet by entering in values above 5. Shear walls are assumed to resist shear on a per foot basis unless overwritten using the % Shear input 6. This spreadsheet does not include uniform or point loads applied directly to the collector in the determination of diaphragm shear. These loads are intended for vertical offsets or discontinuities within the lateral system on the same line of resistance. 7. Diaphgram loads entered as transfer loads are scaled using Fdrag (i.e. Wo being applied) as required per §12.10.1.1. H Force Location Quidel TI Carlsbad, CA 2000554 InertialTransferForce Location % of shear Whole Length of Drag 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0102.9102.9133.8133.8169.8-54.0-18.0-18.018.0-205.9-169.8-169.8-118.4-118.40.00.00.00.00.00.0-288 -188 -88 12 112 212 0 20 40 60 80 100 120 140 160Force (k)Location (ft) Collector Axial Force Diagram0.01237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.61237.60.0-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-692.4-969 -469 31 531 1031 1531 0 20 40 60 80 100 120 140 160Force (plf)Location (ft) Diaphragm Shear Force Diagram North/West South/East Grid Elevation \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Drag & Diaphragm\Drag Load Determination GL H.xlsm 3/7/2021 G6 CBC2021-0078 SET 1 3/10/21 ProjectFKSheetLocation3/21Job No.Per AISC 360-10, and Seismic Design Manual 2nd Edition, Part 8All Equations per AISC 360-10 Unless Noted OtherwiseNote: The scope of this spreadsheet considers W Section beams under combined axial compression and strong-axis bendingGeneralFy (ksi)E (ksi)G (ksi)fc W LRFD OR ASD?5029000111500.91.67LRFDMark / Grid Beam SizeDeck Type Deck Direction # lateral braces# torsional bracesSpan Length (ft)Ly(ft)Lz(ft)Kx Ky KzPu or Pa (kips) Pu @ Mu or Pa @ Ma (kips) Mu or Ma (kip-ft) fbMn or Mn/W (kip-ft) Lx (ft)Ly(ft)Lz(ft)D/CPr/PcMrx/McxD/C EqnD.1 Beam-1W18X35CompositeParallel2224.00011189.244.60.32124.00.008.000.290.140.320.392H1-1bD.1 Brace Frame-1W18X65CompositeParallel3328.000111141.2115.20.25128.00.007.000.190.160.250.328H1-1bD.1 Brace Frame-2W18X65CompositeParallel3328.000111200.7174.70.25128.00.007.000.270.240.250.458H1-1aD.1 Beam-2W21x44CompositeParallel3340.000111148.774.350.55140.00.0010.000.430.220.550.704H1-1a001110.00.000.000.000.000.000.000H1-1b001110.00.000.000.000.000.000.000H1-1bH Beam-1W24x62CompositeParallel3340.000111102.951.450.9140.00.0010.000.200.100.900.949H1-1bH Beam-2W21x44CompositeParallel1112.000111133.8118.350.16112.00.006.000.300.270.160.411H1-1aH Brace Frame-1W18X65CompositeParallel2328.000111169.8151.80.48128.00.007.000.230.200.480.631H1-1aH Brace Frame-2W18X65CompositeParallel2328.000111205.9187.850.45128.00.007.000.280.250.450.653H1-1aH-Beam-3W21x44CompositeParallel1120.000111169.8144.10.39120.00.0010.000.490.420.390.765H1-1aH-Beam-4W24x76CompositeParallel3346.000111118.459.20.43146.00.0011.500.160.080.430.471H1-1b001110.00.000.000.000.000.000.000H1-1b001110.00.000.000.000.000.000.000H1-1b2 Brace Frame-1W18X65CompositePerpendicular0328.000111186.793.350.13128.00.007.000.250.130.130.193H1-1b2 Beam-1W18X35CompositePerpendicular0120.000111141.6109.40.11120.00.0010.000.530.410.110.510H1-1a2 Beam-2W21x44CompositePerpendicular0448.00011177.238.60.39148.00.009.600.220.110.390.444H1-1b2 Beam-3W18X35CompositePerpendicular0120.000111141.6109.40.11120.00.0010.000.530.410.110.510H1-1a2 Brace Frame-2W18X65CompositePerpendicular0328.000111186.793.350.13128.00.007.000.250.130.130.193H1-1b001110.00.000.000.000.000.000.000H1-1b001110.00.000.000.000.000.000.000H1-1b6.1 Beam-1W18x35CompositePerpendicular0122.00011180.940.450.13122.00.0011.000.330.170.130.213H1-1b6.1 Brace Frame-1W18X65CompositePerpendicular0324.000111125.11030.09124.00.006.000.160.130.090.157H1-1b6.1 Brace Frame-2W18X65CompositePerpendicular0324.000111226.2204.150.09124.00.006.000.290.270.090.345H1-1a6.1 Beam-2W21x50CompositePerpendicular0449.500111182.191.050.36149.50.009.900.440.220.360.541H1-1a001110.00.000.000.000.000.000.000H1-1b001110.00.000.000.000.000.000.000H1-1bOverridesInteraction Checks (Chapter H)Unbraced Lengths Beam / Bracing InformationPre-Calculated ParametersCompression Checks(Chapter E)Based on ASCE 7-10 12.4.3.2 Eq. 5 or 7ByDateRevisedQuidel TICarlsbad, CA20005543131 Camino del Rio N, Ste 1080San Diego, CA 92108p 619.521.8500 f 619.521.8591www.kpff.com\\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Drag & Diaphragm\Drag Beam Interaction Check.xlsm3/7/2021G7CBC2021-0078 SET 1 3/10/21 www.vercodeck.com VERCO DECKING, INC.VF5 47 Maximum Unshored Clear Span (ft-in.) Concrete Properties Deck Gage Number of Deck Spans Density (pcf) Uniform Weight (psf) Uniform Volume (yd3/100 ft2) Compressive Strength, f'c (psi)123 22 6'-4" 7'-5" 7'-6"110 34.7 1.167 3000 20 7'-7"8'-10"8'-11"Notes:1. Volumes and weights do not include allowance for deflection.2. Weights are for concrete only and do not include weight of steel deck.3. Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 8'-8" 10'-5" 10'-8" 16 9'-3"11'-6"11'-5" Shoring is required for spans greater than those shown above. See Footnote 1 on page 39 for required bearing. Allowable Superimposed Loads (psf) Deck Gage Number of Deck Spans Span (ft-in.) 4'-0" 5'-0" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6"9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 22 1 400 400 370 290 253 221 195 173 155 138 124 112 101 91 83 2 400 400 370 324 286 221 195 173 155 138 124 112 101 91 83 3 400 400 370 324 286 255 195 173 155 138 124 112 101 91 83 20 1 400 400 389 340 301 268 206 183 163 146 132 119 107 97 88 2 400 400 389 340 301 268 241 217 163 146 132 119 107 97 88 3 400 400 389 340 301 268 241 217 163 146 132 119 107 97 88 18 1 400 400 400 366 324 289 259 234 178 160 144 130 118 107 97 2 400 400 400 366 324 289 259 234 213 195 179 130 118 107 97 3 400 400 400 366 324 289 259 234 213 195 179 165 118 107 97 16 1 400 400 400 364 321 287 257 233 211 158 142 128 116 105 96 2 400 400 400 364 321 287 257 233 211 193 177 164 151 141 96 3 400 400 400 364 321 287 257 233 211 193 177 164 151 105 96 See footnotes on page 39. Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./lb. x 106) Attachment Pattern Deck Gage Span (ft-in.) 4'-0" 5'-0" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 36/4 22 q 2145 1996 1896 1858 1825 1796 1771 1749 1730 1712 1697 1682 1669 1658 1647 F 0.38 0.41 0.43 0.44 0.45 0.46 0.47 0.47 0.48 0.48 0.49 0.49 0.49 0.50 0.50 20 q 2263 2083 1963 1917 1878 1844 1814 1788 1764 1743 1724 1707 1692 1677 1664 F 0.33 0.36 0.38 0.39 0.40 0.41 0.41 0.42 0.43 0.43 0.44 0.44 0.44 0.45 0.45 18 q 2515 2276 2117 2055 2003 1957 1917 1882 1851 1823 1798 1775 1755 1736 1718 F 0.26 0.29 0.31 0.32 0.33 0.33 0.34 0.35 0.35 0.36 0.36 0.37 0.37 0.38 0.38 16 q 2784 2485 2285 2209 2143 2086 2036 1992 1953 1918 1887 1858 1833 1809 1787 F 0.21 0.23 0.26 0.26 0.27 0.28 0.29 0.29 0.30 0.30 0.31 0.31 0.32 0.32 0.33 36/7 22 q 2459 2247 2105 2051 2004 1964 1929 1897 1870 1845 1822 1802 1784 1767 1752 F 0.34 0.37 0.39 0.40 0.41 0.42 0.43 0.43 0.44 0.45 0.45 0.46 0.46 0.47 0.47 20 q 2640 2385 2215 2150 2094 2045 2003 1965 1932 1902 1875 1851 1829 1809 1790 F 0.28 0.32 0.34 0.35 0.36 0.37 0.38 0.38 0.39 0.40 0.40 0.41 0.41 0.42 0.42 18 q 3017 2678 2452 2365 2290 2225 2169 2119 2074 2035 1999 1967 1937 1911 1886 F 0.22 0.24 0.27 0.28 0.28 0.29 0.30 0.31 0.31 0.32 0.33 0.33 0.34 0.34 0.35 16 q 3412 2988 2705 2596 2502 2421 2351 2288 2233 2183 2138 2098 2061 2028 1997 F 0.17 0.20 0.22 0.22 0.23 0.24 0.25 0.25 0.26 0.27 0.27 0.28 0.28 0.29 0.29 See footnotes on page 39. PLB™ or B FORMLOK™ 4¾ in. TOTAL SLAB DEPTH Light Weight Concrete 2 Hour Fire Rating G8 Multiply by 1.4 to convert to ultimate Ultimate Diaphragm capacity = 1917 plf * 1.4 = 2.68 kips/ft CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com H1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Lateral System Base Connection CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com H2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Lateral System - Base Connection FK 3/6/2021 2000554 BRACE - HSS6x6x1/2 Capacity Design Tu = RyFyAg Tu = 1.4*46*9.74 = 627k Pu = 156k θ1 = 49.86 θ2 = 54.14 1) 2) 627k 156kPcol Fx = 367.3 Fy = 508.2 Fx = 91.4 Fy = 126.5 Pcol Single Brace to Column Base Plate 1) 627kPcol156k Two Braces to Column Base Plate θ1 Fy = -360.1k Fx = 504.8k θ2 Fy = -381.7k Fx = 458.7k Shear Vu = 367.3k Vu/60ksi = 6.12 in^2 Try #6 bar 6.12in^2/0.44in^2 = 13.92 bars (14) #6 bars OK @ 6" OC Shear Vu = 504.8k Vu/60ksi = 8.41 in^2 Try #6 bar 8.41in^2/0.44in^2 = 19.12 bars (20) #6 bars OK @ 6" OC CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (1) Tension Page: Specifier: E-Mail: Date: 1 3/8/2021 Specifier's comments: 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 55 1 1/2 Item number: not available Effective embedment depth: hef = 24.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 2.000 in. Anchor plateR : lx x ly x t = 16.000 in. x 48.000 in. x 2.000 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS8X8X.625; (L x W x T) = 8.000 in. x 8.000 in. x 0.625 in. Base material: uncracked concrete, 4000, fc' = 4,000 psi; h = 36.000 in. Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension edge reinforcement: > No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, in.lb] H3 Uplift plate used to reinforce anchor tension Capacity Design takes ø factor out of load Tu = 508.2*0.75 = 381.15k CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (1) Tension Page: Specifier: E-Mail: Date: 2 3/8/2021 1.1 Design results Case Description Forces [kip] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 381.150; Vx = 0.000; Vy = 0.000; Mx = 0; My = 0; Mz = 0; no 95 H4 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (1) Tension Page: Specifier: E-Mail: Date: 3 3/8/2021 2 Proof I Utilization (Governing Cases) Design values [kip] Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Steel Strength 55.414 79.312 70 / -OK Shear ---- / -N/A Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads ----N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! H5 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (1) Tension Page: Specifier: E-Mail: Date: 4 3/8/2021 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. H6 CBC2021-0078 SET 1 3/10/21 48 in 16 inZ X 1 2 3 4 5 6 7 8 9 10 Stiffened Base Plate Connection Base Plate Thickness Base Plate Fy Bearing Surface Fp Anchor Bolt Diameter Anchor Bolt Material Anchor Bolt Fu Column Shape Steel Code Concrete Code : 2. in : 50. ksi : 4.42 ksi : 1.5 in : F1554-55 : 75. ksi : HSS8x8x10 : AISC 14th:LRFD : ACI 318-11 SCBF Base Plate Single Brace Bearing Pressure Maximum Bearing Max/Allowable Ratio .531 (ksi) .177 .531 ksi .12 8x Comp (ABIF = 1.000) Base Plate Stress Maximum Stress Max/Allowable Ratio 7.904 (ksi) .369 7.904 ksi .117 6x Tens (ASIF = 1.000) Anchor Bolts Bolt X (in) Z (in) Tens.(k) Vx (k) Vz (k) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity Combination 1 5. 21. 68.374 -.1 0. 56.25 38.695 33.75 .057 .917 (T) 6x Tens (3) 2 5. 11. 58.584 -.1 0. 56.25 33.155 33.75 .057 .786 (T) 6x Tens (3) 3 5. -3. 44.877 -.1 0. 56.25 25.397 33.75 .057 .602 (T) 6x Tens (3) 4 5. -12. 36.064 -.1 0. 56.25 20.41 33.75 .057 .484 (T) 6x Tens (3) 5 5. -21. 27.251 -.1 0. 56.25 15.422 33.75 .057 .366 (T) 6x Tens (3) 6 -5. 21. 68.374 -.1 0. 56.25 38.695 33.75 .057 .917 (T) 6x Tens (3) 7 -5. 11. 58.584 -.1 0. 56.25 33.155 33.75 .057 .786 (T) 6x Tens (3) 8 -5. -3. 44.877 -.1 0. 56.25 25.397 33.75 .057 .602 (T) 6x Tens (3) 9 -5. -12. 36.064 -.1 0. 56.25 20.41 33.75 .057 .484 (T) 6x Tens (3) 10 -5. -21. 27.251 -.1 0. 56.25 15.422 33.75 .057 .366 (T) 6x Tens (3) Note: Fnt and Fnv shown above include phi factors. Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) DL LL OL1 OL2 -508.2 -367.3 126.5 91.4 145.6 1.1. 37.9 1.1. H7 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (2) Tension Page: Specifier: E-Mail: Date: 1 3/8/2021 Specifier's comments: 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 55 1 1/2 Item number: not available Effective embedment depth: hef = 24.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 2.000 in. Anchor plateR : lx x ly x t = 16.000 in. x 56.000 in. x 2.000 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS8X8X.625; (L x W x T) = 8.000 in. x 8.000 in. x 0.625 in. Base material: uncracked concrete, 4000, fc' = 4,000 psi; h = 36.000 in. Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension edge reinforcement: > No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, in.lb] H8 Uplift plate used to reinforce anchor tension Capacity Design takes ø factor out of load Tu = 381.7*0.75 = 286.3k CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (2) Tension Page: Specifier: E-Mail: Date: 2 3/8/2021 1.1 Design results Case Description Forces [kip] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 286.280; Vx = 0.000; Vy = 0.000; Mx = 0; My = 0; Mz = 0; no 67 H9 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (2) Tension Page: Specifier: E-Mail: Date: 3 3/8/2021 2 Proof I Utilization (Governing Cases) Design values [kip] Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Steel Strength 24.182 79.312 31 / -OK Shear ---- / -N/A Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads ----N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! H10 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Col-Brace (2) Tension Page: Specifier: E-Mail: Date: 4 3/8/2021 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. H11 CBC2021-0078 SET 1 3/10/21 56 in 16 inZ X 1 23 45 6 7 89 1011 12 Stiffened Base Plate Connection Base Plate Thickness Base Plate Fy Bearing Surface Fp Anchor Bolt Diameter Anchor Bolt Material Anchor Bolt Fu Column Shape Steel Code Concrete Code : 2. in : 50. ksi : 4.42 ksi : 1.25 in : F1554-55 : 75. ksi : HSS8x8x10 : AISC 14th:LRFD : ACI 318-11 SCBF Base Plate Double Brace Bearing Pressure Maximum Bearing Max/Allowable Ratio 0. (ksi) 0. 0. ksi 0.24' Bay (ABIF = 1.000) Base Plate Stress Maximum Stress Max/Allowable Ratio 3.532 (ksi) .34 3.532 ksi .052 24' Bay (ASIF = 1.000) Anchor Bolts Bolt X (in) Z (in) Tens.(k) Vx (k) Vz (k) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity Combination 1 5. 7. 31.209 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 2 5. -7. 31.209 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 3 5. 16. 31.208 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 4 5. -16. 31.208 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 5 5. 25. 31.208 0. 0. 42.2 25.434 22.5 N.A. .603 (T) 24' Bay (1) 6 5. -25. 31.208 0. 0. 42.2 25.434 22.5 N.A. .603 (T) 24' Bay (1) 7 -5. 7. 31.209 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 8 -5. -7. 31.209 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 9 -5. 16. 31.208 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 10 -5. -16. 31.208 0. 0. 42.2 25.435 22.5 N.A. .603 (T) 24' Bay (1) 11 -5. 25. 31.208 0. 0. 42.2 25.434 22.5 N.A. .603 (T) 24' Bay (1) 12 -5. -25. 31.208 0. 0. 42.2 25.434 22.5 N.A. .603 (T) 24' Bay (1) Note: Fnt and Fnv shown above include phi factors. Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) DL LL OL1 OL2 -381.7 -458.7 -360.1 -504.8 7.2 18.4 H12 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com I1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Lateral System Grade Beams CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com I2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Lateral System - Grade Beams FK 3/6/2021 2000554 GRADE BEAMS MARK SIZE (WxD)TOP REINFORCING BOTTOM REINFORCING TRANSVERSE BARS TIES DETAIL GB-1*6'-0"x3'-0"(6) #8 (6) #8 (8) @ 12" T&B #4 @16" (2 LEGS) GB-2*6'-0"x3'-0"(6) #8 (6) #8 (8) @ 8" T&B #4 @16" (2 LEGS) GB-3*8'-0"x3'-0"(8) #8 (9) #8 (8) @ 10" T&B #4 @16" (2 LEGS) CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing #30 Length (ft):64.00 Width (ft):6.00 (w1 = 1.50 w2 = 4.50) Thickness (ft):3.00 Footing Orientation (deg):0.00º Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in)33.50 Seg. Spacing Bar End Condition Top Bars Num. Start/End (ft)Start/End 1 0.00/ 4.00 H/S 6-#8 2 4.00/32.00 S/S 6-#8 3 32.00/60.00 S/S 6-#8 4 60.00/64.00 S/H 6-#8 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)32.50 Seg. Spacing Bar End Condition Bot. Bars Num. Start/End (ft)Start/End 1 0.00/17.00 H/S 6-#8 2 17.00/47.00 S/S 11-#8 3 47.00/64.00 S/H 6-#8 Transverse Flexure Reinforcement: Top Bar Depth (in)32.50 Bottom Bar Depth (in)31.50 Seg. Segment Top Bars Bot. Bars Num. Start/End (ft) 1 0.00/ 2.00 2-#8 2-#8 2 2.00/ 6.00 4-#8 4-#8 3 6.00/30.00 24-#8 24-#8 4 30.00/34.00 4-#8 4-#8 5 34.00/58.00 24-#8 24-#8 6 58.00/62.00 4-#8 4-#8 7 62.00/64.00 2-#8 2-#8 Longitudinal Shear Reinforcement: Number of Shear bar legs:2 Seg. Segment Spacing I3GB-1 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 Num. Start/End (ft)(in)Quantity 1 0.00/ 1.00 Not Applic.None 2 7.00/18.00 Not Applic.None 3 18.00/29.00 Not Applic.None 4 35.00/46.00 Not Applic.None 5 46.00/57.00 Not Applic.None 6 63.00/64.00 Not Applic.None Cover (in) Top 2.00 Bottom 3.00 Side 3.00 SUPPORTED MEMBERS Columns: Loc. Along Column Base Plate % Location Footing (ft):Size Orientation (LxW) (in): Rigid (72.00 - 262.00)4.00 HSS6X6X1/2 0.00 12.00x12.00 50 (100.00 - 262.00)32.00 HSS6X6X1/2 0.00 12.00x12.00 50 (128.00 - 262.00)60.00 HSS6X6X1/2 0.00 12.00x12.00 50 Brace Loc. Along Brace Location Footing (ft):Orientation (72.00, 262.00)4.00 0.00 (100.00, 262.00)32.00 0.00 (100.00, 262.00)32.00 0.00 (128.00, 262.00)60.00 0.00 CONCRETE CAPACITY Longitudinal Ld Co # Loc. (ft) Transvers Ld Co # Loc. (ft) Req. Max Shear (kip)75.38 31 44.00 Provided Shear (kip)221.99 44.00 Req. Max Pos. Moment (kip-ft) 1102.03 31 32.37 287.74 7 34.00 Provided Pos. Moment (kip-ft) 1229.27 32.37 2638.02 34.00 Req. Max Neg. Moment (kip-ft) -373.70 7 53.00 -131.22 7 6.00 Provided Neg. Moment (kip-ft) -702.16 53.00 -2723.34 6.00 Req. Max Punching Shear (kip) 0.00 -1 0.00 Provided Punching Shear (kip)0.00 0.00 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf)3.3 Soil Subgrade Modulus (ksf / ft)79.9 Max Unfactored Soil Bearing (ksf)2.4 Ld Co # 68 Max Average Unfactored Soil Bearing (ksf)1.3 Page 2/10I4 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing #31 Length (ft):60.00 Width (ft):6.00 (w1 = 4.50 w2 = 1.50) Thickness (ft):3.00 Footing Orientation (deg):90.00º Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in)33.50 Seg. Spacing Bar End Condition Top Bars Num. Start/End (ft)Start/End 1 0.00/ 6.00 H/S 6-#8 2 6.00/30.00 S/S 6-#8 3 30.00/54.00 S/S 6-#8 4 54.00/60.00 S/H 6-#8 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)32.50 Seg. Spacing Bar End Condition Bot. Bars Num. Start/End (ft)Start/End 1 0.00/ 8.00 H/S 6-#8 2 8.00/52.00 S/S 10-#8 3 52.00/60.00 S/H 6-#8 Transverse Flexure Reinforcement: Top Bar Depth (in)32.50 Bottom Bar Depth (in)31.50 Seg. Segment Top Bars Bot. Bars Num. Start/End (ft) 1 0.00/ 4.00 4-#8 4-#8 2 4.00/ 8.00 4-#8 4-#8 3 8.00/28.00 20-#8 20-#8 4 28.00/32.00 4-#8 4-#8 5 32.00/52.00 20-#8 20-#8 6 52.00/56.00 4-#8 4-#8 7 56.00/60.00 4-#8 4-#8 Longitudinal Shear Reinforcement: Number of Shear bar legs:2 Seg. Segment Spacing Page 3/10I5GB-1 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 Num. Start/End (ft)(in)Quantity 1 0.00/ 3.00 Not Applic.None 2 9.00/18.00 Not Applic.None 3 18.00/27.00 Not Applic.None 4 33.00/42.00 Not Applic.None 5 42.00/51.00 Not Applic.None 6 57.00/60.00 Not Applic.None Cover (in) Top 2.00 Bottom 3.00 Side 3.00 SUPPORTED MEMBERS Columns: Loc. Along Column Base Plate % Location Footing (ft):Size Orientation (LxW) (in): Rigid (196.00 - 192.00)6.00 HSS6X6X1/2 90.00 12.00x12.00 50 (196.00 - 216.00)30.00 HSS6X6X1/2 90.00 12.00x12.00 50 (196.00 - 240.00)54.00 HSS6X6X1/2 90.00 12.00x12.00 50 Brace Loc. Along Brace Location Footing (ft):Orientation (196.00, 192.00)6.00 0.00 (196.00, 216.00)30.00 0.00 (196.00, 216.00)30.00 0.00 (196.00, 240.00)54.00 0.00 CONCRETE CAPACITY Longitudinal Ld Co # Loc. (ft) Transvers Ld Co # Loc. (ft) Req. Max Shear (kip)83.15 37 2.92 Provided Shear (kip)221.99 2.92 Req. Max Pos. Moment (kip-ft) 1055.58 37 29.63 256.80 13 8.00 Provided Pos. Moment (kip-ft) 1120.96 29.63 2198.35 8.00 Req. Max Neg. Moment (kip-ft) -303.87 9 29.63 -109.35 9 8.00 Provided Neg. Moment (kip-ft) -702.16 29.63 -2269.45 8.00 Req. Max Punching Shear (kip) 0.00 -1 0.00 Provided Punching Shear (kip)0.00 0.00 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf)3.3 Soil Subgrade Modulus (ksf / ft)79.9 Max Unfactored Soil Bearing (ksf)2.6 Ld Co # 74 Max Average Unfactored Soil Bearing (ksf)1.2 Page 4/10I6 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing #45 Length (ft):61.00 Width (ft):6.00 Thickness (ft):3.00 Footing Orientation (deg):0.00º Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in)33.50 Seg. Spacing Bar End Condition Top Bars Num. Start/End (ft)Start/End 1 0.00/ 2.00 H/S 6-#8 2 2.00/30.00 S/S 6-#8 3 30.00/58.00 S/S 6-#8 4 58.00/61.00 S/H 6-#8 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)32.50 Seg. Spacing Bar End Condition Bot. Bars Num. Start/End (ft)Start/End 1 0.00/15.00 H/S 6-#8 2 15.00/40.00 S/S 10-#8 3 40.00/61.00 S/H 6-#8 Transverse Flexure Reinforcement: Top Bar Depth (in)32.50 Bottom Bar Depth (in)31.50 Seg. Segment Top Bars Bot. Bars Num. Start/End (ft) 1 0.00/ 5.00 8-#8 8-#8 2 5.00/28.00 33-#8 33-#8 3 28.00/33.00 None 9-#6 4 33.00/56.00 33-#8 33-#8 5 56.00/61.00 8-#8 8-#8 Longitudinal Shear Reinforcement: Number of Shear bar legs:2 Seg. Segment Spacing Num. Start/End (ft)(in)Quantity 1 5.58/16.00 Not Applic.None 2 16.00/27.37 Not Applic.None 3 33.63/45.00 Not Applic.None Page 5/10I7GB-2 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 Num. Start/End (ft)(in)Quantity 4 45.00/55.42 Not Applic.None Cover (in) Top 2.00 Bottom 3.00 Side 3.00 SUPPORTED MEMBERS Columns: Loc. Along Column Base Plate % Location Footing (ft):Size Orientation (LxW) (in): Rigid (5.1 - H)2.50 HSS6X6X1/2 0.00 12.00x12.00 50 (6 - H)30.50 HSS8X8X5/8 0.00 12.00x12.00 50 (196.00 - 96.00)58.50 HSS6X6X1/2 0.00 12.00x12.00 50 Brace Loc. Along Brace Location Footing (ft):Orientation (140.00, 96.00)2.50 0.00 (168.00, 96.00)30.50 0.00 (168.00, 96.00)30.50 0.00 (196.00, 96.00)58.50 0.00 CONCRETE CAPACITY Longitudinal Ld Co # Loc. (ft) Transvers Ld Co # Loc. (ft) Req. Max Shear (kip)104.14 32 33.63 Provided Shear (kip)221.99 33.63 Req. Max Pos. Moment (kip-ft) 984.80 32 30.92 157.46 8 33.00 Provided Pos. Moment (kip-ft) 1120.96 30.92 2502.89 33.00 Req. Max Neg. Moment (kip-ft) -569.25 12 9.00 -55.89 7 5.00 Provided Neg. Moment (kip-ft) -702.16 9.00 -2584.50 5.00 Req. Max Punching Shear (kip) 218.99 8 30.50 Provided Punching Shear (kip) 1020.02 30.50 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf)3.3 Soil Subgrade Modulus (ksf / ft)79.9 Max Unfactored Soil Bearing (ksf)2.8 Ld Co # 49 Max Average Unfactored Soil Bearing (ksf)1.6 Page 6/10I8 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing #46 Length (ft):42.00 Width (ft):6.00 Thickness (ft):3.00 Footing Orientation (deg):90.00º Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in)33.50 Seg. Spacing Bar End Condition Top Bars Num. Start/End (ft)Start/End 1 0.00/ 7.00 H/S 6-#8 2 7.00/35.00 S/S 6-#8 3 35.00/42.00 S/H 6-#8 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)32.50 Seg. Spacing Bar End Condition Bot. Bars Num. Start/End (ft)Start/End 1 0.00/33.00 H/S 6-#8 2 33.00/42.00 S/H 6-#8 Transverse Flexure Reinforcement: Top Bar Depth (in)32.50 Bottom Bar Depth (in)31.50 Seg. Segment Top Bars Bot. Bars Num. Start/End (ft) 1 0.00/ 5.00 None 8-#8 2 5.00/ 9.00 None 7-#8 3 9.00/33.00 34-#8 34-#8 4 33.00/37.00 7-#8 7-#8 5 37.00/42.00 8-#8 8-#8 Longitudinal Shear Reinforcement: Number of Shear bar legs:2 Seg. Segment Spacing Num. Start/End (ft)(in)Quantity 1 0.00/ 3.88 Not Applic.None 2 10.13/21.00 Not Applic.None 3 21.00/31.92 Not Applic.None 4 38.08/42.00 Not Applic.None Cover (in) Top 2.00 Bottom 3.00 Side 3.00 Page 7/10I9GB-3 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 SUPPORTED MEMBERS Columns: Loc. Along Column Base Plate % Location Footing (ft):Size Orientation (LxW) (in): Rigid (2 - I)7.00 HSS8X8X5/8 90.00 12.00x12.00 50 (0.00 - 76.00)35.00 HSS6X6X1/2 90.00 12.00x12.00 50 Brace Loc. Along Brace Location Footing (ft):Orientation (0.00, 48.00)7.00 0.00 (0.00, 76.00)35.00 0.00 CONCRETE CAPACITY Longitudinal Ld Co # Loc. (ft) Transvers Ld Co # Loc. (ft) Req. Max Shear (kip)100.44 38 3.88 Provided Shear (kip)221.99 3.88 Req. Max Pos. Moment (kip-ft) 512.40 38 6.58 123.66 2 9.00 Provided Pos. Moment (kip-ft) 680.83 6.58 2579.62 9.00 Req. Max Neg. Moment (kip-ft) -183.70 2 22.00 -58.32 13 9.00 Provided Neg. Moment (kip-ft) -702.16 22.00 -2663.71 9.00 Req. Max Punching Shear (kip) 240.51 14 7.00 Provided Punching Shear (kip) 1020.02 7.00 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf)3.3 Soil Subgrade Modulus (ksf / ft)79.9 Max Unfactored Soil Bearing (ksf)3.1 Ld Co # 75 Max Average Unfactored Soil Bearing (ksf)1.5 Page 8/10I10 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing #47 Length (ft):44.00 Width (ft):8.00 Thickness (ft):3.00 Footing Orientation (deg):90.00º Concrete f'c (ksi): 4.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3834.25 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: 0.00 REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in)33.50 Seg. Spacing Bar End Condition Top Bars Num. Start/End (ft)Start/End 1 0.00/ 8.00 H/S 8-#8 2 8.00/36.00 S/S 8-#8 3 36.00/44.00 S/H 8-#8 Bottom Longitudinal Flexure Reinforcement: Bar Depth (in)32.50 Seg. Spacing Bar End Condition Bot. Bars Num. Start/End (ft)Start/End 1 0.00/10.00 H/S 8-#8 2 10.00/44.00 S/H 9-#8 Transverse Flexure Reinforcement: Top Bar Depth (in)32.50 Bottom Bar Depth (in)31.50 Seg. Segment Top Bars Bot. Bars Num. Start/End (ft) 1 0.00/ 6.00 7-#8 7-#8 2 6.00/10.00 5-#8 5-#8 3 10.00/34.00 25-#8 25-#8 4 34.00/38.00 None 5-#8 5 38.00/44.00 None 7-#8 Longitudinal Shear Reinforcement: Number of Shear bar legs:2 Seg. Segment Spacing Num. Start/End (ft)(in)Quantity 1 0.00/ 4.92 Not Applic.None 2 11.08/22.00 Not Applic.None 3 22.00/32.88 Not Applic.None 4 39.13/44.00 Not Applic.None Cover (in) Top 2.00 Bottom 3.00 Side 3.00 Page 9/10I11GB-3 CBC2021-0078 SET 1 3/10/21 Continuous Foundation Design RAM Foundation v17.02.00.130 DataBase: Quidel Mezzanine_FK v2 Date: 03/07/21 21:10:45 Building Code: IBC Design Code: ACI318-14 SUPPORTED MEMBERS Columns: Loc. Along Column Base Plate % Location Footing (ft):Size Orientation (LxW) (in): Rigid (0.00 - 164.00)8.00 HSS6X6X1/2 90.00 12.00x12.00 50 (2 - F)36.00 HSS8X8X5/8 90.00 12.00x12.00 50 Brace Loc. Along Brace Location Footing (ft):Orientation (0.00, 164.00)8.00 0.00 (0.00, 192.00)36.00 0.00 CONCRETE CAPACITY Longitudinal Ld Co # Loc. (ft) Transvers Ld Co # Loc. (ft) Req. Max Shear (kip)153.79 34 39.13 Provided Shear (kip)295.99 39.13 Req. Max Pos. Moment (kip-ft) 895.36 34 36.42 198.52 2 10.00 Provided Pos. Moment (kip-ft) 1018.93 36.42 2604.88 10.00 Req. Max Neg. Moment (kip-ft) -195.71 14 14.00 -103.68 9 10.00 Provided Neg. Moment (kip-ft) -936.22 14.00 -2689.20 10.00 Req. Max Punching Shear (kip) 304.85 10 36.00 Provided Punching Shear (kip) 1020.02 36.00 SOIL CAPACITY Allowable Soil Bearing Capacity (ksf)3.3 Soil Subgrade Modulus (ksf / ft)79.9 Max Unfactored Soil Bearing (ksf)2.9 Ld Co # 71 Max Average Unfactored Soil Bearing (ksf)1.4 Page 10/10I12 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com J1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Equipment Anchorage CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com J2 Quidel TI Rutherford Rd. Carlsbad, CA 92008 Equipment Anchorage FK 3/6/2021 2000554 Equipment Anchorage dmahoney MCBC2021-0078 SET 1 3/10/21 Project:By: FK Sheet No.: Location:Date: 3/7/2021 Client:Job No.: Equip ID: EQUIPMENT ANCHORAGE Floor Mounted with Unsymmetrical or Rectangular Multiple Bolt Group Pattern (2019-CBC). = = = 7819 lb = 81 in z = 0 ft = 301 in hr = 1 ft = 52.00 in = 150 in Static/Dynamic Static = 41 in Eq 13.3-1 = 4 = 1 = 2.5 = 3 = 2 = 0.774 = 1 Not Applicable = 1 Not Applicable = 1 = 2,017 lb = 0.258 Wp =1,210 lb = 0.155 Wp = 150.00 in = 40.00 in = 0.00 in = 1.00 in = 5476 in2 = 86436 in2 = 91912 in2 = 5476 in2 = 86436 in2 = 91912 in2 ANCHOR LOCATIONS (up to 20 anchors) # X Shear in X dx2 dy2 d2 z theta 1 3.00 Yes 21609.0 1369.00 22978.0 151.83 -165.5061 2 3.00 Yes 21609.0 1369.00 22978.0 151.34 166.23921 3 297.00 Yes 21609.0 1369.00 22978.0 151.34 13.760785 4 297.00 Yes 21609.0 1369.00 22978.0 151.83 -14.49387 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 3.00 Yes 77.00 Yes IyT = Sum (dxi2) IpolarT = IxT + IyT IxV = Sum (dyi 2) IyV = Sum (dxi2) IpolarV = IxV + IyV Y Shear in Y 3.00 Yes 77.00 Yes IxT = Sum (dyi2) Wo = overstrength factor SDS = spectral acceleration Ip = Imp. Factor (cf. 13.1.3) Fh = from (13.3-1, 13.2-2, 13.3-3) Fv = vertical force = 0.2SDSWp Bolt Group Properties xbar = x-dist. of C.R.from Origin ybar = y-dist. of C.R.from Origin ex = x-eccen. of C.G.from C.R. ey = y-eccen. of C.G.from C.R. Rp = response factor w = overall width h = height of C.G. above base Center of Mass Location CGx = dist. in x-dir from Origin CGy = dist. in y-dir from Origin n = # of anchors m = # of bolts @ each anchor Seismic Accelerations ap = amplification factor l = overall length Quidel TI Carlsbad, CA 2000554.00 Equipment Description DH 1A -> DH 10B Base W = weight of equipment V h C.M. z Fh Fv W V T T FRONT ELEVATION x (0,0) CGx eyC.G. C. CGy PLAN AT BASE w ex y l Fh q 3131 Camino del Rio N, Ste 1080San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Mech'l Equipment\Equipment Anchorage Forces_2019 CBC.xlsm / All DH's 3/7/2021 J3 CBC2021-0078 SET 1 3/10/21 Project:By: FK Sheet No.: Location:Date:3/7/2021 Client:Job No.: Equip ID: Quidel TI Carlsbad, CA 2000554.00 3131 Camino del Rio N, Ste 1080San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com Bolt Forces Note: Negative sign means force is in compression. #q _max Mx*dy/Ix My*dx/Iy (0.9W-Fv)/n*m Tension 1 222.0 -3112.8 -859.1 1456.7 2515.2 2 138.0 -2998.8 -849.3 1456.7 2391.4 3 42.0 -2998.8 -849.3 1456.7 2391.4 4 318.0 -3112.8 -859.1 1456.7 2515.2 Notes for Tension Calculations Below: (1) Use Tmax for Connection of Angle to Equipment at Vertical Angle Leg (i.e. Screws) (2) Use Tmax*EF for Connection of Angle to Base at Horizontal Angle Leg (i.e. Hilti KB TZ) (3) Eccentricity factor arises from non-rigid and indirect connection (EF = 1 through equipment, 2.5 single angle, ~3 channel-plate Tension Tmax = MAX (Tension(i))=2515 lb/bolt Base Connx Eccentricity Factor (EF)=1.0 Tconn = Tmax*EF =2515 lb/bolt Tanchorage = Tconn (calculated with Omega)=1908 lb/bolt Shear Mp = Fh(sinq*ex + cosq*ey) #q _max Mp*d/Ipolar Fh/(n*m) V V(i) = |Mp*d/Ipolar + Fh/(n*m)|1 0.0 3.3 504.3 507.7 Vconn = Maximum (V(i))=508 lb/bolt 2 0.0 3.3 504.3 507.7 Vanchorage = Vconn * Wo (Concrete Only)=1015 lb/bolt 3 0.0 3.3 504.3 507.7 4 0.0 3.3 504.3 507.7 Search q _max from 0o to 359o to get max V(i) at each A.B. My = Fh*cosq*h+(0.9W-Fv)*ex Search q _max from 0o to 359o to get maximum Tension(i) at each A.B. This connection is:through equipment or rigid connection Mx = Fh*sinq*h+(0.9W-Fv)*ey Tension(i) = -(Mx*dy/Ix+My*dx/Iy)-(0.9W-Fv)/(n*m) \\kpff-sd\share\Proj\120\2000554_Quidel TI_2285 Rutherford Road\Eng\Mech'l Equipment\Equipment Anchorage Forces_2019 CBC.xlsm / All DH's 3/7/2021 J4 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Concrete - Mar 7, 2021 Page: Specifier: E-Mail: Date: 1 3/8/2021 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2 1/2) hnom3 Item number: 2210237 KB-TZ2 3/8x3 1/2 Effective embedment depth: hef = 2.500 in., hnom = 3.000 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2020 | 12/1/2021 Proof: Design Method ACI 318 / AC193 Stand-off installation: Profile: Base material: uncracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.lb] J5 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Concrete - Mar 7, 2021 Page: Specifier: E-Mail: Date: 2 3/8/2021 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 1,908; Vx = 1,013; Vy = 0; Mx = 0; My = 0; Mz = 0; no 78 J6 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Concrete - Mar 7, 2021 Page: Specifier: E-Mail: Date: 3 3/8/2021 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Pullout Strength 1,908 2,897 66 / -OK Shear Steel Strength 1,013 2,201 - / 47 OK Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads 0.659 0.460 5/3 78 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! J7 CBC2021-0078 SET 1 3/10/21 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: KPFF 3131 Camino del Rio N, Ste 1080 619-521-8500 | Concrete - Mar 7, 2021 Page: Specifier: E-Mail: Date: 4 3/8/2021 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. J8 CBC2021-0078 SET 1 3/10/21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com K1 Quidel T.I. Rutherford Rd. Carlsbad, CA 92008 Stair Design CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Quidel TI Rutherford Rd. Carlsbad, CA 92008 STAIR ELEVATIONS NA 3/21 2000554 19 S810 J 15 S815 14 S415 8 S500 8 S500 20 S880 14 38"x4"x8"GUSSET PLATE 6"STAIR BEAM PER PLAN COLUMN PER PLAN 1"Ø ROD BRACE FOOTING PER PLAN EXISTING GRADE 4'-5"6"EXISTING FOOTING STEEL STAIR ELEVATION STEEL STAIR ELEVATION K2 CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Quidel TI Rutherford Rd. Carlsbad, CA 92008 STAIR PLANS NA 3/21 2000554 STAIR 008 CR UP-PF-1S500 5'-1"9'-2"A S301 B S301 2'-0"4'-538"20'-65 8" 1'-158" GALVANIZED STEEL STAIR, SEE SHEET S880 FOR TYP STAIR DETAILS TYP SC5 F3 SC5 F3 C5 C12x .C12x . -1'-0" T.O.F. 1"Ø GR36 ROD BRACE IN EACH DIRECTION C S301 207207..SC5SC5FOUNDATION PLAN DNCR MC6x7 C12x MC6x7 C12x14 DOG LEG STRINGER 112" DEEP 316" THICK BEARING BAR STEEL GRATING STAIR TREAD, SEE 5 S880 2.1 20 7.C12x 20 7.LEVEL 2 FRAMING PLAN K3 CBC2021-0078 SET 1 3/10/21 K4 CBC2021-0078 SET 1 3/10/21 Project By NA Sheet Location Date 3/2021 Job No. Revised SEISMIC FORCES ON COMPONENTS Per ASCE 7-16, Chapter 13 All Coefficients are in terms of "Wp" ASD LRFD SDS = 0.774 Fph,max = 1.33 1.86 Static / Dynamic? Static Eq 13.3-1 Ip = 1.5 Fph,min = 0.25 0.35 Apply Omega? No h = 32 ft (Total Building Height)Fpv = 0.11 0.15 ap = 1 2.5 2.5 1 2.5 2.5 Rp = 2.5 2.5 6 2.5 2.5 6 Wp =2.5 2.5 2.5 2.5 2.5 2.5 LEVEL Height (ft) z/h N/A N/A ROOF 32 1.00 0.40 1.00 0.41 0.00 0.56 1.39 0.58 0.00 2.25 2.50 Mezz 17 0.53 0.27 0.68 0.29 0.00 0.38 0.96 0.40 0.00 2.00 2.50 Ground 0 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 1.85 2.50 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 1.75 2.50 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 1.60 2.50 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 1.50 2.50 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 1.25 2.50 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 1.00 2.50 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 0.50 2.50 0.00 0.25 0.33 0.25 0.00 0.35 0.46 0.35 0.00 0.25 2.50 Wp = Component Operating Weight ap = Component Amplification Factor, Table 13.5-1 or 13.6-1 Rp = Component Response Modification Factor, Table 13.5-1 or 13.6-1 SDS = Spectral Accelration, short period from §11.4.5 Static Ip = Component Importance Factor, §13.1.3 z = Component Attachment Height with Respect to Grade, ≥0 but not more than h = Average Roof Height of Structure with Respect to Grade ai = maximum acceleration at level I obtained from modal analysis and not less than Ax = torsional amplification factor Eqn (12.8-14) "The horizontal seismic design force (Fp) shall be applied at the componen's center of gravity and distributed relative to the component's mass distribution and shall be determined in accordance with Eq (13.3-1)" Remember to apply Dynamic Quidel TI Carlsbad, CA 2000554.00 Fph Fph ASD LRFD ppDSphWISF6.1max,= ppDSphWISF3.0min,= pDSpvWSF2.0±= 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com K5 CBC2021-0078 SET 1 3/10/21 Company Designer Job Number Model Name : : : : KPFF NA 2000554 Stair Checked By : __________ 3/5/2021 4:23:47 PM RISA-3D Version 19 [ Stair v.4.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N900 50 17.375 0 2 N901 50 17.375 5 3 N902 50 12 13.5 4 N903 50 12 17 5 N904 50 0 36 6 N905 55.5 17.375 0 7 N906 55.5 17.375 5 8 N907 54.5 17.375 5 9 N908 54.5 12 13.5 10 N909 54.5 12 17 11 N910 54.5 0 36 12 N911 50 0 17 13 N912 54.5 0 17 14 N913 50 0 5 15 N914 55.5 0 5 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] 1 N911 Reaction Reaction Reaction Reaction Reaction Reaction 2 N912 Reaction Reaction Reaction Reaction Reaction Reaction 3 N913 Reaction Reaction Reaction Reaction Reaction Reaction 4 N914 Reaction Reaction Reaction Reaction Reaction Reaction 5 N904 Reaction Reaction 6 N910 Reaction Reaction 7 N900 Reaction Reaction Reaction 8 N905 Reaction Reaction Reaction Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 8 Rod 29000 11154 0.3 0.65 0 36 1.5 58 1.2 General Materials Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+06 0.3 0 0 Isotropic 9 12 GA Metal 29000 11346 0.3 0.65 0.49 Isotropic Hot Rolled Steel Design Parameters Label Shape Length [ft] Lb y-y [ft] Lb z-z [ft] Lcomp top [ft] Lcomp bot [ft] Function 1 M200 C12X20.7 22.472 Segment Segment Segment Segment Lateral 2 M201 C12X20.7 3.5 Lbyy Lateral 3 M202 C12X20.7 10.057 Lbyy Lateral 4 M203 C12X20.7 5 Lbyy Lateral K6 CBC2021-0078 SET 1 3/10/21 Company Designer Job Number Model Name : : : : KPFF NA 2000554 Stair Checked By : __________ 3/5/2021 4:23:47 PM RISA-3D Version 19 [ Stair v.4.r3d ]Page 2 Hot Rolled Steel Design Parameters (Continued) Label Shape Length [ft] Lb y-y [ft] Lb z-z [ft] Lcomp top [ft] Lcomp bot [ft] Function 5 M204 C12X20.7 22.472 Lbyy Lateral 6 M205 C12X20.7 3.5 Lbyy Lateral 7 M206 C12X20.7 10.057 Lbyy Lateral 8 M207 C12X20.7 5 Lbyy Lateral 9 M209 MC6X7 4.5 Lbyy Lateral 10 M210 MC6X7 4.5 Lbyy Lateral 11 M211 HSS5X5X5 12 Lbyy Lateral 12 M212 HSS5X5X5 12 Lbyy Lateral 13 M213 HSS5X5X5 17.375 Lbyy Lateral 14 M214 HSS5X5X5 17.375 Lbyy Lateral 15 M17 MC6X7 4.5 Lbyy Lateral 16 M18 MC6X7 1 Lbyy Lateral 17 M19 1" rod 12.816 Lbyy Lateral 18 M20 1" rod 12.816 Lbyy Lateral Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [psf] 1 N904 N903 N909 N910 Y B-C -5 2 N903 N902 N908 N909 Y B-C -5 3 N902 N901 N907 N908 Y B-C -5 4 N901 N900 N905 N906 Y B-C -5 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [psf] 1 N904 N903 N909 N910 Y B-C -100 2 N903 N902 N908 N909 Y B-C -100 3 N902 N901 N907 N908 Y B-C -100 4 N901 N900 N905 N906 Y B-C -100 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [psf] 1 N904 N903 N909 N910 X B-C 1.915 2 N903 N902 N908 N909 X B-C 1.915 3 N902 N901 N907 N908 X B-C 1.915 4 N901 N900 N905 N906 X B-C 1.915 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [psf] 1 N904 N903 N909 N910 Z B-C 1.915 2 N903 N902 N908 N909 Z B-C 1.915 3 N902 N901 N907 N908 Z B-C 1.915 4 N901 N900 N905 N906 Z B-C 1.915 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Distributed Area(Member) 1 S.W DL -1 2 DL DL 4 3 LL LL 4 4 BLC 2 Transient Area Loads None 16 5 BLC 3 Transient Area Loads None 16 6 EX ELX 0.383 4 7 EZ ELZ 0.383 4 8 BLC 6 Transient Area Loads None 16 9 BLC 7 Transient Area Loads None 16 K7 CBC2021-0078 SET 1 3/10/21 Company Designer Job Number Model Name : : : : KPFF NA 2000554 Stair Checked By : __________ 3/5/2021 4:23:47 PM RISA-3D Version 19 [ Stair v.4.r3d ]Page 3 Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor 1 ******Basic Load Cases******Y 2 DL Y DL 1 3 LL Y LL 1 4 ELX Y ELX 1 5 ELZ Y ELZ 1 6 DL + LL Y DL 1 LL 1 7 ***Code Level Deflection Check***Y 8 L/600 Y 3 1 9 L/360 Y DL 1 3 1 10 ****** LRFD Combos******Y DL 1 LL 1 11 1.4DL Yes Y DL 1.4 12 1.2DL + 1.6LL Yes Y DL 1.2 LL 1.6 13 ****** LRFD EQ Combos******Y 14 (1.2+0.2Sds)DL + 0.5LL + ELX Yes Y DL 1.2 Sds*DL 0.2 ELX 1 LL 0.5 15 (1.2+0.2Sds)DL + 0.5LL + ELZ Yes Y DL 1.2 Sds*DL 0.2 ELZ 1 LL 0.5 16 (1.2+0.2Sds)DL + 0.5LL - ELX Yes Y DL 1.2 Sds*DL 0.2 ELX -1 LL 0.5 17 (1.2+0.2Sds)DL + 0.5LL - ELZ Yes Y DL 1.2 Sds*DL 0.2 ELZ -1 LL 0.5 18 (0.9-0.2Sds)DL + ELX Yes Y DL 0.9 Sds*DL -0.2 ELX 1 19 (0.9-0.2Sds)DL + ELZ Yes Y DL 0.9 Sds*DL -0.2 ELZ 1 20 (0.9-0.2Sds)DL - ELX Yes Y DL 0.9 Sds*DL -0.2 ELX -1 21 (0.9-0.2Sds)DL - ELZ Yes Y DL 0.9 Sds*DL -0.2 ELZ -1 22 ****** ASD EQ Combos******Y 23 (1+0.14Sds)DL + 0.7ELX Y DL 1 Sds*DL 0.14 ELX 0.7 24 (1+0.14Sds)DL + 0.7ELZ Y DL 1 Sds*DL 0.14 ELZ 0.7 25 (1+0.14Sds)DL - 0.7ELX Y DL 1 Sds*DL 0.14 ELX -0.7 26 (1+0.14Sds)DL - 0.7ELZ Y DL 1 Sds*DL 0.14 ELZ -0.7 27 (1+0.105Sds)DL + 0.525ELX + 0.75LL Y DL 1 Sds*DL 0.105 ELX 0.525 LL 0.75 28 (1+0.105Sds)DL + 0.525ELZ + 0.75LL Y DL 1 Sds*DL 0.105 ELZ 0.525 LL 0.75 29 (1+0.105Sds)DL - 0.525ELX + 0.75LL Y DL 1 Sds*DL 0.105 ELX -0.525 LL 0.75 30 (1+0.105Sds)DL - 0.525ELZ + 0.75LL Y DL 1 Sds*DL 0.105 ELZ -0.525 LL 0.75 31 (0.6-0.14Sds)DL +0.7ELX Y DL 0.6 Sds*DL -0.14 ELX 0.7 32 (0.6-0.14Sds)DL +0.7ELZ Y DL 0.6 Sds*DL -0.14 ELZ 0.7 33 (0.6-0.14Sds)DL -0.7ELX Y DL 0.6 Sds*DL -0.14 ELX -0.7 34 (0.6-0.14Sds)DL - 0.7ELZ Y DL 0.6 Sds*DL -0.14 ELZ -0.7 K8 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-1 Mar 05, 2021 Stair v.4.r3d MEZZANINE INTERMEDIATE LANDING GROUND CONNECTION TO EXISTING CONCRETE PANEL WALL K9 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-2 Mar 05, 2021 Stair v.4.r3dMember Shapes K10 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-3 Mar 05, 2021 Stair v.4.r3dBoundary Conditions K11 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-4 Mar 05, 2021 Stair v.4.r3dSuper Imposed Dead Load Steel Grating Stair Treads K12 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-5 Mar 05, 2021 Stair v.4.r3dLive Load K13 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-6 Mar 05, 2021 Stair v.4.r3dSeismic Load in X Direction SDL = 5psf; Seismic Load Fp =0.38*W = 1.915 psf K14 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-7 Mar 05, 2021 Stair v.4.r3dSeismic Load in Z Direction SDL = 5psf; Seismic Load Fp =0.38*W = 1.915 psf K15 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-8 Mar 05, 2021 Stair v.4.r3d Deflection = 0.35" in Y O.K. Deflection Deflection check with DL + LL K16 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-12 Mar 05, 2021 Stair v.4.r3dEnveloped LRFD Strength Level Unity Check All the members DCR are less than 1.0 K17 CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Quidel TI Rutherford Rd. Carlsbad, CA 92008 TOP OF STAIR - STRINGER TO CONC WALL NA 3/21 2000554 POST-INSTALLED EMBED PLATE DETAIL19 EMBED ELEVATIONBSECTIONA B K18 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-20 Mar 06, 2021 Stair v.4.r3dTop of Stair Connection Reactions Controlling Reactions for Beam/Stringer Connection to Concrete Wall Panel K19 CBC2021-0078 SET 1 3/10/21 www.hilti.us Profis Anchor 2.8.8 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: KPFF NA | Page: Project: Sub-Project I Pos. No.: Date: 1 QUIDEL TI -STAIR 3/6/2021 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4) Effective embedment depth: hef,act = 4.000 in., hnom = 4.438 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2019 | 5/1/2021 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC), 4 1/2 - 5/16; (L x W x T) = 4.500 in. x 0.313 in. Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 9.500 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 1.21*2.5*1000= 3025 lb .03*2.5*1000= 83 lb Apply omega factor =2.5 to reactions: .7*2.5*1000= 1750 lb K20 CBC2021-0078 SET 1 3/10/21 www.hilti.us Profis Anchor 2.8.8 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: KPFF NA | Page: Project: Sub-Project I Pos. No.: Date: 2 QUIDEL TI -STAIR 3/6/2021 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity bbbbN / bbbbV [%] Status Tension Concrete Breakout Strength 1,750 10,087 18 / - OK Shear Concrete edge failure in direction x+3,026 5,986 - / 51 OK Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status Combined tension and shear loads 0.173 0.506 5/3 38 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. K21 CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Quidel TI Rutherford Rd. Carlsbad, CA 92008 STRINGER TO POST CONN NA 3/21 2000554 K22 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-21 Mar 06, 2021 Stair v.4.r3dStringer Connection to Post K23 CBC2021-0078 SET 1 3/10/21 Project By NA Sheet Location Date 3/21 Job No.Revised BOLTED BEAM CONNECTION Beam ID:W12X14 Beam Size:D (in)A (in2)bf (in)tf (in)tweb (in)ry (in)Zy (in) W12X14 11.90 4.16 3.97 0.23 0.20 0.75 1.90 Material Input:fy (ksi)fu (ksi) Plate Properties A36 36 ksi 58 ksi Beam Properties A36 36 ksi 58 ksi Bolt Type/Size A325-N x 7/8"Rn_bolt = 33 kips (AISC TABLE 7-1 $ 7-3) Bolt Hole Configuration Standard Bolt Hole Deformation at Service Load: Weld Type E70 FEXX (ksi)= 70 kips C1=1 Design Loads: (kips) Vu =3.8 kips 1 Hu =2.4 kips q =32.3 deg Location Result. Force, Pu =4.5 kips Beam Connection Input: # cols of bolts:m = 1 PL thickness:tpl =5/16 in # rows of bolts:n = 3 horizontal edge dist:Leh =2.00 in # of Bolts:N = 3 vertical edge dist:Lev =2.00 in vert. bolt spacing:sv =3.0 in col edge to 1st bolt:Lh =3.00 in horiz. bolt spacing:sh =3.0 in PL height:Lpl =10 in col to beam gap:gap =1.0 in PL width:Wpl =5.00 in Connection configuration:Method used: Is the Beam Coped? Conventional Configuration QUIDEL TI 2000554 Based on AISC 15th Edition Input Loads Based on LRFD Load Combinations Not Considered No Beam to Column Flange Loads entered should be factored based on appropirate load combinations and include overstrength factors if necessary. Drag connections need to be enter at "Omega level." Plan View Lpl ex Wpl Lh Lev Leh Elevation 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 Stringer to Post - Beam_Conn_AISC 15th Ed.xlsm // Page 1 of 7 3/6/2021 Actual Beam/Stringer C12x20.7 Design Loads from RISA 3D K24 CBC2021-0078 SET 1 3/10/21 BOLTED BEAM CONNECTION Beam ID:W12X14 Based on AISC 15th Edition Bolt Shear Strength: Section J3.6 2 Vu = 3.8 kips Hu = 2.4 kips Pbm = sqrt(Hbm 2 + Vbm 2) = resultant force Pu = 4.5 kips q = atan(Hbm / Vbm) = angle of resultant force q =32.3 deg if m=1 and 2≤n≤5, e_x = L_h/2 *OR* if m=1 and 6≤n≤12, e_x = L_h ex = 1.500 in ex = Lh + (m-1)*(s_h/2) otherwise 1 cols of bolts @ 3" and 3 rows of bolts @ 3" w/ ex =1.5" Get "C" value Tables Ch. 7 --->C= 2.46 (AISC TABLE 7-6 THRU 7-13) Vu_bolt = Pbm/C Vu_bolt = 1.8 kips f =0.75 fRn_bolt = 24.4 kips > Vu_bolt = 1.8k <-- O.K. Oversize in Bolt Hole (in):1/16 (1/16" or 1/8") (Slip Critical not normally needed when Wo is applied to the loads.) Beam Bearing Strength Per Bolt Hole:Section J3.10 (Deformation is not a design consideration.) Rn bearing = 1.5*Lc*fu*t < 3*dbolt*fu*t (Eqn.J3-6a~f)dbolt_hole = 15/16 in f =0.75 Lc = (min(sv,sh)-dbolt) at interior bolts fu = 58.0 ksi W =2.00 Lc = Le-(dbolt/2) at edges tbm = 0.2 in Le = if(Vbm=0, Leh, if(Hbm=0,Lev) else min(Leh,Lev))) See Bearing tab for full Calculation Demand is based on ICRM Rn average = 30.5 kips fRn=22.8 kips > Vu_bolt =1.5k <- O.K. Rn minimum =30.5 kips fRn=22.8 kips > Vu_bolt =1.5k <- O.K. Plate Bearing Strength Per Bolt Hole:Section J3.10 (Deformation is not a design consideration.) Rn bearing = 1.5*Lc*fu*t < 3*dbolt*fu*t (Eqn.J3-6a~f)dbolt_hole =15/16 in f =0.75 Lc = (min(sv,sh)-dbolt) at interior bolts fu = 58.0 ksi W =2.00 Lc = Le-(dbolt/2) at edges tbm = 0.3125 in Le = if(Vbm=0, Leh, if(Hbm=0,Lev) else min(Leh,Lev))) See Bearing tab for full Calculation Demand is based on ICRM Rn average = 38.1 kips fRn=28.5 kips > Vu_bolt =1.5k <- O.K. Rn minimum =38.1 kips fRn=28.5 kips > Vu_bolt =1.5k <- O.K. Plate Block Shear A:Section J4.3 (in2)f =0.75 Gross tension Area, Agt =[Leh + (#cols-1)*sh]*tpl Agt = 0.63 W =2.00 Net tension Area, Ant = Agt - (#cols - 0.5)*(Fbolt_hole)*tpl Ant = 0.48 Gross shear Area, Agv =[Lev + (#rows-1)*sv]*tpl Agv = 2.50 Net shear Area, Anv = Agv - (#rows - 0.5)*(Fbolt_hole)*tpl Anv = 1.77 if ((m>1,Ubs=0.5),Ubs=1)Ubs = 1.0 Rn_BS =(0.6*fu*Anv + Ubs*fu*Ant) < (0.6*fy*Agv + Ubs*fu*Ant) Rn_BS = 81.8 kips fRn_BS=61.3 kips > Vu = 4k <-- O.K. Plate Block Shear B:Section J4.3 (in2)f =0.75 Gross tension Area, Agt =(#rows-1)*sv*tpl Agt =2.5 W =2.00 Net tension Area, Ant = Agt - (#rows - 1)*(Fbolt_hole)*tpl Ant =1.8 Gross shear Area, Agv =(Leh + (#cols-1)*sh)*2*tpl Agv =0.6 Net shear Area, Anv = Agv - 2*(#cols - 0.5)*(Fbolt_hole)*tpl Anv =0.5 Ubs=1 Ubs =1.0 Rn_BS =(0.6*fu*Anv + Ubs*fu*Ant) < (0.6*fy*Agv + Ubs*fu*Ant) Rn_BS = 116.0 kips fRn_BS=87.0 kips > Hu = 2k <-- O.K. Plate Block Shear: DCRBS = √((Vu/ΦRn_BS, A)2+(Hu/ΦRn_BS, B)2)DCRBS =0.07 < 1.0 <-- O.K. Elastic Method (More Conservative) Instantaneous Center of Rotation Method Stringer to Post - Beam_Conn_AISC 15th Ed.xlsm // Page 2 of 7 3/6/2021 Actual Beam/Stringer C12x20.7 t=0.282" K25 CBC2021-0078 SET 1 3/10/21 BOLTED BEAM CONNECTION Beam ID:W12X14 Based on AISC 15th Edition Plate Yielding: (based on gross area, at weld)Section J4.1 Plate Rupture: (based on net area, at first line of bolts)Gross Net Section Section Eccentricity of each cross section = ex ex = 1.5 in .0 in Highest Forces at each cross section:Hbm = 2.4 kips 2.4 kips Mbm = Vbm* ex Vbm = 3.8 kips 3.8 kips Apl_gr = tpl*Lpl Mbm = 6 0 Zpl_gr = tpl*Lpl 2/4 Apl_net = tpl*(Lpl - #rows*Fbolt_hole)Apl = 3.13 2.25 Zpl_net = IF n is odd: 0.25*tpl*(sv-(dbolt_hole+1/16"))(n^2*sv+(dbolt_hole+1/16"))Zpl = 7.81 4.38 IF n is even: 0.25*tpl*(sv-(dbolt_hole+1/16"))*n^2*sv Stresses on Cross Sections: fv = Vbm /Apl/0.6 <--[increase to combine fv = 2.0 2.8 ft = Hbm /Apl shear and tension]ft = 0.8 1.1 fb = Mbm /Spl fb = 0.7 0.0 fres = sqrt [fv2 + (ft+fb)2]fres = 2.5 3.0 Rn_Yield = fy_pl > fres Rn_Rupture = fu_pl > fres Rupture Yield fv =0.75 0.90 fRn_Yield = 32.4 ksi > 2.5 ksi <--- O.K.(Eqn. J4-1) fRn_Rupture = 43.5 ksi > 3 ksi <-- O.K. (Eqn. J4-2) Stringer to Post - Beam_Conn_AISC 15th Ed.xlsm // Page 4 of 7 3/6/2021 Plate Compression Capacity:Section J4.4 f =0.90 k = assumed length factor k = 1.2 W =1.67 Buckling length = Lh Lh = 3.00 in rpl = tpl/sqrt(12)rpl = 0.090 in KL/r kLh/rpl 39.9 fcr = critical buckling stress, See pg.9-6, J4.4, Ch. E3 fcr = 33.10 ksi Pnc = fcr*tpl*Lpl Pnc = 103.5 kips fPnc =93.1 kips > Hbm = 2k <--- O.K. Beam ID:W12X14 Plate-to-Column Weld:Part 8 LRFD f =0.75 Forces at Plate-Column Interface:Hbm = 2.4 kips W =2.00 Mbm = Vbm* ex Vbm = 3.8 kips Mbm = 5.7 k-in Stresses on Weld:Use weld size D = 4 sixteenths fv = Vbm /(0.707*D/16*2*Lpl)fv = 1.1 ksi q =56.9 ft = Hbm /(0.707*D/16*2*Lpl)ft = .7 ksi factor = 1.38 fb = Mbm /(0.707*D/16*2*Lpl 2/6)fb = 1.0 ksi (Eqn. J2-5) fres = sqrt [fv 2 + (ft+fb)2](Eqn. 8-11)fres = 2.0 ksi favg = sqrt [fv2 + (ft+fb/2)2]favg = 1.6 ksi fdes = max(fres, 1.4*favg) [to ensure weld ductility]fdes = 2.2 ksi Rn_weld = 0.6*FEXX > fdes (Eqn. 8-1)Rn_weld = 42.0 ksi fRn_weld=43.5 ksi > 2.2 ksi <--- O.K. Increase due to angle of resultant force . K26 CBC2021-0078 SET 1 3/10/21 BOLTED BEAM CONNECTION Beam ID:W12X14 Based on AISC 15th Edition Stringer to Post - Beam_Conn_AISC 15th Ed.xlsm // Page 5 of 7 3/6/2021 Column Rupture at Weld: (Eqn. 9-2) Minimum Column Flange thickness, tmin = 3.09D/Fu Weld Size, D = 4 sixteenths Number of sides = 2 tmin = 0.213 in < tf_col = 1.02in <-- O.K. Beam Web Block Shear (1):Section J4.3 (design for beam resultant force)(in2)f =0.75 Gross tension Area, Agt,A =(#rows-1)*sv*tweb Agt, A = Agv, B = 1.2 W =2.00 Net tension Area, Ant,A = Agt,A - (#rows - 1)*(Fbolt_hole)*tweb Ant, A = Anv, B = 0.8 Gross shear Area, Agv,A =(Leh + (#cols-1)*sh)*2*tweb Agv, A = Agt, B = 0.8 Net shear Area, Anv,A = Agv,A - 2*(#cols - 0.5)*(Fbolt_hole)*tweb Anv, A = Ant, B = 0.6 for BS A: if ((m>1,Ubs=0.5),Ubs=1); for BS B: Ubs = 1 Ubs,A = 1.0 Rn_BS, A =(0.6*fu*Anv, A + Ubs,A*fu*Ant, A) < (0.6*fy*Agv,A + Ubs,A*fu*Ant,A) Rn_BS,A = 65.1 kips Rn_BS, B =(0.6*fu*Anv, B + Ubs,B*fu*Ant, B) < (0.6*fy*Agv,B + Ubs,B*fu*Ant,B) Rn_BS,B = 61.4 kips (Eqn. J4-5) fRn_BS,A =48.8 kips > Vu = 3.8k <-- O.K. fRn_BS,B =46.1 kips > Hu = 2.4k <-- O.K. DCRBS = √((Vu/ΦRn_BS, A)2+(Hu/ΦRn_BS, B)2)DCRBS =0.09 < 1.0 <-- O.K. Actual Beam/Stringer C12x20.7 web thickness is larger than W12x14 web thickness, therefore Beam Web Block Shear Check is OK Actual Columns/Post HSS5x5x5/16" therefore t=0.3125" Design Summary:LRFD D/C Bolt Shear Strength:7%- Beam Bearing Strength (Min):7%- Beam Bearing Strength (Average):7%- Plate Bearing Strength (Min):5%- Plate Bearing Strength (Average):5%- Plate Block Shear:7%- Plate Yielding:8%- Plate Rupture:7% - Beam Web Yielding:N/A - Beam Web Rupture:N/A - Plate Compression Capacity:3%- Plate-to-Column Weld:5%- Beam Web Block Shear (1):9%- Beam Web Block Shear (2):N/A - Column Rupture at Weld 21% <---Governs Beam Tension Rupture:N/A - Plate Size:0.3125" Thick x 10" Tall x 5" Wide Plate-to-Column Weld:4/16 x 10" fillet weld @ 2 sides Beam-to-Plate Conn:1 cols x 3 rows of A325-N x 7/8" Bolts Weld to Column: K27 CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Quidel TI Rutherford Rd. Carlsbad, CA 92008 POST BASE PLATE CONN NA 3/21 2000554 K28 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-18 Mar 05, 2021 Stair v.4.r3dHSS Post to Ground Reactions From Enveloped Reactions LC 14 is the controlling case for base plate design Reactions for LC 14 Controlling Reactions for Base Plate Design Assumed Compression = 0 in Base Plate Design K29 CBC2021-0078 SET 1 3/10/21 www.hilti.us Profis Anchor 2.8.8 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: KPFF NA | Page: Project: Sub-Project I Pos. No.: Date: 1 QUIDEL TI -STAIR 3/5/2021 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Effective embedment depth: hef = 8.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 11.000 in. x 11.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC), HSS5X5X.375; (L x W x T) = 5.000 in. x 5.000 in. x 0.375 in. Base material: uncracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Assumed Compression = 0 in Base Plate Design .2544*2.5*1000= 636lb 3.4245*2.5*12*1000= 102,735 lb-in Apply omega factor =2.5 to reactions: .0316*2.5*12*1000= 948 lb-in K30 CBC2021-0078 SET 1 3/10/21 www.hilti.us Profis Anchor 2.8.8 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: KPFF NA | Page: Project: Sub-Project I Pos. No.: Date: 2 QUIDEL TI -STAIR 3/5/2021 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity bbbbN / bbbbV [%] Status Tension Steel Strength 5,904 14,529 41 / - OK Shear Concrete edge failure in direction x-639 17,980 - / 4 OK Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status Combined tension and shear loads 0.406 0.036 5/3 23 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. K31 CBC2021-0078 SET 1 3/10/21 www.hilti.us Profis Anchor 2.8.8 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: KPFF NA | Page: Project: Sub-Project I Pos. No.: Date: 1 QUIDEL TI -STAIR 3/5/2021 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/4 (4 3/4) Effective embedment depth: hef,act = 4.750 in., hnom = 5.563 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2019 | 5/1/2021 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 11.000 in. x 11.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC), HSS5X5X.375; (L x W x T) = 5.000 in. x 5.000 in. x 0.375 in. Base material: uncracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Assumed Compression = 0 in Base Plate Design .2544*2.5*1000= 636lb 3.4245*2.5*12*1000= 102,735 lb-in Apply omega factor =2.5 to reactions: .0316*2.5*12*1000= 948 lb-in K32 CBC2021-0078 SET 1 3/10/21 www.hilti.us Profis Anchor 2.8.8 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: KPFF NA | Page: Project: Sub-Project I Pos. No.: Date: 2 QUIDEL TI -STAIR 3/5/2021 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity bbbbN / bbbbV [%] Status Tension Concrete Breakout Strength 11,660 11,961 98 / - OK Shear Concrete edge failure in direction x-639 17,519 - / 4 OK Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status Combined tension and shear loads 0.975 0.036 1.0 85 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. K33 CBC2021-0078 SET 1 3/10/21 = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Quidel TI Rutherford Rd. Carlsbad, CA 92008 HSS POST FOOTING DESIGN NA 3/21 2000554 K34 CBC2021-0078 SET 1 3/10/21 KPFF NA 2000554 Stair SK-19 Mar 05, 2021 Stair v.4.r3d Largest Compression Force for Spread Footing Design HSS Post to Ground Reactions K35 CBC2021-0078 SET 1 3/10/21 Project By Sheet Location Date Job No.Revised SQUARE FOOTING DESIGN EQUIV. COL. SIZE Based on ACI 318-14 Soil Pressure Increases: Allowable Soil Pressure =2,500 psf Width Increase =0 psf/ft Maximum Soil Pressure =2,500 psf Min. Width =3 ft Soil Weight =110 pcf Depth Increase =0 psf/ft OVERBURDEN Net Weight of Footing =50 pcf Min. Depth =1 ft THICKNESS f'c = 4,000 psi TOF Depth = 0 ft FOOTING SIZE fy = 60,000 psi Soil Overburden = 1 ft ASSUMPTIONS: Equivalent Column Size =5 in d = Thickness - 4" Gravity Load Factor = 1.4 Top Reinforcing? No Soil Overburden Weight IS Subtracted From Allowable Load Seismic Load Factor = 1.2 Net Footing Weight IS Subtracted From Allowable Load Load Factor is Effective Factor to Convert from ASD to LRFD Reinforcement is based on the largest of the flexural and temperature requirements GRAVITY FOOTINGS Footing Size Allowable Load t min. t use As Rq'd.As min. As top. As bot.CU. YDS. CONC. (ft) (kips) (in) (in)(in2) (in 2) (in 2) (in 2)#4 #5 #6 #7 #8 #9 #10 #110.0 0.0 3.0 21.1 8.1 12 0.23 0.78 0.00 0.78 4 3 3 - - - - - 0.33 4.0 37.4 10.0 12 0.60 1.04 0.00 1.04 6 4 4 - - - - - 0.59 5.0 58.2 12.0 15 0.89 1.62 0.00 1.62 - 6 4 4 4 - - - 1.16 6.0 83.8 14.0 15 1.58 2.11 0.00 2.11 - 7 5 5 5 - - - 1.67 7.0 113.4 16.1 18 2.01 2.72 0.00 2.72 - 9 7 6 6 - - - 2.72 8.0 147.4 18.1 21 2.52 3.63 0.00 3.63 - 12 9 7 6 6 - - 4.15 9.0 186.5 20.2 21 3.63 4.83 0.00 4.83 - - 11 9 7 7 7 - 5.25 10.0 229.0 22.2 24 4.27 5.69 0.00 5.69 - - 13 10 8 8 8 - 7.4 11.0 275.6 24.3 27 4.98 6.64 0.00 6.64 - - 16 12 9 8 8 8 10.1 12.0 328.0 26.3 27 6.51 8.68 0.00 8.68 - - - 15 11 9 9 9 12.0 13.0 382.8 28.4 30 7.36 9.81 0.00 9.81 - - - 17 13 10 10 10 15.6 14.0 441.5 30.4 33 8.28 11.04 0.00 11.04 - - - 19 14 12 10 10 20.0 15.0 506.8 32.5 33 10.22 13.63 0.00 13.63 - - - - 18 14 11 11 22.9 16.0 573.4 34.5 36 11.29 15.05 0.00 15.05 - - - - 20 16 12 12 28.4 17.0 643.7 36.6 39 12.42 16.55 0.00 16.55 - - - - 21 17 14 12 34.8 18.0 721.7 38.7 39 14.78 19.71 0.00 19.71 - - - - 25 20 16 13 39.0 19.0 799.6 40.7 42 16.05 21.40 0.00 21.40 - - - - 28 22 17 14 46.8 20.0 881.0 42.8 45 17.39 23.18 0.00 23.18 - - - - 30 24 19 15 55.6 Lookup SEISMIC FOOTINGS Footing Size Allowable Load t min. t use As Rq'd. As min. As top. As bot.CU. YDS. CONC. (ft) (kips) (in) (in)(in2) (in 2) (in 2) (in 2)#4 #5 #6 #7 #8 #9 #10 #110.0 0.0 3.0 28.6 8.5 12 0.27 0.78 0.00 0.78 4 3 3 - - - - - 0.33 4.0 50.8 10.6 12 0.69 1.04 0.00 1.04 6 4 4 - - - - - 0.59 5.0 79.0 12.8 15 1.03 1.62 0.00 1.62 - 6 4 4 4 - - - 1.16 6.0 113.8 14.9 15 1.83 2.44 0.00 2.44 - 8 6 5 5 - - - 1.67 7.0 154.3 17.1 18 2.33 3.10 0.00 3.10 - - 8 6 6 6 - - 2.72 8.0 200.7 19.3 21 2.91 3.88 0.00 3.88 - - 9 7 6 6 6 - 4.15 9.0 253.0 21.5 24 3.56 4.75 0.00 4.75 - - 11 8 7 7 7 - 6.00 10.0 312.3 23.7 24 4.93 6.58 0.00 6.58 - - 15 11 9 8 8 8 7.4 11.0 376.4 25.9 27 5.76 7.67 0.00 7.67 - - - 13 10 8 8 8 10.1 12.0 446.2 28.1 30 6.65 8.87 0.00 8.87 - - - 15 12 9 9 9 13.3 13.0 521.5 30.3 33 7.63 10.17 0.00 10.17 - - - 17 13 11 10 10 17.2 14.0 604.8 32.5 33 9.57 12.76 0.00 12.76 - - - - 17 13 11 10 20.0 15.0 691.5 34.7 36 10.71 14.28 0.00 14.28 - - - - 19 15 12 11 25.0 16.0 783.6 36.9 39 11.93 15.90 0.00 15.90 - - - - 21 16 13 12 30.8 17.0 881.0 39.2 42 13.22 17.63 0.00 17.63 - - - - 23 18 14 12 37.5 18.0 987.7 41.4 42 15.74 20.98 0.00 20.98 - - - - 27 21 17 14 42.0 19.0 1095.9 43.6 45 17.20 22.93 0.00 22.93 - - - - - 23 19 15 50.1 20.0 1209.3 45.8 48 18.73 24.97 0.00 24.97 - - - - - 25 20 17 59.3 Lookup THICKNESS BOTTOM REINFORCEMENT EACH WAY NA 3/21 QUIDEL TI 2000554 BOTTOM REINFORCEMENT EACH WAY THICKNESS 3131 Camino del Rio N, Ste 1080 San Diego, CA 92108 p 619.521.8500 f 619.521.8591 www.kpff.com k:\struct\foundatn\sq _footi\Column 1 Square Footing Design.xlsm 3/5/2021 From RISA 3D analysis results, the largest compression force at post is 7.4 kips K36 CBC2021-0078 SET 1 3/10/21 CODE ANALYSISPROJECT DIRECTORY2285 RUTHERFORD ROADFOUNDATION & STRUC. STEEL & UNDERGROUND PLUMBINGCONSTRUCTION PACKAGE 2 (CP-2)STRUCTURAL ENGINEER:ARCHITECT:BUILDING OWNER:TENANT REPRESENTATIVE:McFARLANE ARCHITECTS, INCCONTACT:DAVE BATES, SENIOR VPCONTACT:NEAL MCFARLANE, AIA, PRESIDENTCECILIA KRUMPDEVELOPMENT SUMMARY6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CA 92122PHONE: (858) 453-1150PROJECT DESCRIPTION:CONSTRUCTION SCOPE OF WORK INCLUDES:1.FOUNDATION AND STRUCTURAL STEEL PACKAGE ONLY FOR THENEW EQUIPMENT PLATFORM TO AN EXISTING BUILDING2.TWO NEW EGRESS STAIRS FROM EQUIPMENT PLATFORM.3.UNDERGROUND PLUMBINGLEGAL DESCRIPTION:LOT 16 OF CARLSBAD TRACT NO. 81-10, UNIT NO. 1. IN THE CITYOF CARLSBAD, COUNT OF SAN DIEGO, STATE OF CALIFORNIA,ACCORDING TO MAY THEREOF NO. 10330, FILED IN THE OFFICEOF COUNTY RECORDER OF SAN DIEGO COUNTY, FEBRUARY 1982SITE ADDRESS:2285 RUTHERFORD ROADASSESSOR'S PARCEL NO:212-062-08-00LAND USE INFORMATION:ZONE:IH-2-1COMMUNITY PLAN:OVERLAY ZONES:EXISTING USE:OFFICE/ WAREHOUSEPURPOSED USE:OFFICE/ WAREHOUSE (NO CHANGE IN USE OR OCCUPANCY)EXISTING PERMITS:CB 91-1377SHELL BUILDING PERMITCB 91-1501TI BUILDING PERMITCB 91-1685TI BUILDING PERMITCBC 2018-0084 TI BUILDING PERMITT201TITLE SHEETREQUIRED PERMITS:PLAN CHECK #PERMIT #DEMOLITION PERMITCBC 2021-0022STRUCTURAL STEELTENANT IMPROVEMENT PHASE 1TENANT IMPROVEMENT PHASE 2HUGHES MARINO, INC.1450 FRONT STREETSAN DIEGO, CA 92101PHONE: (619) 238-2111FAX: (619) 238-2112ARE-SD REGION NO. 71, LLC,A DELAWARE LIMITED LIABILITY COMPANYBUILDING TENANT:QUIDEL9975 SUMMERS RIDGE ROAD, BLDG ASAN DIEGO, CA 92121PHONE: (858) 552-7925FAX: (858) 552-6437CONTACT:KEN DRYDEN, FACILITIES DIRECTORSHEET INDEXSHEET NO.SHEET TITLET201TITLE SHEETT202GENERAL NOTES, BLDG. & FIRE DEPT. NOTES, & ABBREV.T203ACCESSIBILITY REQUIREMENTS - 2019 CALIFORNIA BUILDING CODEARCHITECTURALA002SSECOND LEVEL EGRESS PLANA010STYPICAL WALL FRAMING DETAILSA020SWALL TYPESA100SOVERALL SITE PLANA210SOVERALL FIRST LEVEL FLOOR PLANA220SOVERALL SECOND LEVEL FLOOR PLANA700SENLARGED STAIR PLANS & SECTIONS - STAIR 5A701SENLARGED STAIR PLANS & SECTIONS - STAIR 4A702SSECTIONS - STAIR 4A703SDETAILS - STAIRA910SDETAILS - DOORA100SDOOR SCHEDULES, DOOR TYPESSTRUCTURALS100 GENERAL STRUCTURAL NOTESS101 GENERAL STRUCTURAL NOTESS102 GENERAL STRUCTURAL NOTESS103 GENERAL STRUCTURAL NOTESS104 GENERAL STRUCTURAL NOTESS200 FOUNDATION PLAN - OVERALLS200.3 FOUNDATION PLAN - AREA 3S200.4 FOUNDATION PLAN - AREA 4S200.5 FOUNDATION PLAN - AREA 5S200.6 FOUNDATION PLAN - AREA 6S201 LEVEL 2 FRAMING PLAN - OVERALLS201.3 LEVEL 2 FRAMING PLAN - AREA 3S201.5 LEVEL 2 FRAMING PLAN - AREA 5S201.6 LEVEL 2 FRAMING PLAN - AREA 6S202 EXISTING ROOF PLAN - OVERALLS300 BRACED FRAME ELEVATIONSS301 STAIR ELEVATIONSS415 STEEL COLUMN TYPICAL DETAILSS500 CONCRETE FOUNDATION DETAILSS600 TYPICAL CONCRETE DETAILSS805 COMPOSITE METAL DECK DETAILSS806 COMPOSITE METAL DECK DETAILSS810 STEEL DETAILSS815 STEEL DETAILSS830 STEEL SPECIAL BRACED FRAME DETAILSS870 NON-BEARING CFS DETAILSS880 STEEL STAIR DETAILSPLUMBINGP100U PLUMBING OVERALL W & V PLANP101U PLUMBING LEVEL 1 W & V AREA 1P102U PLUMBING LEVEL 1 W & V AREA 2P103U PLUMBING LEVEL 1 W & V AREA 3P104U PLUMBING LEVEL 1 W & V AREA 4P105U PLUMBING LEVEL 1 W & V AREA 5P106U PLUMBING LEVEL 1 W & V AREA 6VICINITY MAPNOT TO SCALENORTHSITE10996 TORREYANA ROAD, SUITE 250SAN DIEGO, CA 92121PHONE: (858) 638-2800FAX: (858) 530-8191CONTACT:GARRETT MIFSUD, SEASSOCIATEKPFF CONSULTING ENGINEERS3131 CAMINO DEL RIO NORTH, SUITE 1080SAN DIEGO, CA 92108PHONE: (619) 521-8500CONTACT:MIKE D'AMBROSIA, SENIOR PROJECT MANAGEREXISTINGNEWAREA ADDEDFIRST FLOOR AREA :99,432 SF0 S.F.0 S.F.SECOND FLOOR AREA:29,465 SF0 S.F.0 S.F.EQUIPMENT PLATFORM:0 S.F.43,108 S.F.TOTAL FLOOR AREA :128,897 SF43,108 S.F.0 S.F.AREA CALCULATIONS:SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\_T201_10807.dwglpc Apr 20,2021 - 9:52am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABOWNER'S REP:CONTACT:JOE WHALENINTERSECT MANAGEMENT10065 BARNES CANYON RD SUITE 110SAN DIEGO, CA 92121PHONE: (858) 251-4544GENERAL CONTRACTOR: TYPE OF CONSTRUCTION PER C.B.C.:III-A - FULLY SPRINKLEREDOCCUPANCY PER C.B.C.:B, S1NUMBER OF STORIES:2 STORIES ABOVE GRADEYEAR BUILT:1982TABLE 508.4 REQUIRED SEPARATION IN BUILDINGS OF MIXED OCCUPANCYOCCUPANCIES TO BE SEPARATEDFIRE RESISTIVE REQUIREMENT"B" TO "S1"NO REQUIREMENTTABLE 602 EXTERIOR WALL PROTECTION: B OCCUPANCYEXTERIOR WALLS-BEARING:(SEE TABLE 601)NON RATED, NON-COMBUSTIBLE - WALLS AREGREATER THAN 30 FT FROM PROPERTY LINE ORADJACENT STRUCTURESEXTERIOR WALLS-NON BEARING:NON RATED, NON-COMBUSTIBLE - WALLS AREGREATER THAN 30 FT FROM PROPERTY LINE ORADJACENT STRUCTURESTABLE 705.8 MAXIMUM AREA OF EXTERIOR WALL OPENINGS(SEE SECTION 705.8.1)UNPROTECTED, NONSPRINKLERED(UP, NS):NOT PERMITTED LESS THAN 5 FT.10%, LESS THAN 10 FT.15%, LESS THAN 15 FT.25%, LESS THAN 20 FT.45%, LESS THAN 25 FT.70%, LESS THAN 30 FT.NO LIMIT ELSEWHEREUNPROTECTED, SPRINKLERED(UP, S):NOT PERMITTED LESS THAN 3 FT.15%, LESS THAN 5 FT.25%, LESS THAN 10 FT.45%, LESS THAN 15 FT.75%, LESS THAN 20 FT.NO LIMIT ELSEWHEREPROTECTED (P):NOT PERMITTED LESS THAN 3 FT.15%, LESS THAN 5 FT.25%, LESS THAN 10 FT.45%, LESS THAN 15 FT.75%, LESS THAN 20 FT.NO LIMIT ELSEWHERETABLE 601, TYPE III-A, FIRE RESISTIVE CONSTRUCTIONBUILDING ELEMENTFIRE RESISTIVE REQUIREMENT1. STRUCTURAL FRAME1-HR2. BEARING WALLS - EXTERIOR2 HR3. BEARING WALLS - INTERIOR1-HR4. NON-BEARING WALLS - EXTERIORSEE TABLE 6025.NON-BEARING WALLS - INTERIORNO REQUIREMENTS6. FLOOR CONSTRUCTION - FLOOR/ CEILINGS &ASSOCIATED SECONDARY MEMBERS1-HR7.ROOF CONSTRUCTION - ROOF / CEILINGS &ASSOCIATED SECONDARY MEMBERS1-HRAPPLICABLE CODES:THE 2019 EDITION OF THE CALIFORNIA CODE OF REGULATIONS TITLE 24 INCLUDES:PART 1, 2019 CALIFORNIA ADMINISTRATIVE CODE (C.A.C.)PART 2, 2019 CALIFORNIA BUILDING CODE (C.B.C.) BASED ON THE 2015 INTERNATIONAL BUILDING CODEPART 3, 2019 CALIFORNIA ELECTRICAL CODE (C.E.C) BASED ON THE 2014 NATIONAL ELECTRICAL CODEPART 4, 2019 CALIFORNIA MECHANICAL CODE (C.M.C) BASED ON THE 2015 UNIFORM MECHANICAL CODEPART 5, 2019 CALIFORNIA PLUMBING CODE (C.P.C) BASED ON THE 2015 UNIFORM PLUMBING CODEPART 6, 2019 CALIFORNIA ENERGY CODEPART 9, 2019 CALIFORNIA FIRE CODE (C.F.C.) BASED ON THE 2015 INTERNATIONAL FIRE CODEPART 10, 2019 CALIFORNIA EXISTING BUILDING CODE BASED ON THE 2015 INTERNATIONAL EXISTINGBUILDING CODEPART 11, 2019 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN)PART 12, 2019 CALIFORNIA REFERENCE STANDARDS CODECALIFORNIA CODE OF REGULATIONS TITLE 8: ELEVATOR SAFETY ORDERSAPPLICABLE ORDINANCES OF THE CITY OF CARLSBADAPPLICABLE ORDINANCES OF THE COUNTY OF SAN DIEGOALLOWABLE BUILDING HEIGHT (TABLE 504.3)TYPE III-A CONSTRUCTION; B OR S1 OCCUPANCIESALLOWABLE HT = 85'ACTUAL HEIGHT = 32'ALLOWABLE NUMBER OF STORIES (TABLE 504.4)TYPE III-A CONSTRUCTION; B OCCUPANCYALLOWABLE #OF STORIES = 6ACTUAL # OF STORIES = 2TYPE III-A CONSTRUCTION; S1 OCCUPANCYALLOWABLE #OF STORIES = 3ACTUAL # OF STORIES = 2ALLOWABLE AREA CALCULATIONS (SECTIONS 503 & 506)TYPE III-A CONSTRUCTION"B" OCCUPANCYAREA INCREASE DUE TO FRONTAGE (SEC. 506.3):If = AREA INCREASE FACTOR DUE TO FRONTAGE PER SEC. 506.3F =1,086'- BUILDING PERIMETER THAT FRONTS OPEN SPACEP=1,412'- PERIMETER OF ENTIRE BUILDINGW=60.00' - WIDTH OF OPEN SPACE PER SEC 506.3.2If =[F/P - 0.25 ] x W / 30 (EQUATION 5-5)=[1,086'/ 1,412' - 0.25 ] x 60.00'/ 30If =1.04ALLOWABLE AREA OF SINGLE OCCUPANCY, MULTISTORY (SEC. 506.2.3):Aa=ALLOWABLE AREAAt=85,000 SF- TABULAR AREA PER TABLE 506.2If =1.04 - AREA INCREASE FACTOR DUE TO FRONTAGE PER SEC. 506.3NS=28,500 SF- TABULAR AREA PER TABLE 506.2 FOR A NONSPRINKLERED BUILDINGSa= 2- ACTUAL NUMBER OF STORIES ABOVE GRADE PLANEAa={ At + (NS x If )} x Sa (EQUATION 5-2)={ 85,000 SF + ( 28,500 SF x 1.04 )} X 2 }Aa=229,180 SF- ALLOWABLE AREATYPE III-A CONSTRUCTION"S1" OCCUPANCYAREA INCREASE DUE TO FRONTAGE (SEC. 506.3):If =AREA INCREASE FACTOR DUE TO FRONTAGE PER SEC. 506.3F =1,086'- BUILDING PERIMETER THAT FRONTS OPEN SPACEP=1,412'- PERIMETER OF ENTIRE BUILDINGW=60.00' - WIDTH OF OPEN SPACE PER SEC 506.3.2If =[F/P - 0.25 ] x W / 30 (EQUATION 5-5)=[1,086'/ 1,412' - 0.25 ] x 60.00'/ 30If =1.04ALLOWABLE AREA OF SINGLE OCCUPANCY, MULTISTORY (SEC. 506.2.3):Aa=ALLOWABLE AREAAt=78,000 SF- TABULAR AREA PER TABLE 506.2If =1.04- AREA INCREASE FACTOR DUE TO FRONTAGE PER SEC. 506.3NS=26,000 SF- TABULAR AREA PER TABLE 506.2 FOR A NONSPRINKLERED BUILDINGSa=2- ACTUAL NUMBER OF STORIES ABOVE GRADE PLANEAa={ At + (NS x If )} x Sa (EQUATION 5-2)={ 78,000 SF + ( 26,000 SF x 1.04 )} X 2 }Aa=209,989 SF- ALLOWABLE AREANON-SEPARATED OCCUPANCIES (SECTION 508.3)BUILDING OR PORTIONS OF BUILDINGS THAT COMPLY WITH THE PROVISIONS OF SECTION 508.3 SHALL BECONSIDERED AS NON-SEPARATED OCCUPANCIES.NO SEPARATION IS REQUIRED BETWEEN NON-SEPARATED OCCUPANCIES (SEC. 508.3.3)PER SECTION 508.3.2 THE ALLOWABLE BUILDING AREA, HEIGHT AND NUMBER OF STORIES OF THE BUILDINGOR PORTION THEREOF SHALL BE BASED ON THE MOST RESTRICTIVE ALLOWANCES FOR THE OCCUPANCYGROUPS UNDER CONSIDERATION FOR THE TYPE OF CONSTRUCTION OF THE BUILDING.PER THE ALLOWABLE AREA CALCULATIONS, S1 OCCUPANCY IS THE MOST RESTRICTIVE ALLOWING 209,989 SFOF BUILDING AREAMEZZANINES & EQUIPMENT PLATFORMS (SECTION 505.3)PER SECTION 505.3 EQUIPMENT PLATFORMS IN BUILDINGS SHALL NOT CONTRIBUTE TO EITHER THE BUILDINGAREA OR NUMBER OF STORIES AS REGULATED BY SECTION 503.1PER SECTION 505.3.1 THE AGGREGATE AREA OF ALL EQUIPMENT PLATFORMS WITHIN A ROOM SHALL NOT BEGREATER THAN 2/3 OF THE AREA OF THE ROOM THEY ARE LOCATED. EXISTING WAREHOUSE: 75,552 SF ANDNEW EQUIPMENT PLATFORM: 44,123 SF75,552 X 2/3 = 50,368 44,123 SF < 50,368 SFBUILDING ALLOWABLEAREA ANALYSISCONTACT:TIM HEINICHENSR. PROJECT MANAGERPREVOST CONSTRUCTION400 S. SIERRA AVE, SUITE 201SOLANA BEACH, CA 92075PHONE: (858) 720-8559DEFERRED APPROVALSDEFERRED APPROVAL ITEMS, INCLUDING BUT NOT LIMITED TO THOSE ITEMS LISTED BELOW, ARE SHOWN ONTHESE PLANS FOR REFERENCE ONLY. THESE ITEMS, MATERIALS & SYSTEMS ARE DESIGN-BUILD AND ARE NOTPART OF THE ARCHITECT'S OR ENGINEER'S SCOPE OF SERVICES. THE GENERAL CONTRACTOR IS RESPONSIBLETO PROCURE, OBTAIN & PROVIDE ALL REQUIRED DESIGN-BUILD SERVICES & INSTALLATION, & TO COORDINATETHOSE SERVICES WITH THE SUBCONTRACTORS OR VENDORS TO PROVIDE A COMPLETE & SEAMLESSINTEGRATION OF THE DEFERRED APPROVAL ITEMS WITHIN THE FINAL PROJECT.DEFERRED PACKAGES SHALL BE SUBMITTED TO THE DEVELOPMENT SERVICES DEPARTMENT BY THE INDIVIDUALSUBCONTRACTORS & CONSULTANTS UNDER THE COORDINATION OF THE GENERAL CONTRACTOR. DEFERREDSUBMITTAL PACKAGES, IN ADDITION TO THE SEAL OF THE RESPONSIBLE ENGINEER, SHALL BEAR THE SHOPDRAWING APPROVAL STAMPS OF THE PROJECT ARCHITECT, ENGINEER & THE GENERAL CONTRACTOR WITH NOEXCEPTIONS.1. FIRE SPRINKLER SYSTEM:COMPLETE PLANS AND SPECIFICATIONS FOR ALL FIRE EXTINGUISHING SYSTEMS, INCLUDING AUTOMATIC SPRINKLER AND STANDPIPE SYSTEMS AND OTHER SPECIAL FIRE EXTINGUISHING SYSTEMS AND RELATED APPURTENANCES SHALL BE SUBMITTED TO THE CITY OF SAN DIEGO FORREVIEW AND APPROVAL PRIOR TO INSTALLATION. CFC 901.2.2. FIRE ALARM SYSTEM:COMPLETE PLANS AND SPECIFICATIONS FOR THE FIRE ALARM SYSTEMS SHALL BE SUBMITTED TOTHE CITY OF SAN DIEGO FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. CFC 907.1.1."DETAILS SHOWN ON THIS SET OF DRAWINGS ARE FOR REFERENCE ONLY.""PLANS FOR THE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED IN A TIMELY MANNER THAT ALLOWS AMINIMUM OF 30 WORKING DAYS FOR INITIAL PLAN REVIEW. ALL COMMENTS RELATED TO THE DEFERREDSUBMITTAL MUST BE ADDRESSED TO THE SATISFACTION OF THE PLAN CHECK DIVISION PRIOR TO APPROVALOF THE SUBMITTAL ITEMS"."IT IS UNDERSTOOD THAT PLANS FOR THE PROJECT HAVE, AT THIS TIME, BEEN REVIEWED FOR COMPLIANCEWITH ALL APPLICABLE STATE AND CITY REGULATIONS, AND THAT THE PROJECT AS A WHOLE HAS BEENAPPROVED BY THE CITY, WITH THE EXCEPTION OF THE DEFERRED ITEMS LISTED"."IF IT SHOULD BE DETERMINED SUBSEQUENTLY BY THE CITY THAT CHANGES IN THE PROJECT'S DESIGN ARENECESSARY AFTER COMMENCEMENT OF CONSTRUCTION, I ASSUME FULL RESPONSIBILITY & ALL RISK OF LOSSWHICH MAY RESULT BY REASON OF SUCH CHANGES. I AGREE THAT THE PROJECT SHALL CONFORM TO THEAPPROVED FINAL PLANS AS AMENDED, WITHOUT REGARD TO THE STAGE OF COMPLETION"."I AM PROCEEDING AT MY OWN RISK WITHOUT ASSURANCE BY THE CITY, THAT A PERMIT FOR THE EXCEPTIONSPROPOSED WILL BE GRANTED"."I UNDERSTAND THAT I WILL NOT BE AUTHORIZED ANY INSPECTION OF THE DEFERRED ITEMS PROPOSED PRIORTO THE SUBMITTAL & APPROVAL OF PLANS AND/OR CALCULATIONS FOR THOSE DEFERRED ITEMS"."I, THE RESPONSIBLE ARCHITECT, AM ARE AWARE OF CONSTRUCTION PROCEEDING UNDER THE CONDITIONSABOVE & AGREE TO SUCH PROCEDURE."ARCHITECT ____________________________BBCBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AMESGILSLE5/6/21 T202GENERAL NOTES,BLDG. & FIRE DEPT.NOTES, & ABBREV.1) GENERAL BUILDING & FIRE DEPARTMENT NOTES1.1BUILDINGS UNDERGOING CONSTRUCTION, ALTERATION, OR DEMOLITION SHALL CONFORM TO CFCCHAPTER 33. WELDING, CUTTING, AND OTHER HOT WORK SHALL BE IN CONFORMANCE WITH CFC CHAPTER35.1.2BUILDINGS OR PORTIONS THEREOF SHALL BE PROVIDED WITH A MEANS OF EGRESS SYSTEM AS REQUIRED.CBC 1001.11.3NEW AND EXISTING BUILDINGS SHALL BE PROVIDED WITH APPROVED ADDRESS IDENTIFICATION. THEADDRESS IDENTIFICATION SHALL BE LEGIBLE AND PLACED IN A POSITION THAT IS VISIBLE FROM THE STREETOR OR ROAD FRONTING THE PROPERTY. ADDRESS IDENTIFICATION CHARACTERS SHALL CONTRAST WITHTHEIR BACKGROUND. ADDRESS NUMBERS SHALL BE ARABIC NUMBERS OR ALPHABETICAL LETTERS.NUMBERS SHALL NOT BE SPELLED OUT. EACH CHARACTER SHALL BE A MINIMUM OF 4 INCHES HIGH WITH AMINIMUM STROKE WIDTH OF 1/2 INCH. WHERE ACCESS IS BY MEANS OF A PRIVATE ROAD AND THEBUILDING ADDRESS CANNOT BE VIEWED FROM THE PUBLIC WAY, A MONUMENT, POLE OR OTHER APPROVEDSIGN OR MEANS SHALL BE USED TO IDENTIFY THE STRUCTURE. CBC 502.1, SDMC CHAPTER 9, CFC 505.11.4INTERIOR FINISHES INCLUDING (BUT NOT LIMITED TO) WALL AND CEILING FINISH AND FLAME-SPREAD RATING,SHALL COMPLY CBC CHAPTER 8.1.5OPENING PROTECTIVES IN FIRE-RESISTIVE ASSEMBLIES SHALL BE IN ACCORDANCE WITH CBC 7161.6A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION MUST BE COMPLETED & SUBMITTED TO THEFIELD INSPECTION DIVISION.1.7DUMPSTERS AND CONTAINERS WITH AN INDIVIDUAL CAPACITY OF 1.5 CUBIC YARDS OR MORE SHALL NOTBE STORED IN BUILDINGS OR PLACED WITHIN 5 FEET OF COMBUSTIBLE WALLS, OPENINGS ORCOMBUSTIBLE ROOF EAVE LINES. CBC 304.3.3EXCEPTIONS:DUMPSTERS OR CONTAINERS THAT ARE PLACED INSIDE BUILDINGS IN AREAS PROTECTED BY ANAPPROVED AUTOMATIC SPRINKLER SYSTEM THROUGHOUT IN ACCORDANCE WITH CBC 903.3.1.1,CBC 903.3.1.2 OR CBC 903.3.1.3STORAGE IN A STRUCTURE SHALL NOT BE PROHIBITED WHERE THE STRUCTURE IS OF TYPE 1 ORTYPE IIA CONSTRUCTION, LOCATED NOT LESS THAN 10 FEET FROM OTHER BUILDINGS, AND USEDEXCLUSIVELY FOR DUMPSTER OR CONTAINER STORAGE.DUMPSTERS OR CONTAINERS THAT ARE LOCATED ADJACENT TO BUILDINGS WHERE THE EXTERIORAREA IS PROTECTED BY AN APPROVED AUTOMATIC SPRINKLER SYSTEM.1.8 DUMPSTERS WITH A CAPACITY EXCEEDING 5.33 CUBIC FEET SHALL BE PROVIDED WITH LIDS. CONTAINERSAND LIDS SHALL BE CONSTRUCTED OF NONCOMBUSTIBLE MATERIALS OR OF COMBUSTIBLE MATERIALSWITH A PEAK RATE OF HEAT RELEASE NOT EXCEEDING 300 kW/m2 WHERE TESTED IN ACCORDANCE WITHASTM E1354 AT AN INCIDENT HEAT FLUX OF 50 kW/m2in THE HORIZONTAL ORIENTATION. CBC 304.3.21.9EXITS, EXIT SIGNS, FIRE ALARM PANELS, HOSE CABINETS, FIRE EXTINGUISHER LOCATIONS, AND STANDPIPECONNECTIONS SHALL NOT BE CONCEALED BY CURTAINS, MIRRORS, OR OTHER DECORATIVE MATERIAL.1.10OPEN FLAMES, FIRE AND BURNING ON ALL PREMISES IS PROHIBITED EXCEPT AS SPECIFICALLY PERMITTEDBY CFC 3081.11DUCTS AND AIR TRANSFER OPENINGS THAT REQUIRE FIRE AND/OR SMOKE DAMPER ASSEMBLIES SHALLCOMPLY WITH CBC 7172) DOORS & GLAZING2.1THE REQUIRED CAPACITY, IN INCHES, OF THE MEANS OF EGRESS FOR ANY ROOM, AREA, SPACE OR STORY,SHALL NOT BE LESS THAN DETERMINED IN ACCORDANCE WITH SECTIONS 1005.3.1 AND 1005.3.2.PERCBC 1005.3., THE TOTAL WIDTH OF MEANS EGRESS IN INCHES SHALL NOT BE LESS THAN THE TOTALOCCUPANT LOAD SERVED BY THE MEANS OF EGRESS MULTIPLIED BY 0.3 INCHES PER OCCUPANT FORSTAIRWAYS AND 0.2 INCHES PER OCCUPANT FOR OTHER EGRESS COMPONENTS. THE WIDTH SHALL NOT BELESS THE SPECIFIED ELSEWHERE IN THE CODE PER CBC1005.2.2.2IN GROUP 'B' AND 'M' OCCUPANCIES, THE MINIMUM CLEAR AISLE WIDTH SHALL BE DETERMINED BY SECTION1005.1 FOR THE OCCUPANT LOAD SERVED, BUT SHALL NOT BE LESS THAN THAT REQUIRED FORCORRIDORS BY SECTION 1020.2. CBC 1018.32.3THERE SHALL NOT BE PROJECTIONS INTO THE REQUIRED CLEAR OPENING WIDTH LOWER THAN 34 INCHESABOVE THE FLOOR OR GROUND. PROJECTIONS INTO THE CLEAR OPENING WIDTH BETWEEN 34 INCHES AND80 INCHES ABOVE THE FLOOR OR GROUND SHALL NOT EXCEED 4 INCHES.EXCEPTION:DOOR CLOSERS AND DOOR STOPS SHALL BE PERMITTED TO BE 78 INCHES MINIMUM ABOVE THEFLOOR. CBC 1010.1.1.12.4 THERE SHALL BE A FLOOR OR LANDING AT EACH SIDE OF A DOOR. SUCH FLOOR OR LANDING SHALL BE ATTHE SAME ELEVATION ON EACH SIDE OF THE DOOR. LANDINGS SHALL BE LEVEL EXCEPT FOR EXTERIORLANDINGS, WHICH ARE PERMITTED TO HAVE A SLOPE NOT TO EXCEED 0.25 UNIT VERTICAL IN 12 UNITSHORIZONTAL (2% SLOPE). CBC 1010.1.52.5LANDINGS SHALL HAVE A WIDTH NOT LESS THAN THE WIDTH OF THE STAIRWAY OR THE DOOR, WHICHEVERIS GREATER. DOORS IN THE FULLY OPEN POSITION SHALL NOT REDUCE A REQUIRED DIMENSION BY MORETHAN 7 INCHES. WHERE A LANDING SERVES AN OCCUPANT LOAD OF 50 OR MORE, DOORS IN ANYPOSITION SHALL NOT REDUCE THE LANDING TO LESS THAN ONE-HALF ITS REQUIRED WIDTH. LANDINGSSHALL HAVE A LENGTH MEASURED IN THE DIRECTION OF TRAVEL OF NOT LESS THAN 44 INCHES. CBC1010.1.62.6THRESHOLDS AT DOORWAYS SHALL NOT EXCEED 1/2 INCH IN HEIGHT ABOVE THE FINISHED FLOOR. RAISEDTHRESHOLDS AND FLOOR LEVEL CHANGES GREATER THAN 1/4 INCH AT DOORWAYS SHALL BE BEVELEDWITH A SLOPE NOT GREATER THAN ONE UNIT VERTICAL IN TWO UNITS HORIZONTAL (50-PERCENT SLOPE).CBC 1010.1.72.7DOOR HANDLES, PULLS, LATCHES, LOCKS AND OTHER OPERATING DEVICES ON DOORS REQUIRED TO BEACCESSIBLE BY CHAPTER 11A OR 11B, SHALL NOT REQUIRE TIGHT GRASPING, TIGHT PINCHING ORTWISTING OF THE WRIST TO OPERATE. CBC 1010.1.9.12.8DOOR HANDLES, PULLS, LATCHES, LOCKS AND OTHER OPERATING DEVICES SHALL BE INSTALLED 34 INCHESMINIMUM AND 48 INCHES MAXIMUM ABOVE THE FINISHED FLOOR. LOCKS USED ONLY FOR SECURITYPURPOSES AND NOT USED FOR NORMAL OPERATION ARE PERMITTED AT ANY HEIGHT. CBC 1010.1.9.2.WHERE SLIDING DOORS ARE IN THE FULLY OPEN POSITION, OPERATING HARDWARE SHALL BE EXPOSED ANDUSABLE FROM BOTH SIDES. 11B-404.2.72.9MANUALLY OPERATED FLUSH BOLTS OR SURFACE BOLTS ARE NOT PERMITTED. CBC 1010.1.9.52.10 THE UNLATCHING OF ANY DOOR OR LEAF SHALL NOT REQUIRE MORE THAN ONE OPERATION. CBC1010.1.9.62.11 FIRE DOOR AND FIRE SHUTTER ASSEMBLIES SHALL BE IN CONFORMANCE WITH CBC 716.2.2.12 FIRE DOOR ASSEMBLIES THAT SERVE AS SMOKE AND DRAFT CONTROL ASSEMBLIES SHALL BE TESTED INACCORDANCE WITH UL 1784. CBC 716.2.1.42.13FIRE DOOR ASSEMBLIES IN INTERIOR EXIT STAIRWAYS AND RAMPS AND EXIT PASSAGEWAYS SHALL COMPLYWITH CBC 716.2.2.32.14GLAZING IN FIRE DOOR ASSEMBLIES SHALL COMPLY WITH CBC 716.2.52.15 GLAZING IN FIRE WINDOW ASSEMBLIES SHALL COMPLY WITH CBC 716.33) FIRE3.1FIRE SERVICE FEATURES FOR BUILDINGS, STRUCTURES AND PREMISES SHALL COMPLY WITH CFC CHAPTER5 AND ANY LOCAL FIRE DEPARTMENT REQUIREMENTS.3.2FIRE-RESISTANCE-RATED CONSTRUCTION SHALL COMPLY WITH CFC CHAPTER 7 & CBC CHAPTER 7.3.3FIRE PROTECTION SYSTEMS SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE TO CFC CHAPTER 9.AUTOMATIC SPRINKLER SYSTEMS SHALL COMPLY WITH CFC 903.3.4PORTABLE FIRE EXTINGUISHERS SHALL COMPLY WITH CFC 906. THE SIZE AND DISTRIBUTION OF PORTABLEFIRE EXTINGUISHERS SHALL BE IN ACCORDANCE OF CFC 906.3.3.5FIRE ALARM AND DETECTION SYSTEMS SHALL COMPLY WITH CFC 907.3.6SMOKE CONTROL SYSTEMS SHALL COMPLY WITH CFC 909.3.7CONSTRUCTION DOCUMENTS APPROVED BY THE FIRE CODE OFFICIAL ARE APPROVED WITH THE INTENTTHAT SUCH CONSTRUCTION DOCUMENTS COMPLY IN ALL RESPECTS WITH THIS CODE. REVIEW ANDAPPROVAL BY THE FIRE CODE OFFICIAL SHALL NOT RELIEVE THE APPLICANT OF THE RESPONSIBILITY OFCOMPLIANCE WITH THIS CODE. CFC 105.4.4.3.8DECORATIVE MATERIALS SHALL BE MAINTAINED IN A FLAME-RETARDANT CONDITION. CFC 807.3.9THE MEANS OF EGRESS SERVING A ROOM OR SPACE SHALL BE ILLUMINATED (NOT LESS THAN 1FOOTCANDLE AT THE WALKING SURFACE) AT ALL TIMES THE ROOM OR SPACE IS OCCUPIED. CBC 1008.2,1008.2.13.10 STRUCTURES UNDER CONSTRUCTION, ALTERATION OR DEMOLITION SHALL BE PROVIDED WITH NOT LESSTHAN ONE APPROVED FIRE EXTINGUISHER PER CFC 906 AND SIZED FOR NOT LESS THAN ORDINARY HAZARDAS FOLLOWS. CBC 3315.1AT EACH STAIRWAY ON ALL FLOOR LEVELS WHERE COMBUSTIBLE MATERIALS HAVE ACCUMULATED.IN EVERY STORAGE AND CONSTRUCTION SHED.ADDITIONAL PORTABLE FIRE EXTINGUISHERS SHALL BE PROVIDED WHERE SPECIAL HAZARDS EXISTINCLUDING, BUT NOT LIMITED TO, THE STORAGE AND USE OF FLAMMABLE AND COMBUSTIBLELIQUIDS.4) PENETRATIONS4.1MATERIALS AND METHODS OF CONSTRUCTION USED TO PROTECT THROUGH PENETRATIONS ANDMEMBRANE PENETRATIONS OF HORIZONTAL ASSEMBLIES AND FIRE-RESISTANCE-RATED WALL ASSEMBLIESSHALL COMPLY WITH CBC 714.4.2PENETRATIONS OF FIRE-RESISTANCE WALLS BY DUCTS THAT ARE NOT PROTECTED WITH DAMPERS SHALLCOMPLY WITH CBC 714.3 THROUGH 714.4.3. PENETRATIONS OF HORIZONTAL ASSEMBLIES NOTPROTECTED WITH A SHAFT AS PERMITTED BY CBC 717.6, AND NOT REQUIRED TO BE PROTECTED WITH FIREDAMPERS, SHALL COMPLY WITH CBC 714.5 THROUGH 714.6.2. DUCTS AND AIR TRANSFER OPENINGSTHAT ARE PROTECTED WITH DAMPERS SHALL COMPLY WITH CBC 717.4.3PENETRATIONS INTO OR THROUGH INTERIOR EXIT STAIRWAYS AND RAMPS ARE PROHIBITED EXCEPT FOR THEFOLLOWING:EQUIPMENT AND DUCTWORK NECESSARY FOR INDEPENDENT VENTILATION OR PRESSURIZATION,FIRE PROTECTION SYSTEMS, SECURITY SYSTEMS, TWO WAY COMMUNICATION SYSTEMS,ELECTRICAL RACEWAY FOR FIRE DEPARTMENT COMMUNICATION SYSTEMS AND ELECTRICALRACEWAY SERVING THE INTERIOR EXIT STAIRWAY AND RAMP AND TERMINATING AT A STEEL BOXNOT EXCEEDING 16 SQUARE INCHES.SUCH PENETRATIONS SHALL BE PROTECTED IN ACCORDANCE WITH CBC 714. THERE SHALL BE NOPENETRATIONS OR COMMUNICATING OPENINGS, WHETHER PROTECTED OR NOT, BETWEENADJACENT INTERIOR EXIT STAIRWAYS AND RAMPS. CBC 1023.55) FIRE SPRINKLER / ALARM SYSTEMS5.1FIRE SPRINKLER SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH CBC 903.5.2VALVES CONTROLLING THE WATER SUPPLY FOR AUTOMATIC SPRINKLER SYSTEMS, PUMPS, TANKS, WATERLEVELS AND TEMPERATURES, CRITICAL AIR PRESSURES AND WATER-FLOW SWITCHES ON ALL SPRINKLERSYSTEMS SHALL BE ELECTRICALLY SUPERVISED BY A LISTED FIRE ALARM CONTROL UNIT. SEE CODE FOREXCEPTIONS. CBC 903.45.3FIRE ALARM SYSTEMS SHALL BE INSTALLED AND MONITORED IN ACCORDANCE WITH CBC 907.6.1THROUGH 907.6.6.2 AND NFPA 72. CBC 907.65.4ONE EXTERIOR APPROVED AUDIBLE DEVICE, LOCATED ON THE EXTERIOR OF THE BUILDING IN AN APPROVEDLOCATION, SHALL BE CONNECTED TO EACH AUTOMATIC SPRINKLER SYSTEM. WHERE A FIRE ALARM SYSTEMIS INSTALLED, ACTUATION OF THE AUTOMATIC SPRINKLER SYSTEM SHALL ACTUATE THE BUILDING FIREALARM SYSTEM. CBC 903.4.2.6) STAIRWAYS6.1 STAIRWAYS SHALL COMPLY WITH CBC 1011. IN ADDITION, BUILDINGS OR FACILITIES WHERE ACCESSIBILITYIS REQUIRED, STAIRWAYS SHALL ALSO COMPLY WITH CHAPTER 11A OR CHAPTER 11B, SECTIONS 11B-210AND 11B-504, AS APPLICABLE.6.2 THE REQUIRED CAPACITY OF STAIRWAYS SHALL BE DETERMINED AS SPECIFIED IN CBC 1005.1, BUT THEMINIMUM WIDTH SHALL BE NOT LESS THAN 44 INCHES. SEE CBC 1009.3 FOR ACCESSIBLE MEANS OFEGRESS STAIRWAYS. CBC 1011.2EXCEPTION:STAIRWAYS SERVING AN OCCUPANT LOAD OF LESS THAN 50 SHALL HAVE A WIDTH OF NOT LESSTHAN 36 INCHES.6.3STAIRWAYS SHALL HAVE A HEADROOM CLEARANCE OF NOT LESS THAN 80 INCHES MEASURED VERTICALLYFROM A LINE CONNECTING THE EDGE OF THE NOSINGS. THE MINIMUM CLEARANCE SHALL BE MAINTAINEDTHE FULL WIDTH OF THE STAIRWAY AND LANDING. CBC 1001.36.4STAIR TREADS AND RISERS SHALL COMPLY WITH SECTION 1011.5.1 THROUGH 1011.5.5.3.6.5 STAIR RISER HEIGHTS SHALL BE 7 INCHES MAXIMUM AND 4 INCHES MINIMUM. THE RISER HEIGHT SHALL BEMEASURED VERTICALLY BETWEEN THE NOSINGS OF ADJACENT TREADS. RECTANGULAR TREAD DEPTHSSHALL BE 11 INCHES MINIMUM MEASURED HORIZONTALLY BETWEEN THE VERTICAL PLANES OF THEFOREMOST PROJECTION OF ADJACENT TREADS AND AT A RIGHT ANGLE TO THE TREAD'S NOSING. CBC1011.5.26.6STAIR TREADS AND RISERS SHALL BE OF UNIFORM SIZE AND SHAPE. THE TOLERANCE BETWEEN THELARGEST AND SMALLEST RISER HEIGHT OR BETWEEN THE LARGEST AND SMALLEST TREAD DEPTH SHALL NOTEXCEED 3/8 INCH IN ANY FLIGHT OF STAIRS. CBC 1011.5.46.7NOSINGS SHALL HAVE A CURVATURE OR BEVEL OF NOT LESS THAN 1/16 INCH BUT NOT MORE THAN 9/16"FROM THE FOREMOST PROJECTION OF THE TREAD. RISERS SHALL BE SOLID AND VERTICAL OR SLOPEDUNDER THE TREAD ABOVE FROM THE UNDERSIDE OF THE NOSING ABOVE AT AN ANGLE NOT MORE THAN 30DEGREES FROM VERTICAL. CBC 1011.5.56.8THE LEADING EDGE (NOSINGS) OF TREADS SHALL PROJECT NOT MORE THAN 1-1/4 INCHES BEYOND THETREAD BELOW. CBC 1011.5.5.16.9 NOSING PROJECTIONS OF THE LEADING EDGES SHALL BE OF UNIFORM SIZE, INCLUDING THE PROJECTIONSOF THE NOSING'S LEADING EDGE OF THE FLOOR AT THE TOP OF THE FIGHT. CBC 1011.5.5.26.10 THERE SHALL BE A FLOOR OR LANDING AT THE TOP AND BOTTOM OF EACH STAIRWAY. THE WIDTH OFLANDINGS, MEASURED PERPENDICULARLY TO THE DIRECTION OF TRAVEL, SHALL BE NOT LESS THAN THEWIDTH OF STAIRWAYS SERVED. EVERY LANDING SHALL HAVE A MINIMUM DEPTH, MEASURED PARALLEL TOTHE DIRECTION OF TRAVEL, EQUAL TO THE WIDTH OF THE STAIRWAY OR 48 INCHES, WHICHEVER IS LESS.DOORS OPENING ONTO A LANDING SHALL NOT REDUCE THE LANDINGS TO LESS THAN ONE-HALF THEREQUIRED WIDTH. WHEN FULLY OPEN, THE DOOR SHALL NOT PROJECT MORE THAN 7 INCHES INTO ALANDING. WHERE WHEELCHAIR SPACES ARE REQUIRED ON THE STAIRWAY LANDING IN ACCORDANCE WITHCBC 1009.6.3, THE WHEELCHAIR SPACE SHALL NOT BE LOCATED IN THE REQUIRED WIDTH OF THE LANDINGAND DOORS SHALL NOT SWING OVER THE WHEELCHAIR SPACES. CBC 1011.66.11AT INTERIOR STAIRWAYS, THE WALLS AND SOFFITS WITHIN ENCLOSED USABLE SPACES UNDER ENCLOSEDAND UNENCLOSED STAIRWAYS SHALL BE PROTECTED BY 1-HOUR FIRE RESISTANCE RATED CONSTRUCTIONOR THE FIRE RESISTANCE RATING OF THE STAIRWAY ENCLOSURE, WHICHEVER IS GREATER. ACCESS TO THEENCLOSED SPACE SHALL NOT BE DIRECTLY FROM WITHIN THE STAIRWAY ENCLOSURE. CBC 1011.7.36.12A FLIGHT OF STAIRS SHALL NOT HAVE A VERTICAL RISE GREATER THAN 12 FEET BETWEEN FLOOR LEVELSOR LANDINGS. CBC 1011.86.13FLIGHTS OF STAIRWAYS SHALL HAVE HANDRAILS ON EACH SIDE AND SHALL COMPLY WITH SECTION 1014.WHERE GLASS IS USED TO PROVIDE THE HANDRAIL, THE HANDRAIL SHALL COMPLY WITH SECTION 2407,CHAPTER 11B, SECTIONS 11B-504.6 AND 11B-505. CBC 1011.116.14 INTERIOR STAIRS SHALL HAVE THE UPPER APPROACH AND LOWER TREAD MARKED BY A STRIPE PROVIDINGCLEAR VISUAL CONTRAST. EXTERIOR STAIRS SHALL HAVE THE UPPER APPROACH AND ALL TREADS MARKEDBY A STRIPE PROVIDING CLEAR VISUAL CONTRAST. THE STRIPE SHALL BE A MINIMUM OF 2 INCHES WIDE TOA MAXIMUM OF 4 INCHES WIDE PLACED PARALLEL TO, AND NOT MORE THAN 1 INCH FROM, THE NOSE OFTHE STEP OR UPPER APPROACH. THE STRIPE SHALL EXTEND THE FULL WIDTH OF THE STEP OR UPPERAPPROACH AND SHALL BE OF MATERIAL THAT IS AT LEAST AS SLIP RESISTANT AS THE OTHER TREADS OFTHE STAIR. A PAINTED STRIPE SHALL BE ACCEPTABLE. GROOVES SHALL NOT BE USED TO SATISFY THISREQUIREMENT. CBC 11B-504.4.17) HANDRAILS CBC 1014 & 11B-5057.1 HANDRAILS SERVING FLIGHTS OF STAIRWAYS, RAMPS, STEPPED AISLES AND RAMPED AISLES SHALL BEADEQUATE IN STRENGTH AND ATTACHMENT IN ACCORDANCE WITH SECTI0N 1607.8. HANDRAILS REQUIREDFOR FLIGHTS OF STAIRS BY SECTION 1011.11 SHALL COMPLY WITH SECTIONS 1014.2 THROUGH 1014.9.HANDRAILS REQUIRED FOR RAMPS BY SECTION 1012.8 SHALL COMPLY WITH SECTIONS 1014.2 THROUGH1014.8. HANDRAILS FOR STEPPED AISLES AND RAMPED AISLES REQUIRED BY SECTION 1029.16 SHALLCOMPLY WITH SECTIONS 1014.2 THROUGH 1014.8. CBC 1014.17.2HANDRAIL HEIGHT, MEASURED ABOVE STAIR TREAD NOSINGS, OR FINISH SURFACE OF RAMP SLOPE, SHALLBE UNIFORM, NOT LESS THAN 34 INCHES AND NOT MORE THAN 38 INCHES. HANDRAIL HEIGHT OFALTERNATING TREAD DEVICES AND SHIP'S LADDERS, MEASURED ABOVE TREAD NOSINGS, SHALL BEUNIFORM, NOT LESS THAN 30 INCHES AND NOT MORE THAN 34 INCHES. CBC 1014.27.3REQUIRED HANDRAILS SHALL COMPLY WITH SECTION 1014.3.1 OR SHALL PROVIDE EQUIVALENTGRASPABILITY. CBC 1014.37.4 HANDRAIL GRIPPING SURFACES SHALL BE CONTINUOUS, WITHOUT INTERRUPTION BY NEWEL POSTS OROTHER OBSTRUCTIONS PER CBC 1014.4, AND SHALL NOT ROTATE WITHIN THEIR FITTINGS PER CBC1014.5.7.5HANDRAILS SHALL RETURN TO A WALL, GUARD OR THE WALKING SURFACE OR SHALL BE CONTINUOUS TOTHE HANDRAIL OF AN ADJACENT FLIGHT OF STAIRS OR RAMP RUN. WHERE HANDRAILS ARE NOTCONTINUOUS BETWEEN FLIGHTS, THE HANDRAILS SHALL EXTEND HORIZONTALLY NOT LESS THAN 12 INCHESBEYOND THE TOP RISER AND CONTINUE TO SLOPE FOR THE DEPTH OF ONE TREAD BEYOND THE BOTTOMRISER. AT RAMPS WHERE HANDRAILS ARE NOT CONTINUOUS BETWEEN RUNS, TEH HANDRAILS SHALLEXTEND HORIZONTALLYL ABOVE THE LANDING 12 INCHES MINIMUM BEYOND THE TOP AND BOTTOM OFRAMP RUNS. THE EXTENSIONS OF HANDRAILS SHALL BE IN THE SAME DIRECTION OF THE FLIGHTS OFSTAIRS AT STAIRWAYS AND THE RAMP RUNS AT RAMPS. CBC 1014.67.6CLEAR SPACE BETWEEN A HANDRAIL AND A WALL OR OTHER SURFACE SHALL BE NOT LESS THAN 1-1/2INCHES. A HANDRAIL AND A WALL OR OTHER SURFACE ADJACENT TO THE HANDRAIL SHALL BE FREE OF ANYSHARP OR ABRASIVE ELEMENTS. CBC 1014.77.7 PROJECTIONS INTO THE REQUIRED WIDTH OF AISLES, STAIRWAYS AND RAMPS AT EACH SIDE SHALL NOTEXCEED 4-1/2 INCHES AT OR BELOW THE HANDRAIL HEIGHT. PROJECTIONS INTO THE REQUIRED WIDTHSHALL NOT BE LIMITED ABOVE THE MINIMUM HEADROOM HEIGHT REQUIRED IN SECTION 1011.3. CBC1014.87.8STAIRWAYS SHALL HAVE INTERMEDIATE HANDRAILS LOCATED IN SUCH A MANNER THAT ALL PORTIONS OFTHE STAIRWAY MINIMUM WIDTH REQUIRED CAPACITY ARE WITHIN 30 INCHES OF A HANDRAIL. ONMONUMENTAL STAIRS, HANDRAILS SHALL BE LOCATED ALONG THE MOST DIRECT PATH OF EGRESS TRAVEL.CBC 1014.98) ELEVATORS8.1THE DESIGN, CONSTRUCTION, INSTALLATION , ALTERATION, AND REPAIR OF ELEVATORS AND CONVEYINGSYSTEMS AND THEIR COMPONENTS SHALL COMPLY WITH CBC CHAPTER 30. PASSENGER ELEVATORSREQUIRED TO BE ACCESSIBLE SHALL ALSO COMPLY WITH CBC 11B-407. PLATFORM LIFTS SHALL ALSOCOMPLY WITH CBC 11B-410.8.2ELEVATOR, DUMBWAITER AND OTHER HOISTWAY ENCLOSURES SHALL BE SHAFT ENCLOSURES COMPLYINGWITH CBC 713.8.3EXISTING ELEVATORS WITH A TRAVEL DISTANCE OF 25 FEET OR MORE ABOVE OR BELOW THE MAIN FLOOROR OTHER LEVEL OF A BUILDING AND INTENDED TO SERVE THE NEEDS OF EMERGENCY PERSONNEL FORFIRE-FIGHTING OR RESCUE PURPOSES SHALL BE PROVIDED WITH EMERGENCY OPERATION IN ACCORDANCEWITH ASME A17.3. CFC 1103.3.2.8.4NEW ELEVATORS SHALL BE PROVIDED WITH PHASE I EMERGENCY RECALL OPERATION AND PHASE IIEMERGENCY IN-CAR OPERATION IN ACCORDANCE WITH CALIFORNIA CODE OF REGULATIONS, TITLE 8,DIVISION 1, CHAPTER 4, SUBCHAPTER 6. ELEVATOR SAFETY ORDERS. CFC 606.19) GENERAL PROJECT NOTES9.1ALL WORK SHALL CONFORM TO CBC 2019 EDITION AND ALL AMENDMENTS THERETO BY THE LOCALAUTHORITIES.9.2 ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE, CCR, TITLE 24,PARTS 2 THROUGH 7 AND TITLE 19.9.3 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTINGWORK AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES BEFORE PROCEEDING WITH ANY WORK.9.4ALL PLANS USE A GRID SYSTEM FOR LOCATION OF CIVIL, ARCHITECTURAL, STRUCTURAL, MECHANICAL,PLUMBING, AND ELECTRICAL WORK. SEE CIVIL DRAWINGS (WHEN INCLUDED) FOR HORIZONTAL ANDVERTICAL CONTROL INFORMATION.9.5THE CONTRACTOR, SUBCONTRACTORS AND MATERIAL SUPPLIERS SHALL REFER TO THE DRAWINGS,SCHEDULES AND SPECIFICATIONS AS A WHOLE WHEN DETERMINING THE CONSTRUCTION REQUIREMENTSFOR THIS PROJECT. VERIFY WITH ARCHITECT WHETHER THESE NOTES OR SPECIFIC NOTES ON DRAWINGSSHALL TAKE PRECEDENCE IN CASE OF CONFLICT. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALLGOVERN. DO NOT SCALE DRAWINGS, UNLESS DIRECTED BY ARCHITECT.9.6VERIFY EXACT LOCATIONS AND SIZES OF HOLES IN FLOOR, WALLS, AND ROOF FOR PLUMBING, HVAC, ANDELECTRICAL WITH RESPECTIVE CONTRACTORS AND SUB- CONTRACTORS.9.7WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH DETAILSSHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON DRAWINGS. VERIFY WITH ARCHITECT.9.8THE UNDERGROUND SERVICES AND UTILITIES SHOWN ON THE DRAWINGS REFLECT BEST AVAILABLEINFORMATION, HOWEVER, EXACT LOCATIONS FOR EACH SHALL BE VERIFIED IN FIELD BY CONTRACTOR.BEFORE EXCAVATING, THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO LOCATE ANDPROTECT ANY UNDERGROUND OR CONCEALED CONDUIT, PLUMBING, OR OTHER UTILITIES WHERE NEWWORK IS BEING PERFORMED. IN ADDITION, THE CONTRACTOR SHALL VERIFY THE ACTUAL STATIC WATERPRESSURE AT THE PROPERTY LINE AND REPORT THE FINDINGS IN WRITING TO THE ARCHITECT ANDMECHANICAL ENGINEER PRIOR TO THE START OF CONSTRUCTION.9.9GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SCHEDULING AND COORDINATION. ALL DRAWINGSHAVE BEEN DRAWN TO SCALE AS INDICATED UNLESS OTHERWISE SHOWN, HOWEVER, MECHANICAL, FIREPROTECTION AND ELECTRICAL SYSTEMS MAY BE OF SCHEMATIC LAYOUT. CONTRACTOR SHALL BERESPONSIBLE FOR SCHEDULING AND COORDINATION OF ALL ROUGH-IN AND FINISH INSTALLATIONS OF ANDVERIFICATION OF NON-INTERFERENCE BETWEEN ALL SYSTEMS.9.10 THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, CONSTRUCTION AND MAINTENANCE OF ALLSAFETY DEVICES INCLUDING SHORING AND BRACING, AND THE CONTRACTOR SHALL BE SOLELYRESPONSIBLE FOR COMPLYING WITH CURRENT FEDERAL, STATE, AND LOCAL SAFETY AND HEALTHSTANDARDS, LAWS, ORDINANCES AND REGULATIONS.9.11 WHEN A DETAIL IS IDENTIFIED AS TYPICAL, THE CONTRACTOR IS TO APPLY THIS DETAIL IN ESTIMATING ANDCONSTRUCTION, REGARDLESS OF IT'S REFERENCE IN EVERY INSTANCE.9.12THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT/ ENGINEER OF ANY SITE CONDITIONS NOTREFLECTED ON THE WORKING DRAWINGS OR DIFFERENT FROM THE MAXIMUM OR MINIMUM DIMENSIONSINDICATED, INCLUDING CONFLICT IN GRADES, ADVERSE SOIL CONDITIONS, GROUND WATER PRESENT,DEEPENED FOOTINGS, UNCOVERED AND UNEXPECTED UTILITY LINES, ETC.9.13IN GENERAL, FLOOR DRAINS SHOWN ON DRAWINGS SHALL BE SET FLUSH TO ADJACENT FINISHSTRUCTURAL SLAB, UNLESS OTHERWISE NOTED ON DRAWINGS.9.14THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING ALL AREAS ON THE PROJECT WHICH REQUIRETOLERANCES BETWEEN ROUGH OPENINGS AND/ OR FINISH MATERIALS AND PROVIDE FOR THE PROPERTOLERANCES TO COMPLETE THE CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THECONTRACT DOCUMENTS.9.15ALL DRAWINGS, SCHEDULES AND SPECIFICATIONS IN THE BID PACKAGE ARE TO BE CONSIDERED EQUALPARTS OF THIS CONTRACT PACKAGE. THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLEFOR THE REVIEW AND COORDINATION OF ALL DRAWINGS, SCHEDULES AND SPECIFICATIONS, INCLUDINGARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL. ALL DISCREPANCIES, OMISSIONSOR ERRORS THAT OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT IN WRITING PRIOR TOTHE SUBMISSION OF BIDS SO THAT A CLARIFICATION MAY BE ISSUED.9.16 ANY WORK PERFORMED IN CONFLICT WITH ANY PART OF THE CONTRACT DOCUMENTS OR ANY CODEREQUIREMENT SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE AND AT NO EXPENSE TOTHE OWNER OR ARCHITECT.9.17THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR COORDINATION OF THEIR WORKWITH THE WORK OF OTHER TRADES. SUBCONTRACTORS SHALL VERIFY THAT ANY WORK RELATED TO THEM,WHICH, MUST BE PROVIDED BY OTHERS, HAS BEEN COMPLETED AND IS ADEQUATE PRIOR TOCOMMENCING THEIR WORK.9.18 BRACING AND TEMPORARY SUPPORT IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BEPROVIDED AS REQUIRED TO HOLD THE WORK SECURELY IN PLACE AND TO SUSTAIN ALL LOADS THAT MAYDURING ERECTION AND UNTIL SUBSEQUENT CONSTRUCTION IS ADEQUATE TO REPLACE TEMPORARYBRACING.9.19ICC REPORT NUMBERS WHERE SHOWN ON DRAWINGS AND IN THE SPECIFICATIONS ARE SHOWN ONLY TOINDICATE THE APPROVED REQUIREMENTS BY THE LOCAL BUILDING DEPARTMENT. OTHER PRODUCTS WITHAPPROVED ICC REPORT NUMBER MAY BE USED, IF SUBMITTED TO THE ARCHITECT AND THE BUILDINGDEPARTMENT PRIOR TO INSTALLATION.10) CALGREEN NON RESIDENTIAL MANDATORY MEASURES10.1THESE REQUIREMENTS APPLY TO NEWLY CONSTRUCTED BUILDINGS, BUILDING ADDITIONS OF 1,000 SF ORGREATER, AND / OR BUILDING ALTERATIONS WITH A PERMIT VALUATION OF $200,000 OR ABOVE (FOROCCUPANCIES WITHIN THE AUTHORITY OF CALIFORNIA BUILDING STANDARDS COMMISSION). CODESECTIONS RELEVANT TO ADDITIONS AND ALTERNATIONS SHALL ONLY APPLY TO THE PORTIONS OF THEBUILDING BEING ADDED OR ALTERED WITHIN THE SCOPE OF THE PERMITTED WORK. CGBC 301.310.2A LETTER FROM THE CONTRACTOR AND OR THE BUILDING OWNER CERTIFYING WHAT MATERIALS HAVE BEENUSED (PAINTS, PAINT PRIMERS, ADHESIVES, ADHESIVE PRIMERS, CAULKS, ETC.) AND ITS COMPLIANCE WITHTHE CODE MUST BE SUBMITTED TO THE BUILDING INSPECTOR.10.3ADHESIVES, SEALANTS AND CAULKS USED ON THE PROJECT SHALL MEET THE REQUIREMENTS OF THEFOLLOWING STANDARDS. CGBC 5.504.4.1ADHESIVES, ADHESIVE BONDING PRIMERS, ADHESIVE PRIMERS, SEALANTS, SEALANT PRIMERS,AND CAULKS SHALL COMPLY WITH LOCAL OR REGIONAL AIR POLLUTION CONTROL OR AIR QUALITYMANAGEMENT DISTRICT RULES WHERE APPLICABLE, OR SCAQMD RULE 1168 VOC LIMITS, ASSHOWN IN TABLES 5.504.4.1 AND 5.504.4.2.AEROSOL ADHESIVES, AND SMALLER UNIT SIZES OF ADHESIVES, AND SEALANT OR CAULKINGCOMPOUNDS (IN UNITS OF PRODUCT, LESS PACKAGING, WHICH DO NOT WEIGH MORE THAN ONEPOUND AND DO NOT CONSIST OF MORE THAN 16 FLUID OUNCES) SHALL COMPLY WITH STATEWIDEVOC STANDARDS AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAINTOXIC COMPOUNDS, OF CALIFORNIA CODE OF REGULATIONS, TITLE 17, COMMENCING WITHSECTION 94507.10.4ARCHITECTURAL PAINTS AND COATINGS SHALL COMPLY WITH VOC LIMITS IN TABLE 5.504.4.3 UNLESSMORE STRINGENT LOCAL LIMITS APPLY. CGBC 5.504.4.310.5AEROSOL PAINTS AND COATINGS SHALL MEET THE PWMIR LIMITS FOR ROC IN SECTION 94522(a)(3) ANDOTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS AND OZONEDEPLETING SUBSTANCES, IN SECTIONS 94522(c)(2) AND (d)(2) of CALIFORNIA CODE OF REGULATIONS,TITLE 17, COMMENCING WITH SECTION 94520. CGBC 5.504.4.3.110.6ALL CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET AT LEAST ONE OF THE FOLLOWING TESTINGAND PRODUCT REQUIREMENTS: CGBC 5.504.4.4CARPET AND RUG INSTITUTES' GREEN LABEL PLUS PROGRAM.COMPLIANT WITH THE VOC-EMISSION LIMITS AND TESTING REQUIREMENTS SPECIFIED IN THECALIFORNIA DEPARTMENT OF PUBLIC HEALTH STAND METHOD FOR TESTING AND EVALUATION OFVOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTALCHAMBERS, VERSION 1.1, FEBRUARY 2010 (ALSO KNOW AS CDPH STANDARD METHOD V1.1 ORSPECIFICATION 01350).NSF / ANSI 140 AT THE GOLD LEVEL OR HIGHER.SCIENTIFIC CERTIFICATION SYSTEMS SUSTAINABLE CHOICE.COMPLIANCE WITH THE CALIFORNIA COLLABORATIVE FOR HIGH PERFORMANCE SCHOOLS(CA-CHPS) CRITERIA INTERPRETATION FOR EQ 2.2 DATED JULY 2012 AND LISTED IN THE CHPS HIGHPERFORMANCE PRODUCT DATABASE.10.7ALL CARPET CUSHION INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF THECARPET AND RUG INSTITUTE GREEN LABEL PROGRAM. CGBC 5.504.4.4.110.8ALL CARPET ADHESIVE SHALL MEET THE REQUIREMENTS OF TABLE 5.504.4.1. CGBC 5.504.4.4.210.9RESILIENT FLOORING SYSTEMS. FOR 80% OF FLOOR AREA RECEIVING RESILIENT FLOORING, INSTALLEDRESILIENT FLOORING SHALL MEET AT LEAST ONE OF THE FOLLOWING: CGBC 5.504.4.6CERTIFIED UNDER THE RESILIENT FLOOR COVERING INSTITUTE (RFCI) FLOORSCORE PROGRAM.COMPLIANT WITH THE VOC-EMISSION LIMITS AND TESTING REQUIREMENTS SPECIFIED IN THECALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S 2010 STANDARD METHOD FOR TESTING ANDEVALUATION CHAMBERS, VERSION 1.1, FEBRUARY 2010.COMPLIANTE WITH THE COLLABORATIVE FOR HIGH PERFORMANCE SCHOOLS CALIFORNIA (2014CA-CHPS) CRITERIA AND LISTED IN THE CHPS HIGH PERFORMANCE PRODUCT DATABASE.PRODUCTS CERTIFIED UNDER UL GREENGUARD GOLD (FORMERLY THE GREENGUARD CHILDREN'S &SCHOOLS PROGRAM).10.10AT THE TIME OF ROUGH INSTALLATION AND DURING STORAGE ON THE CONSTRUCTION SITE UNTIL FINALSTARTUP OF THE HEATING, COOLING AND VENTILATING EQUIPMENT, ALL DUCT AND OTHER RELATED AIRDISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, SHEET METAL OR OTHERMETHODS ACCEPTABLE TO THE ENFORCING AGENCY TO REDUCE THE AMOUNT OF DUST, WATER ANDDEBRIS WHICH MAY ENTER THE SYSTEM. CGBC 5.504.310.11IN MECHANICALLY VENTILATED BUILDINGS, PROVIDE REGULARLY OCCUPIED AREAS OF THE BUILDING WITHAIR FILTRATION MEDIA FOR OUTSIDE AND RETURN AIR THAT PROVIDES AT LEAST A MINIMUM EFFICIENCYREPORTING VALUE (MERV) OF 13. MERV 13 FILTERS SHALL BE INSTALLED PRIOR TO OCCUPANCY, ANDRECOMMENDATIONS FOR MAINTENANCE WITH FILTERS OF THE SAME VALUE SHALL BE INCLUDED IN TEHOPERATION AND MAINTENANCE MANUAL. CGBC 5.504.5.3EXCEPTION: EXISTING MECHANICAL EQUIPMENT10.12 MOISTURE CONTROL MEASURES SHALL COMPLY WITH CGBC 5.407.210.13INDOOR AIR QUALITY SHALL COMPLY WITH CGBC 5.506.10.14WALL AND ROOF-CEILING ASSEMBLIES EXPOSED TO THE NOISE SOURCE MAKING UP THE BUILDING ORADDITION ENVELOPE SHALL MEET A COMPOSITE STC RATING OF AT LEAST 50, WITH EXTERIOR WINDOWS OFA MINIMUM STC OF 40 IN THE FOLLOWING LOCATIONS: CGBC 5.507.4.1WITHIN THE 65 CNEL NOISE CONTOUR OF AN AIRPORT.WITHIN THE 65 CNEL OR Ldn NOISE CONTOUR OF A FREEWAY OR EXPRESSWAY, RAILROAD,INDUSTRIAL SOURCE OR FIXED-GUIDEWAY SOURCE AS DETERMINED BY THE NOISE ELEMENT OF THEGENERAL PLAN.10.15WALL AND FLOOR-CEILING ASSEMBLIES SEPARATING TENANT SPACES AND TENANT SPACES AND PUBLICPLACES SHALL HAVE AN STC OF AT LEAST 40. CGBC 5.507.4.310.16INSTALLED HVAC, REFRIGERATION AND FIRE SUPPRESSION EQUIPMENT MAY NOT CONTAINCHLOROFLUOROCARBONS (CFC'S) OR HALONS. CGBC 5.508.110.17WHERE OUTDOOR AREAS ARE PROVIDED FOR SMOKING, PROHIBIT WITHIN 25 FEET OF BUILDING ENTRIES,OUTDOOR AIR INTAKES AND OPERABLE WINDOWS AND WITHIN THE BUILDING. CGBC 5.504.7ARCHITECTURAL ABBREVIATIONSDRAWING NUMBER SYSTEMDRAWINGS ARE DIVIDED INTO DISCIPLINES AND EACH DISCIPLINE'S DRAWINGS ARE DIVIDED INTO SIMILARGROUPS THAT CORRESPOND TO ARCHITECTURAL SUBSCRIBERS.ARCHITECTURAL SYMBOL LEGENDABV ABOVEAC ASPHALTIC CONCRETEAP ACCESS PANELAC ACOUSTICALADD ADDENDUMADH ADHESIVEADJ ADJACENT/ADJUSTABLEAFF ABOVE FINISH FLOORAGG AGGREGATEA/C AIR CONDITIONINGALT ALTERNATEAL ALUMINUMAB ANCHOR BOLTANOD ANODIZEDARCH ARCHITECT(URAL)AUTO AUTOMATICAV AUDIO VISUALBSMT BASEMENTBM BENCHMARKBEL BELOWBET BETWEENBIT BITUMINOUSBLK BLOCKBLKG BLOCKINGBD BOARDBOT BOTTOMBRZ BRONZEBLDG BUILDINGCAB CABINETCR CARD READERCPT CARPET(ED)CI CAST IRONCIPC CAST-IN-PLACE CONCRETECB CATCH BASINCLG CEILINGCEM CEMENTCL CENTER LINECER CERAMICCT CERAMIC TILECLR CLEAR(ANCE)COL COLUMNCOMB COMBINATIONCOMP COMPOSITECONC CONCRETECONF CONFERENCECMP CORRUGATED METAL PIPECMU CONCRETE MASONRY UNITC.O. CONDUIT ONLYCONST CONSTRUCTIONCONT CONTINUOUS/ CONTINUECONTR CONTRACT(OR)CFOI CONTRACTOR FURNISHED OWNER INSTALLEDCFCI CONTRACTOR FURNISHED CONTRACTOR INSTALLEDCORR CORRIDORCTR COUNTERCSK COUNTERSINKDA CLEAN DRY AIRDP DISABLED PERSONDEM DEMOLISH/ DEMOLITIONDEP DEPRESSEDDES DESIGNDIAG DIAGONALDIAM DIAMETER (Ø)DIM DIMENSIONDISP DISPENSERDR DOORDN DOWNDS DOWNSPOUTDWR DRAWERDWG DRAWINGDF DRINKING FOUNTAINEA EACHE EAST(E)/ EXIST EXISTINGELEC ELECTRIC(AL)EWC ELECTRIC WATER COOLEREL ELEVATIONELEV ELEVATORENCL ENCLOSE (URE)EPDM ETYHYLENE PROPYLENE DIENE MONOMEREQ EQUALEQUIP EQUIPMENTEST ESTIMATEEXH EXHAUSTEJ EXPANSION JOINTEXP EXPOSEDEXT EXTERIOR/ EXTRUDE(D)FOC FACE OF CONCRETEFOM FACE OF MASONRYFOS FACE OF STUDSFAS FASTEN/ FASTENERFRP FIBER REINFORCED PANELFV FIELD VERIFYFIN FINISH (ED)FFE FINISHED FLOOR ELEVATIONFA FIRE ALARMFE FIRE EXTINGUISHERFEC FIRE EXTINGUISHERCABINETFG FINISH GRADEFHC FIRE HOSE CABINETFP FIREPROOFFLASH FLASHINGFHMS FLATHEAD MACHINE SCREWFHWS FLATHEAD WOOD SCREWFLEX FLEXIBLEFL FLOW LINEFLR FLOOR (ING)FD FLOOR DRAINFT FOOTFTG FOOTINGFND FOUNDATIONFUR FURRED (ING)FUT FUTUREFV FIELD VERIFYGA GAUGEGV GALVANIZEDGI GALVANIZED IRONGL GLASS, GLAZINGGB GRAB BARGD GRADE/ GRADINGGPDW GYPSUM DRYWALLGPL GYPSUM LATHHBD HARDBOARDHDW HARDWAREHWD HARDWOODHDR HEADERHVAC HEATING/VENTILATING/AIR CONDITIONINGHD HEAVY DUTYHT HEIGHTHEX HEXAGONALHHIGHHC HOLLOW COREHM HOLLOW METALHOR HORIZONTALHB HOSE BIBBHWH HOT WATER HEATERHR HOURINCL INCLUDE(D), (ION)INTEG INTEGRATEDIDINSIDE DIAMETERINSTR INSTRUCTIONSINS INSULATE(D), (ION)INT INTERIORJAN JANITORJTJOINTKJ KEYED COLD JOINTKIT KITCHENKO KNOCKOUTLAB LABORATORYLAD LADDERLAM LAMINATE(D)LAV LAVATORYLH LEFT HANDLLENGTHLTLIGHTLWD LIGHTWEIGHT CONCRETELLLIVE LOADLVR LOUVERMG MACHINE BOLTMH MANHOLEMFR/MANUF MANUFACTURE(R)MAG MAGNETICMS MASONRYMO MASONRY OPENINGMAX MAXIMUMMECH MECHANICALMED MEDIUMMDO MEDIUM DENSITY OVERLAYMET METALMIN MINIMUMMISC MISCELLANEOUSMT MOUNT (ED, (IN G)MOD MODIFIEDMOV MOVABLEMULL MULLIONNOM NOMINALNNORTHNIC NOT IN CONTRACTNTS NOT TO SCALE OBS OBSCUREOC ON CENTER(S)OPNG OPENINGOPH OPPOSITE HANDOD OUTSIDE DIAMETEROHMS OVALHEAD MACHINESCREWOHWS OVALHEAD WOOD SCREWOH OVERHEADOSB ORIENTED STRAND BOARDO/OVEROFOI OWNER FURNISHEDOWNER INSTALLEDOFCI OWNER FURNISHEDCONTRACTOR INSTALLEDPNL PANELPH PANIC HARDWAREPAR PARALLELPERF PERFORATE(D)PLAM PLASTIC LAMINATEPLPLATE/ PROPERTY LINEPLY PLYWOODPT POINT/PAINTPVS POLYVINYL CHLORIDEPSF POUNDS PER SQUAREFOOTPSI POUNDS PER SQUARE INCHPCC PRECAST CONCRETE RAD RADIUSREF REFERENCERCP REINFORCED CONCRETEPIPEREQ REQUIREDRET RETURNREV REVISION(S), REVISEDRH RIGHT HANDRRISERRD ROOF DRAINRF ROOFRM ROOMRO ROUGH OPENINGSCHD SCHEDULESECT SECTIONSS STAINLESS STEELSHT SHEETSIM SIMILARSC SOLID CORESLDG SLIDINGSSOUTHSPEC SPECIFICATION(S)SQ SQUARESTD STANDARDSTL STEELSD STORM DRAINSTR STRUCTURALSUS SUSPENDEDSYM SYMMETRY (ICAL)TC TOP OF CURBTHK THICK(NESS)THR THRESHOLDTPH TOILET PAPER HOLDERTTD TOILET TISSUE DISPENSERT&G TONGUE & GROOVETB TOWEL BAR / TACK BOARDTTREAD TS TUBE STEELTYP TYPICALTFTI TENANT FURNISHEDTENANT INSTALLEDTFCI TENANT FURNISHEDCONTRACTOR INSTALLEDUC UNDERCOUNTERUNO UNLESS NOTED OTHERWISEUR URINALVB VAPOR BARRIERVIF VERIFY IN FIELDVERT VERTICALVCT VINYL COMPOSITION TILEVB VINYL BASEWH WALL HUNGWC WATER CLOSETWPF WATERPROOFINGWWF WELDED WIRE FABRICWWEST, WIDTH, WIDEWO WHERE OCCURSWD WOODW/ WITHEXAMPLE: A2.1.1DSPECIAL DRAWING TYPE SUFFIXAREA OF LEVELFLOOR PLAN LEVELSHEET GROUP NUMBERDISCIPLINE PREFIXDISCIPLINE PREFIXES:T TITLE SHEETSC CIVILL LANDSCAPEA ARCHITECTURALS STRUCTURALM MECHANICALP PLUMBINGE ELECTRICALK FOOD SERVICESTC TELECOMMUNICATIONSSHEET GROUP NUMBERS:0 INDEX, SYMBOLS, ETC.1 SITE PLANS2 FLOOR PLANS3 EXTERIOR ELEVATIONS4 BUILDING SECTIONS5 WALL SECTIONS6 REFLECTED CEILING PLANS7 STAIR & ELEVATOR PLANS &SECTIONS8 INTERIOR ELEVATIONS &ENLARGED PLANS9 DETAILS10 SCHEDULESSUFFIXES:L LIGHTINGP POWERF FINISHLF LAB FURNISHINGS SIGNALD DEMOLITIONDM DIMENSIONE ELECTRICALDIMENSIONAV AUDIO/ VISUALSHEET NUMBER3.1NUMBERNUMBERDRAWINGSHEETSHEET NUMBERSHEET NUMBERDRAWING NUMBERELEVATION NUMBERSHEET NUMBERDETAIL NUMBERELEVATION NUMBERSECTION NUMBERSHEET NUMBERFLOOR PLAN SPECIFICKEYNOTE SYMBOLROOM/SPACE NAMEPLAN NORTHCOLUMN REFERENCE LINESREFERENCE ELEVATIONCONSTRUCTION PACKAGEREVISION SYMBOLREVISION NUMBERKEYNOTE SYMBOLDEMOLITION KEYNOTE SYMBOLROOM/SPACE NUMBERWINDOW TYPE SYMBOLXXXXXXXFINISH NOTEXXXROOMA1BASE CABINET TYPE AND HEIGHT- SEE CASEWORK LEGENDNOMINAL WIDTH OF BASECABINET AND DEPTH--B10363622WALL CABINET TYPE ANDWIDTH - SEE CASEWORKLEGEND-DRAWING TITLE REFERENCE1A1.11A1.1NESW1A1.11A1.11A1.11A1.1ITEMX'-XX"DETAIL REFERENCE(FLAG INDICATESLOCATION OF DETAIL CUT)INTERIOR ELEV. REFERENCE(SOLID POINT(S) INDICATEELEVATION(S) SHOWN)EXTERIOR ELEVATION REFERENCESECTION REFERENCE(SOLID POINT(S) INDICATEELEVATION(S) SHOWN)ENLARGED DRAWING REFERENCEW2136NSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\_T202_10807.dwglpc Apr 20,2021 - 9:53am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABTABLE 2506.2 GYP BD MATERIALS & ACCESSORIESMATERIALSTANDARDMATERIALSTANDARDACCESSORIES FORGYP BDASTM C1047GLASS MAT GYP BACKINGPANELASTM C1178ADHESIVES FORFASTENING GYP BDASTM C557GLASS MAT GYP PANEL 5ASTM C1658STRUCTURAL STEEL STUDS/ TRACKAISI S240GLASS MAT GYPSUBSTRATEASTM C1177NONSTRUCTURAL STEELSTUDS / TRACKAISI S220JOINT REINFORCING TAPE/ COMPOUNDASTM C474; C475ELASTOMERIC JOINTSEALANTSASTM C920NAILS FOR GYP BDASTM C514, F547,F1667EXPANDABLE FOAMADHESIVES / GYP BDASTM D6464STEEL SCREWSASTM C954 C1002FACTORY LAMINATED GYPPANEL PRODUCTASTM C1766STANDARD SPEC FOR GYPBDASTM C1396FIBER REINFORCED GYPPANELSASTM C1278TESTING GYP ANDGYP PRODUCTSASTM C22; C472;C473TABLE 2508.1 INSTL. OF GYPSUM CONSTRUCTIONMATERIALSTANDARDGYPSUM BOARD AND GYPSUM PANEL PRODUCTSGA-216; ASTM C840GYPSUM SHEATHING AND GYPSUM PANELPRODUCTSASTM C1280GYPSUM VENEER BASEASTM C844INTERIOR LATHING AND FURRINGASTM C841STEEL FRAMING FOR GYPSUM BOARD ANDGYPSUM PANEL PRODUCTSASTM C754; C1007TABLE 2507.2 LATH, PLASTERING MATERIALS AND ACCS.MATERIALSTANDARDMATERIALSTANDARDACCS. FOR GYP VENEERBASEASTM C1047MASONRY CEMENTASTM C91BLENDED CEMENTASTM C595METAL LATHASTM C847STRUCTURAL STEELSTUDS / TRACKAISI S240PLASTER AGGREGATESNONSTRUCTURAL STEELSTUDS / TRACKAISI S220SANDASTM C35; C897PLASTER BONDINGCOMPOUND - EXTASTM C932PERLITEASTM C35HYDRAULIC CEMENTASTM C1157; C1600VERMICULITEASTM C35GYP CASTING ANDMOLDING PLASTERASTM C59PLASTIC CEMENTASTM C1396GYP KEENE'S CEMENTASTM C61PORTLAND CEMENTASTM C22; C472;C473GYP PLASTERASTM C28STEEL SCREWSASTM C1002; C954GYP VENEER PLASTERASTM C587WELDED WIRE LATHAST, C933INT. BONDINGCOMPOUNDS - GYPASTM C631WOVEN WIREPLASTER BASEASTM C1032LIME PLASTERSASTM C5; C206TABLE 2511.1.1 INSTL. OF PLASTER CONSTRUCTIONMATERIALSTANDARDCEMENT PLASTERASTM C926GYPSUM PLASTERASTM C842GYPSUM VENEER PLASTERASTM C843INTERIOR LATHING AND FURRING (GYPSUMPLASTER)ASTM C841LATHING AND FURRING (CEMENT PLASTER)ASTM C1063STEEL FRAMINGASTM C754; C1007STORM WATER QUALITY NOTESCONSTRUCTION BMP'STHIS PROJECT SHALL COMPLY WITH ALL REQUIREMENTS OF THE STATE PERMIT; CALIFORNIA REGIONAL WATERQUALITY BOARD (SDRWQCB), SAN DIEGO MUNICIPAL STORM WATER PERMIT, THE CITY OF SAN DIEGO LANDDEVELOPMENT CODE, AND THE STORM WATER STANDARDS MANUAL.PRIOR TO ANY SOIL DISTURBANCE, TEMPORARY SEDIMENT CONTROLS SHALL BE INSTALLED BY THECONTRACTOR OR QUALIFIED PERSON(S) AS INDICATED BELOW:1. ALL REQUIREMENTS OF THE CITY OF SAN DIEGO 'STORM WATER STANDARDS MANUAL' MUST BEINCORPORATED INTO THE DESIGN AND CONSTRUCTION OF THE PROPOSED GRADING/ IMPROVEMENTSCONSISTENT WITH THE APPROVED STORM WATER POLLUTION PREVENTION PLAN (SWPPP) AND/ OR WATERPOLLUTION CONTROL PLAN (WPCP) FOR CONSTRUCTION LEVEL BMPS AND, IF APPLICABLE, THE STORMWATER QUALITY MANAGEMENT PLAN (SWQMP) FOR POST-CONSTRUCTION BMPS.2. THE CONTRACTOR SHALL INSTALL AND MAINTAIN ALL STORM DRAIN INLET PROTECTION. INLET PROTECTIONIN THE PUBLIC RIGHT-OF-WAY MUST BE TEMPORARILY REMOVED PRIOR TO A RAIN EVENT TO ENSURE NOFLOODING OCCURS AND REINSTALLED AFTER RAIN IS OVER.3. ALL CONSTRUCTION BMPS SHALL BE INSTALLED AND PROPERLY MAINTAINED THROUGHOUT THE DURATIONOF CONSTRUCTION.4. THE CONTRACTOR SHALL ONLY GRADE, INCLUDING CLEARING AND GRUBBING, AREAS FOR WHICH THECONTRACTOR OR QUALIFIED CONTACT PERSON CAN PROVIDE EROSION AND SEDIMENT CONTROLMEASURES.5. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL SUB-CONTRACTORS AND SUPPLIERS AREAWARE OF ALL STORM WATER BMPS AND IMPLEMENT SUCH MEASURES. FAILURE TO COMPLY WITH THEAPPROVED SWPPP/ WPCP WILL RESULT IN THE ISSUANCE OF CORRECTION NOTICES, CITATIONS, CIVILPENALTIES, AND/ OR STOP WORK NOTICES.6. THE CONTRACTOR OR QUALIFIED CONTACT PERSON SHALL BE RESPONSIBLE FOR CLEANUP OF ALL SILT,DEBRIS, AND MUD ON AFFECTED AND ADJACENT STREET(S) AND WITHIN STORM DRAIN SYSTEM DUE TOCONSTRUCTION VEHICLES/ EQUIPMENT AND CONSTRUCTION ACTIVITY AT THE END OF EACH WORK DAY.7. THE CONTRACTOR SHALL PROTECT NE AND EXISTING STORM WATER CONVEYANCE SYSTEMS FROMSEDIMENTATION, CONCRETE RINSE, OR OTHER CONSTRUCTION-RELATED DEBRIS AND DISCHARGES WITHTHE APPROPRIATE BMPS THAT ARE ACCEPTABLE TO THE CITY RESIDENT ENGINEER AND AS INDICATED INTHE SWPPP/ WPCP.8. THE CONTRACTOR OR QUALIFIED CONTACT PERSON SHALL CLEAR DEBRIS, SILT, AND MUD FROM ALLDITCHES AND SWALES PRIOR TO AND WITHIN 3 BUSINESS DAYS AFTER EACH RAIN EVENT OR PRIOR TO THENEXT RAIN EVENT, WHICHEVER IS SOONER.9. IF A NON-STORM WATER DISCHARGE LEAVES THE SITE, THE CONTRACTOR SHALL IMMEDIATELY STOP THEACTIVITY AND REPAIR THE DAMAGES. THE CONTRACTOR SHALL NOTIFY THE CITY RESIDENT ENGINEER OFTHE DISCHARGE, PRIOR TO RESUMING CONSTRUCTION ACTIVITY. ANY AND ALL WASTE MATERIAL,SEDIMENT, AND DEBRIS FROM EACH NON-STORM WATER DISCHARGE SHALL BE REMOVED FROM THESTORM DRAIN CONVEYANCE SYSTEM AND PROPERLY DISPOSED OF BY THE CONTRACTOR.10. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES. ALLNECESSARY MATERIALS SHALL BE STOCKPILED ONSITE AT CONVENIENT LOCATIONS TO FACILITY RAPIDDEPLOYMENT OF CONSTRUCTION BMPS WHEN RAIN IS IMMINENT.11. THE CONTRACTOR SHALL RESTORE AND MAINTAIN ALL EROSION AND SEDIMENT CONTROL BMPS TOWORKING ORDER YEAR-ROUND.12. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES DUE TOUNFORESEEN CIRCUMSTANCES TO PREVENT NON-STORM WATER AND SEDIMENT - LADEN DISCHARGES.13. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLICTRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION.14. ALL EROSION AND SEDIMENT CONTROL MEASURES PROVIDED PER THE APPROVED SWPPP/ WPCP SHALL BEINSTALLED AN MAINTAINED. ALL EROSION AND SEDIMENT CONTROLS FOR INTERIM CONDITIONS SHALL BEPROPERLY DOCUMENTS AND INSTALLED TO THE SATISFACTION OF THE CITY RESIDENT ENGINEER.15. AS NECESSARY, THE CITY RESIDENT ENGINEER SHALL SCHEDULE MEETINGS FOR THE PROJECT TEAM(GENERAL CONTRACTOR, QUALIFIED CONTACT PERSON, EROSION CONTROL SUBCONTRACTOR IF ANY,ENGINEER OF WORK, OWNER/ DEVELOPER, AND THE CITY RESIDENT ENGINEER) TO EVALUATE THE ADEQUACYOF THE EROSION AND SEDIMENT CONTROL MEASURES AND OTHER BMPS RELATIVE TO ANTICIPATEDCONSTRUCTION ACTIVITIES.16. THE CONTRACTOR OR QUALIFIED CONTACT PERSON SHALL CONDUCT VISUAL INSPECTIONS AND MAINTAINALL BMPS DAILY AND AS NEEDED. VISUAL INSPECTIONS AND MAINTENANCE OF ALL BMPS SHALL BECONDUCTED BEFORE, DURING, AND AFTER EVERY RAIN EVENT AND EVERY 24 HOURS DURING ANYPROLONGED RAIN EVENT. THE CONTRACTOR SHALL MAINTAIN AND REPAIR ALL BMPS AS SOON ASPOSSIBLE FOR SAFETY ALLOWS.17. CONSTRUCTION ENTRANCE AND EXIT AREA. TEMPORARY CONSTRUCTION ENTRANCE AND EXITS SHALL BECONSTRUCTED IN ACCORDANCE WITH CASQA FACT SHEET TC-10R CALTRANS FACT SHEET TC-01 TOPREVENT TRACKING OF SEDIMENT AND OTHER POTENTIAL POLLUTANTS ONTO PAVED SURFACES ANDTRAVELED WAYS. WIDTH SHALL BE 10' OR THE MINIMUM NECESSARY TO ACCOMMODATE VEHICLES ANDEQUIPMENT WITH BY-PASSING THE ENTRANCE. (a) NON-STORM WATER DISCHARGES SHALL BE EFFECTIVELYMANAGED PER THE SAN DIEGO MUNICIPAL CODE CHAPTER 4, ARTICLE 3, DIVISION 3 'STORM WATERMANAGEMENT AND DISCHARGE CONTROL'.CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM T203ACCESSIBILITYREQUIREMENTS -2019 CALIFORNIABUILDING CODESHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\_T203_10807.dwglpc Apr 20,2021 - 9:54am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABCBC 11B : DIVISION 1 APPLICATION AND ADMINISTRATION11B-104 CONVENTIONS1.1 DIMENSIONS THAT ARE NOT STATED AS "MAXIMUM" OR "MINIMUM" ARE ABSOLUTE. CBC 11B-1041.2WHERE THE REQUIRED NUMBER OF ELEMENTS OR FACILITIES TO BE PROVIDED IS DETERMINED BYCALCULATIONS OF RATIOS OR PERCENTAGES AND REMAINDERS OR FRACTIONS RESULT, THE NEXT GREATERWHOLE NUMBER OF SUCH ELEMENTS OR FACILITIES SHALL BE PROVIDED. WHERE THE DETERMINATION OFTHE REQUIRED SIZE OR DIMENSION OF AN ELEMENT OR FACILITY INVOLVES RATIONS OR PERCENTAGES,ROUNDING DOWN FOR VALUES LESS THAN ONE HALF SHALL BE PERMITTED. CBC 11B-104.2CBC 11B : DIVISION 2 SCOPING REQUIREMENTS11B-203 GENERAL EXCEPTIONS2.1SPACES NOT CUSTOMARILY OCCUPIED AND ACCESSED ONLY BY LADDERS, CATWALKS, CRAWL SPACES ORVERY NARROW PASSAGEWAYS SHALL NOT BE REQUIRED TO COMPLY WITH THESE REQUIREMENTS OR TO BEON AN ACCESSIBLE ROUTE. 11B-203.42.2SPACES FREQUENTED ONLY BY SERVICE PERSONNEL FOR MAINTENANCE, REPAIR OR OCCASIONALMONITORING OF EQUIPMENT SHALL NOT BE REQUIRED TO COMPLY WITH THESE REQUIREMENTS OR TO BEON AN ACCESSIBLE ROUTE. MACHINERY SPACES INCLUDE, BUT ARE NOT LIMITED TO, ELEVATOR PITS ORELEVATOR PENTHOUSES; MECHANICAL, ELECTRICAL OR COMMUNICATIONS EQUIPMENT ROOMS; PIPING OREQUIPMENT CATWALKS; WATER OR SEWAGE TREATMENT PUMP ROOMS AND STATIONS; ELECTRICSUBSTATIONS AND TRANSFORMER VAULTS; AND HIGHWAY AND TUNNEL UTILITY FACILITIES. 11B-203.52.3EMPLOYEE WORK AREAS SHALL COMPLY WITH 11B-206.2.8 AND 11B-215.311B-206 ACCESSIBLE ROUTES2.4AT LEAST ONE ACCESSIBLE ROUTE SHALL BE PROVIDED WITHIN THE SITE FROM ACCESSIBLE PARKINGSPACES AND ACCESSIBLE PASSENGER DROP-OFF AND LOADING ZONES; PUBLIC STREETS AND SIDEWALKS;AND PUBLIC TRANSPORTATION STOPS TO THE ACCESSIBLE BUILDING OR FACILITY ENTRANCE THEY SERVE.WHERE MORE THAN ONE ROUTE IS PROVIDED, ALL ROUTES MUST BE ACCESSIBLE. 11B-206.2.12.5 AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS, ACCESSIBLE FACILITIES,ACCESSIBLE ELEMENTS, AND ACCESSIBLE SPACES THAT ARE ON THE SAME SITE. 11B-206.2.22.6 AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT EACH STORY AND MEZZANINE IN MULTI-STORYBUILDINGS AND FACILITIES. 11B-206.2.32.7 AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDING OR FACILITY ENTRANCES WITHALL ACCESSIBLE SPACES AND ELEMENTS WITHIN THE BUILDING OR FACILITY, INCLUDING MEZZANINES,WHICH ARE OTHERWISE CONNECTED BY A CIRCULATION PATH UNLESS EXEMPTED BY 11B-206.2.3EXCEPTIONS 1 THROUGH 7. 11B-206.2.42.8ACCESSIBLE ROUTES SHALL COINCIDE WITH OR BE LOCATED IN THE SAME AREA AS GENERAL CIRCULATIONPATHS. WHERE CIRCULATION PATHS ARE INTERIOR, REQUIRED ACCESSIBLE ROUTES SHALL ALSO BEINTERIOR. AN ACCESSIBLE ROUTE SHALL NOT PASS THROUGH KITCHENS, STORAGE ROOMS, RESTROOMS,CLOSETS OR OTHER SPACES USED FOR SIMILAR PURPOSES, EXCEPT AS PERMITTED BY CHAPTER 10.11B-206.32.9ENTRANCES SHALL BE PROVIDED IN ACCORDANCE WITH 11B-206.4. ENTRANCE DOORS, DOORWAYS, ANDGATES SHALL COMPLY WITH 11B-404 AND SHALL BE ON AN ACCESSIBLE ROUTE COMPLYING WITH11B-402. 11B-206.32.10 ALL ENTRANCES AND EXTERIOR GROUND-FLOOR EXITS TO BUILDINGS AND FACILITIES SHALL COMPLY WITH11B-404. 11B-206.4.12.11ALL ENTRANCES TO EACH TENANCY IN A FACILITY SHALL COMPLY WITH 11B-404. 11B-206.4.5CBC 11B : DIVISION 3 BUILDING BLOCKS11B-302 FLOOR OR GROUND SURFACES3.1FLOOR AND GROUND SURFACES SHALL BE STABLE, FIRM, AND SLIP RESISTANT AND SHALL COMPLY WITH11B-302. 11B-302.13.2 CARPET OR CARPET TILE SHALL BE SECURELY ATTACHED AND SHALL HAVE A FIRM CUSHION, PAD, ORBACKING OR NO CUSHION OR PAD. CARPET OR CARPET TILE SHALL HAVE A LEVEL LOOP, TEXTURED LOOP,LEVEL CUT PILE, LEVEL CUT/ UNCUT PILE TEXTURE. PILE HEIGHT SHALL BE 1/2 INCH MAXIMUM. EXPOSEDEDGES OF CARPET SHALL BE FASTENED TO FLOOR SURFACES AND SHALL HAVE TRIM ON THE ENTIRELENGTH OF THE EXPOSED EDGE. CARPET EDGE TRIM SHALL COMPLY WITH 11B-303. 11B-302.23.3OPENINGS IN FLOOR OR GROUND SURFACES SHALL NOT ALLOW PASSAGE OF A SPHERE MORE THAN 1/2INCH DIA. EXCEPT AS ALLOWED IN 11B-407.4.3,11B-409.4.3, 11B-410.4, 11B-810.5.3 AND11B-810.10. ELONGATED OPENINGS SHALL BE PLACED SO THAT THE LONG DIMENSION IS PERPENDICULARTO THE DOMINANT DIRECTION OF TRAVEL. 11B-302.311B-303 CHANGES IN LEVEL3.4 WHERE CHANGES IN LEVEL ARE PERMITTED IN FLOOR OR GROUND SURFACES, THEY SHALL COMPLY WITH11B-303. 11B-303.13.5 CHANGES IN LEVEL OF 1/4 INCH HIGH MAXIMUM SHALL BE PERMITTED TO BE VERTICAL AND WITHOUT EDGETREATMENT. 11B-303.23.6 CHANGES IN LEVEL BETWEEN 1/4 INCH HIGH MINIMUM AND 1/2 INCH HIGH MAXIMUM SHALL BE BEVELEDWITH A SLOPE NOT STEEPER THAN 1:2. 11B-303.33.7CHANGES IN LEVEL GREATER THAN 1/2 INCH HIGH SHALL BE RAMPED, AND SHALL COMPLY WITH 11B-405OR 11B-406. 11B-303.411B-304 TURNING SPACE3.8FLOOR OR GROUND SURFACES OF A TURNING SPACE AND CLEAR FLOOR OR GROUND SPACE SHALLCOMPLY WITH 11B-302. CHANGES IN LEVEL OR SLOPES STEEPER THAN 1:48 ARE NOT PERMITTED.11B-304.23.9CIRCULAR TURNING SPACE SHALL BE A SPACE OF 60 INCHES DIAMETER MINIMUM. THE SPACE SHALL BEPERMITTED TO INCLUDE KNEE AND TOE CLEARANCE COMPLYING WITH 11B-306, OR A T-SHAPED SPACECOMPLYING WITH 11B-304.3.2. 11B-304.3.13.10 THE CLEAR FLOOR OR GROUND SPACE SHALL BE 30 INCHES BY 48 INCHES MIN. 11B-305.33.11ONE FULL UNOBSTRUCTED SIDE OF THE CLEAR FLOOR OR GROUND SPACE SHALL ADJOIN AN ACCESSIBLEROUTE OR ADJOIN ANOTHER CLEAR FLOOR OR GROUND SPACE. 11B-305.6. WHERE A CLEAR FLOOR ORGROUND SPACE IS LOCATED IN AN ALCOVE OR OTHERWISE CONFINED ON ALL OR PART OF THREE SIDES,ADDITIONAL MANEUVERING CLEARANCE SHALL BE PROVIDED IN ACCORDANCE WITH 11B-305.7.1 AND11B-305.7.2. 11B-305.711B-306 KNEE AND TOE CLEARANCE3.12SPACE UNDER AN ELEMENT BETWEEN THE FINISH FLOOR OR GROUND AND 9 INCHES ABOVE THE FINISHFLOOR OR GROUND SHALL BE CONSIDERED TOE CLEARANCE AND SHALL COMPLY WITH 11B-306.2.11B-306.2.13.13 TOE CLEARANCE SHALL EXTEND 25 INCHES MAX AND 17 INCHES MIN. UNDER AN ELEMENT AND SHALL BE30 INCHES WIDE MIN. 11B-306.23.14 SPACE EXTENDING GREATER THAN 6 INCHES BEYOND THE AVAILABLE KNEE CLEARANCE AT 9 INCHES ABOVETHE FINISH FLOOR OR GROUND SHALL NOT BE CONSIDERED TOE CLEARANCE. 11B-306.2.43.15SPACE UNDER AN ELEMENT BETWEEN 9 INCHES AND 27 INCHES ABOVE THE FINISH FLOOR OR GROUNDSHALL BE CONSIDERED KNEE CLEARANCE AND SHALL COMPLY WITH 11B-306.3.3.16 KNEE CLEARANCE SHALL EXTEND 25 INCHES MAX UNDER AN ELEMENT AT 9 INCHES ABOVE THE FINISHFLOOR OR GROUND. 11B-306.3.23.17WHERE KNEE CLEARANCE IS REQUIRED UNDER AN ELEMENT AS PART OF A CLEAR FLOOR SPACE, THE KNEECLEARANCE SHALL BE 11 INCHES DEEP MIN AT 9 INCHES ABOVE THE FINISH FLOOR OR GROUND, AND 8INCHES DEEP MIN AT 27 INCHES ABOVE THE FINISH FLOOR OR GROUND. 11B-306.3.3EXCEPTIONS: AT DINING & WORK SURFACES REQUIRED TO BE ACCESSIBLE KNEE CLEARANCE SHALLEXTEND 19 INCHES DEEP MIN AT 27 INCHES ABOVE THE FINISH FLOOR OR GROUND.3.18BETWEEN 9 & 27 INCHES ABOVE THE FINISH FLOOR OR GROUND, THE KNEE CLEARANCE SHALL BEPERMITTED TO REDUCE AT A RATE OF 1 INCH IN DEPTH FOR EACH 6 INCHES IN HEIGHT. 11B-306.3.43.19KNEE CLEARANCE SHALL BE 30 INCHES WIDE MINIMUM. 11B-306.3.53.20 PROTRUDING OBJECTS SHALL COMPLY WITH 11B-307.11B-308 REACH RANGES3.21WHERE A FORWARD REACH IS UNOBSTRUCTED, THE HIGH FORWARD REACH SHALL BE 48 INCHES MAX ANDTHE LOW FORWARD REACH SHALL BE 15 INCHES MIN. ABOVE THE FINISH FLOOR OR GROUND. 11B-308.2.13.22WHERE A CLEAR FLOOR OR GROUND SPACE ALLOWS A PARALLEL APPROACH TO AN ELEMENT AND THE SIDEREACH IS UNOBSTRUCTED, THE HIGH SIDE REACH SHALL BE 48 INCHES MAX AND THE LOW SIDE REACHSHALL BE 15 INCHES MIN ABOVE THE FINISH FLOOR OR GROUND. 11B-308.3.13.23CLEAR FLOOR OR GROUND SPACE SHALL COMPLY WITH 11B-305.11B-309 OPERABLE PARTS3.24OPERABLE PARTS SHALL BE PLACED WITHIN ONE OR MORE OF THE REACH RANGES SPECIFIED IN 11B-308.11B-309.33.25 OPERABLE PARTS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING,PINCHING, OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE OPERABLE PARTS SHALL BE 5POUNDS MAXIMUM. 11B-309.34CBC 11B : DIVISION 4 ACCCESSIBLE ROUTE4.1ACCESSIBLE ROUTES SHALL CONSIST OF ONE OR MORE OF THE FOLLOWING COMPONENTS: WALKINGSURFACES WITH A RUNNING SLOPE NOT STEEPER THAN 1:20, DOORWAYS, RAMPS, CURB RAMPSEXCLUDING THE FLARED SIDES, ELEVATORS, AND PLATFORM LIFTS. ALL COMPONENTS OF AN ACCESSIBLEROUTE SHALL COMPLY WITH THE APPLICABLE REQUIREMENTS OF DIVISION 4. 11B-402.211B-403 WALKING SURFACES4.2WALKING SURFACES THAT ARE A PART OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH 11B-403. FLOOROR GROUND SURFACES SHALL COMPLY WITH 11B-302.4.3 THE RUNNING SLOPE OF WALKING SURFACES SHALL NOT BE STEEPER THAN 1:20. THE CROSS SLOPE OFWALKING SURFACES SHALL NOT BE STEEPER THAN 1:48. 11B-403.3EXCEPTION: THE RUNNING SLOPE OF SIDEWALKS SHALL NOT EXCEED THE GENERAL GRADEESTABLISHED FOR THE ADJACENT STREET OR HIGHWAY.4.4 CHANGES IN LEVEL SHALL COMPLY WITH SECTION 11B-303.4.5EXCEPT AS PROVIDED IN 11B-403.5.2 AND 11B-403.5.3, THE CLEAR WIDTH OF WALKING SURFACESSHALL BE 36 INCHES MINIMUM. 11B-403.5.1EXCEPTIONS:THE CLEAR WIDTH SHALL BE PERMITTED TO BE REDUCED TO 32 INCHES MIN FOR A LENGTH OF 24INCHES MAX PROVIDED THAT REDUCED WIDTH SEGMENTS ARE SEPARATED BY SEGMENTS THATARE 48 INCHES LONG MIN AND 36 INCHES WIDE MIN.THE CLEAR WIDTH FOR WALKING SURFACES IN CORRIDORS SERVING AN OCCUPANT LOAD OF 10OR MORE SHALL BE 44 INCHES MINIMUM.THE CLEAR WIDTH FOR SIDEWALKS AND WALKS SHALL BE 48 INCHES MIN. WHEN, BECAUSE OFRIGHT-OF-WAY RESTRICTIONS, NATURAL BARRIERS OR OTHER EXISTING CONDITIONS, THEENFORCING AGENCY DETERMINES THAT COMPLIANCE WITH THE 48-INCH CLEAR SIDEWALK WIDTHWOULD CREATE AN UNREASONABLE HARDSHIP, THE CLEAR WIDTH MAY BE REDUCED TO 36 INCHES.THE CLEAR WIDTH FOR AISLES SHALL BE 36 INCHES MIN IF SERVING ELEMENTS ON ONLY ONESIDE, AND 44 INCHES MIN IF SERVING ELEMENTS ON BOTH SIDES.THE CLEAR WIDTH FOR ACCESSIBLE ROUTES TO ACCESSIBLE TOILET COMPARTMENTS SHALL BE 44INCHES EXCEPT FOR DOOR-OPENING WIDTHS AND DOOR SWINGS.4.6AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN 60 INCHES SHALL PROVIDE PASSING SPACES ATINTERVALS OF 200 FEET MAX. PASSING SPACES SHALL BE EITHER: A SPACE 60 INCHES MIN BY 60 INCHESMIN; OR, AN INTERSECTION OF TWO WALKING SURFACES PROVIDING A T-SHAPED SPACE COMPLYING WITH11B-304.3.2 WHERE THE BASE AND ARMS OF THE T-SHAPES SPACE EXTEND 48 INCHES MIN BEYOND THEINTERSECTION. 11B-403.5.34.7ALL WALKS WITH CONTINUOUS GRADIENTS SHALL HAVE RESTING AREAS, 60 INCHES IN LENGTH, ATINTERVALS OF 400 FEET MAXIMUM. THE RESTING AREA SHALL BE AT LEAST AS WIDE AS THE WALK. THESLOPE OF THE RESTING AREA IN ALL DIRECTIONS SHALL BE 1:48 MAXIMUM. 11B-403.711B-404 DOORS, DOORWAYS AND GATES4.8REVOLVING DOORS, REVOLVING GATES, AND TURNSTILES SHALL NOT BE PART OF AN ACCESSIBLE ROUTE.11B-404.2.14.9 AT LEAST ONE OF THE ACTIVE LEAVES OF DOORWAYS WITH TWO LEAVES SHALL COMPLY WITH 11B-404.2.3AND 11B-404.2.4. 11B-404.2.24.10DOOR OPENINGS SHALL PROVIDE A CLEAR WIDTH OF 32 INCHES MIN. CLEAR OPENINGS OF DOORWAYSWITH SWINGING DOORS SHALL BE MEASURED BETWEEN THE FACE OF THE DOOR AND THE STOP, WITH THEDOOR OPEN 90 DEGREES. OPENINGS MORE THAN 24 INCHES DEEP SHALL PROVIDE A CLEAR OPENING OF36 INCHES MIN. THERE SHALL BE NO PROJECTIONS INTO THE REQUIRED CLEAR OPENING WIDTH LOWERTHAN 34 INCHES ABOVE THE FINISH FLOOR OR GROUND. PROJECTIONS INTO THE CLEAR OPENING WIDTHBETWEEN 34 INCHES AND 80 INCHES ABOVE THE FINISH FLOOR OR GROUND SHALL NOT EXCEED 4 INCHES.11B-404.2.34.10aEXCEPTIONS:IN ALTERATIONS, A PROJECTION OF 5/8 INCH MAX INTO THE REQUIRED CLEAR WIDTH SHALL BEPERMITTED FOR THE LATCH SIDE STOP.4.10bDOOR CLOSERS AND DOOR STOPS SHALL BE PERMITTED TO BE 78 INCHES MIN ABOVE THE FINISHFLOOR OR GROUND.4.11SWINGING DOORS AND GATES SHALL HAVE MANEUVERING CLEARANCES COMPLYING WITH TABLE11B-404.2.4.14.12DOORWAYS LESS THAN 36 INCHES WIDE WITHOUT DOORS OR GATES, SLIDING DOORS, OR FOLDINGDOORS SHALL HAVE MANEUVERING CLEARANCES COMPLYING WITH TABLE 11B-404.2.4.2.4.13MANEUVERING CLEARANCES FOR FORWARD APPROACH SHALL BE PROVIDED WHEN ANY OBSTRUCTIONWITHIN 18 INCHES OF THE LATCH SIDE AT AN INTERIOR DOORWAY, OR WITHIN 24 INCHES OF THE LATCHSIDE OF AN EXTERIOR DOORWAY, PROJECTS MORE THAN 8 INCHES BEYOND THE FACE OF THE DOOR,MEASURED PERPENDICULAR TO THE FACE OF THE DOOR OR GATE. 11B-404.2.4.34.14 THE DISTANCE BETWEEN TWO HINGED OR PIVOTED DOORS IN SERIES AND GATES IN SERIES SHALL BE 48INCHES MIN PLUS THE WIDTH OF DOORS/ GATES SWINGING INTO THE SPACE. 11B-404.2.64.15 DOOR CLOSERS AND GATE CLOSERS SHALL BE ADJUSTED SO THAT FROM AN OPEN POSITION OF 90DEGREES, THE TIME REQUIRED TO MOVE THE DOOR TO A POSITION OF 12 DEGREES FROM THE LATCH IS 5SECONDS MINIMUM. 11B-404.2.8.14.16 DOOR AND GATE SPRING HINGES SHALL BE ADJUSTED SO THAT FROM THE OPEN POSITION OF 70DEGREES, THE DOOR OR GATE SHALL MOVE TO THE CLOSED POSITION IN 1.5 SECONDS MINIMUM.11B-404.2.8.24.17 SWINGING DOOR AND GATE SURFACES WITHIN 10 INCHES OF THE FINISH FLOOR OR GROUND MEASUREDVERTICALLY SHALL HAVE A SMOOTH SURFACE ON THE PUSH SIDE EXTENDING THE FULL WIDTH OF THEDOOR OR GATE. PARTS CREATING HORIZONTAL OR VERTICAL JOINTS IN THESE SURFACES SHALL BE WITHIN1/16 INCH OF THE SAME PLANE AS THE OTHER AND BE FREE OF SHARP OR ABRASIVE EDGES. CAVITIESCREATED BY ADDED KICK PLATES SHALL BE CAPPED. 11B-404.2.10EXCEPTION:TEMPERED GLASS DOORS WITHOUT STILES AND HAVING A BOTTOM RAIL OR SHOE WITH THE TOPLEADING EDGE TAPERED AT 60 DEGREES MIN FROM THE HORIZONTAL SHALL NOT BE REQUIRED TOMEET THE 10 INCH BOTTOM SMOOTH SURFACE HEIGHT REQUIREMENT.4.18DOORS, GATES, AND SIDE LIGHTS ADJACENT TO DOORS OR GATES, CONTAINING ONE OR MORE GLAZINGPANELS THAT PERMIT VIEWING THROUGH THE PANELS SHALL HAVE THE BOTTOM OF AT LEAST ONE GLAZEDPANEL LOCATED 43 INCHES MAX ABOVE THE FINISH FLOOR. 11B-404.2.11EXCEPTION:GLAZING PANELS WITH THE LOWEST PART MORE THAN 66 INCHES FROM THE FINISH FLOOR ORGROUND SHALL NOT BE REQUIRED TO COMPLY WITH 11B-404.2.1111B-404.3 AUTOMATIC AND POWER-ASSISTED DOORS AND GATES4.19DOORWAYS SHALL PROVIDE A CLEAR OPENING OF 32 INCHES MIN IN POWER-ON AND POWER-OFF MODE.THE MIN CLEAR WIDTH FOR AUTOMATIC DOOR SYSTEMS IN A DOORWAY SHALL PROVIDE A CLEAR,UNOBSTRUCTED OPENING OF 32 INCHES WITH ONE LEAF POSITIONED AT AN ANGLE OF 90 DEGREES FROMITS CLOSED POSITION. 11B-404.3.14.20 MANUALLY OPERATED CONTROLS SHALL COMPLY WITH 11B-309. THE CLEAR FLOOR SPACE ADJACENT TOTHE CONTROL SHALL BE LOCATED BEYOND THE ARC OF THE DOOR SWING. 11B-404.3.54.21WHERE DOORS AND GATES WITHOUT STANDBY POWER ARE A PART OF A MEANS OF EGRESS, THE CLEARBREAK OUT OPENING AT SWINGING OR SLIDING DOORS AND GATES SHALL BE 32 INCHES MIN. WHENOPERATED IN EMERGENCY MODE. 11B-404.3.611B-405 RAMPS4.22RAMP RUNS SHALL HAVE A RUNNING SLOPE NOT STEEPER THAN 1:12. 11B-405.24.23CROSS SLOPE OF RAMP RUNS SHALL NOT BE STEEPER THAN 1:48. 11B-405.34.24FLOOR OR GROUND SURFACES OF RAMP RUNS SHALL COMPLY WITH 11B-302. CHANGES IN LEVEL OTHERTHAN THE RUNNING SLOPE AND CROSS SLOPE ARE NOT PERMITTED. 11B-405.44.25THE CLEAR WIDTH OF A RAMP RUN SHALL BE 48 INCHES MIN. 11B-405.5EXCEPTIONS:HANDRAILS MAY PROJECT INTO THE REQUIRED CLEAR WIDTH OF THE RAMP AT EACH SIDE 3 1/2INCHES MAXIMUM AT THE HANDRAIL HEIGHT.4.26THE RISE FOR ANY RAMP RUN SHALL BE 30 INCHES MAXIMUM. 11B-405.64.27RAMPS SHALL HAVE LANDINGS AT THE TOP AND THE BOTTOM OF EACH RAMP RUN. LANDINGS SHALLCOMPLY WITH 11B-405.7.4.28 THE LANDING CLEAR WIDTH SHALL BE AT LEAST AS WIDE AS THE WIDEST RAMP RUN LEADING TO THELANDING. TOP LANDINGS SHALL BE 60 INCHES WIDE MINIMUM. 11B-405.7.24.29 THE LANDING CLEAR LENGTH SHALL BE 60 INCHES LONG MINIMUM. BOTTOM LANDINGS SHALL EXTEND 72INCHES MINIMUM IN THE DIRECTION OF RAMP RUN. 11B-405.7.34.30 RAMPS THAT CHANGE DIRECTION BETWEEN RUNS AT LANDINGS SHALL HAVE A CLEAR LANDING 60 INCHESMIN BY 72 INCHES MIN IN THE DIRECTION OF DOWNWARD TRAVEL FROM THE UPPER RAMP RUN.11B-404.7.44.31 WHERE DOORWAYS ARE LOCATED ADJACENT TO A RAMP LANDING, MANEUVERING CLEARANCES REQUIREDBY 11B-404.2.4 AND 11B-404.3.2 SHALL BE PERMITTED TO OVERLAP THE REQUIRED LANDING AREA.DOORS, WHEN FULLY OPEN, SHALL NOT REDUCE THE REQUIRED RAMP LANDING WIDTH BY MORE THAN 3INCHES. DOORS, IN ANY POSITION, SHALL NOT REDUCE THE MIN. DIMENSION OF THE RAMP LANDING TOLESS THAN 42 INCHES. 11B-405.7.54.32RAMP RUNS SHALL HAVE HANDRAILS COMPLYING WITH 11B-505 EXCEPT AT DOOR LANDINGS, ON RAMPRUNS LESS THAN 6 INCHES IN RISE OR 72 INCHES IN LENGTH. 11B-405.84.33EDGE PROTECTION COMPLYING WITH SECTION 11B-405.9.2 SHALL BE PROVIDED ON EACH SIDE OF RAMPRUNS AND AT EACH SIDE OF RAMP LANDINGS. 11B-405.94.34 A CURB OR BARRIER SHALL BE PROVIDED THAT PREVENTS THE PASSAGE OF A 4 INCH DIAMETER SPHERE,WHERE ANY PORTION OF THE SPHERE IS WITHIN 4 INCHES OF THE FINISH FLOOR OR GROUND SURFACE. TOPREVENT WHEEL ENTRAPMENT, THE CURB OR BARRIER SHALL PROVIDE A CONTINUOUS AND UNINTERRUPTEDBARRIER ALONG THE LENGTH OF THE RAMP. 11B-405.9.24.35LANDINGS SUBJECT TO WET CONDITIONS HALL BE DESIGNED TO PREVENT THE ACCUMULATION OF WATER.11B-405.1011B-406 CURB RAMPS, BLENDED TRANSITIONS AND ISLANDS4.36CURB RAMPS, BLENDED TRANSITIONS AND ISLANDS ON ACCESSIBLE ROUTES SHALL COMPLY WITH11B-406. CURB RAMPS MAY BE PERPENDICULAR, PARALLEL, OR A COMBINATION OF PERPENDICULAR ANDPARALLEL.4.37WHERE PROVIDED, CURB RAMP FLARES SHALL NOT BE STEEPER THAN 1:1O. 11B-406.2.24.38 AT PARALLEL CURB RAMPS, A TURNING SPACE 48 INCHES MIN BY 48 INCHES MIN SHALL BE PROVIDED ATTHE BOTTOM OF THE CURB RAMP. THE SLOPE OF THE TURNING SPACE IN ALL DIRECTIONS SHALL BE 1:48MAXIMUM. 11B-406.3.24.39 BLENDED TRANSITIONS SHALL HAVE A RUNNING SLOPE NOT STEEPER THAN 1:20. 11B-406.4.14.40CURB RAMPS AND THE FLARED SIDES OF CURB RAMPS SHALL BE LOCATED SO THAT THEY DO NOTPROJECT INTO VEHICULAR TRAFFIC LANES, PARKING SPACES, OR PARKING ACCESS AISLES. CURB RAMPSAT MARKED CROSSINGS SHALL BE WHOLLY CONTAINED WITHIN THE MARKINGS, EXCLUDING ANY FLAREDSIDES. DIAGONAL CURB RAMPS SHALL COMPLY WITH 11B-406.5.9. 11B-406.5.14.41 THE CLEAR WIDTH OF CURB RAMP RUNS (EXCLUDING ANY FLARED SIDES), BLENDED TRANSITIONS, ANDTURNING SPACES SHALL BE 48 INCHES MINIMUM. 11B-406.5.24.42LANDINGS SHALL BE PROVIDED AT THE TOPS OF CURB RAMPS AND BLENDED TRANSITIONS. THE LANDINGCLEAR LENGTH SHALL BE 48 INCHES MIN. THE LANDING CLEAR WIDTH SHALL BE AT LEAST AS WIDE AS THECURB RAMP, EXCLUDING ANY FLARED SIDES, OR THE BLENDED TRANSITION LEADING TO THE LANDING. THESLOPE OF THE LANDING IN ALL DIRECTIONS SHALL BE 1:48 MAX. PARALLEL CURB RAMPS SHALL NOT BEREQUIRED TO COMPLY WITH 1 B-406.5.3.4.43FLOOR OR GROUND SURFACES OF CURB RAMPS AND BLENDED TRANSITIONS SHALL COMPLY WITH11B-405.4. 11B-406.5.44.44 CURB RAMPS AND BLENDED TRANSITIONS SHALL COMPLY WITH 11B-405.10. 11B-406.5.54.45GRADE BREAKS AT THE TOP AND BOTTOM OF CURB RAMP RUNS SHALL BE PERPENDICULAR TO THEDIRECTION OF THE RAMP RUN. GRADE BREAKS SHALL NOT BE PERMITTED ON THE SURFACE OF RAMP RUNSAND TURNING SPACES. SURFACE SLOPES THAT MEET AT GRADE BREAKS SHALL BE FLUSH. 11B-406.5.64.46THE CROSS SLOPE OF CURB RAMPS / BLENDED TRANSITIONS SHALL BE 1:48 MAX. 11B-406.5.74.47 COUNTER SLOPES OF ADJOINING GUTTERS AND ROAD SURFACES IMMEDIATELY ADJACENT TO AND WITHIN24 INCHES OF THE CURB RAMP SHALL NOT BE STEEPER THAN 1:20. THE ADJACENT SURFACES ATTRANSITIONS AT CURB RAMPS TO WALKS, GUTTERS, AND STREETS SHALL BE AT THE SAME LEVEL.11B-406.5.84.48THE BOTTOM OF DIAGONAL CURB RAMPS SHALL HAVE A CLEAR SPACE 48 INCHES MINIMUM OUTSIDEACTIVE TRAFFIC LANES OF THE ROADWAY. DIAGONAL CURB RAMPS PROVIDED AT MARKED CROSSINGSSHALL PROVIDE THE 48 INCHES MINIMUM CLEAR SPACE WITHIN THE MARKINGS. 11B-406.5.94.49DIAGONAL OR CORNER TYPE CURB RAMPS WITH RETURNED CURBS OR OTHER WELL-DEFINED EDGES SHALLHAVE THE EDGES PARALLEL TO THE DIRECTION OF PEDESTRIAN FLOW. DIAGONAL CURB RAMPS WITH FLAREDSIDES SHALL HAVE A SEGMENT OF CURB 24 INCHES LONG MINIMUM LOCATED ON EACH SIDE OF THECURB RAMP AND WITHIN THE MARKED CROSSING. 11B-406.5.104.50 CURB RAMPS AND BLENDED TRANSITIONS SHALL HAVE DETECTABLE WARNINGS COMPLYING WITH 11B-705.11B-406.5.1.24.51RAISED ISLANDS IN CROSSINGS SHALL BE CUT THROUGH LEVEL WITH THE STREET OR HAVE CURB RAMPSAT BOTH SIDES. THE CLEAR WIDTH OF THE ACCESSIBLE ROUTE AT ISLANDS SHALL BE 60 INCHES WIDE MIN.WHERE CURB RAMPS ARE PROVIDED, THEY SHALL COMPLY WITH 11B-406. LANDINGS COMPLYING WITH11B-406.5.3 AND THE ACCESSIBLE ROUTE SHALL BE PERMITTED TO OVERLAP. ISLANDS SHALL HAVEDETECTABLE WARNINGS COMPLYING WITH 1IB-705. 11B-406.611B-407 ELEVATORS4.52PASSENGER ELEVATORS REQUIRED TO BE ACCESSIBLE SHALL BE DESIGNED AND CONSTRUCTED TOCOMPLY WITH 11B-407 AND WITH ASME A17.14.53ELEVATOR LANDINGS SHALL COMPLY WITH 11B-407.24.54 WHERE ELEVATOR CALL BUTTONS OR KEYPADS ARE PROVIDED, THEY SHALL COMPLY WITH 11B-407.2.1AND 11B-309.4.4.55 CALL BUTTONS AND KEYPADS SHALL BE LOCATED WITHIN ONE OF THE REACH RANGES SPECIFIED IN11B-308, MEASURED TO THE CENTERLINE OF THE HIGHEST OPERABLE PART. 11B-407.2.1.14.56CALL BUTTONS SHALL HAVE SQUARE SHOULDERS, BE 3/4 INCH MIN IN THE SMALLEST DIMENSION ANDSHALL BE RAISED 1/8 INCH PLUS OR MINUS 1/32 INCH ABOVE THE SURROUNDING SURFACE. BUTTONSSHALL BE ACTIVATED BY A MECHANICAL MOTION THAT IS DETECTABLE. 11B-407.2.1.24.57 A CLEAR FLOOR OR GROUND SPACE COMPLYING WITH 11B-305 SHALL BE PROVIDED AT CALL CONTROLS.11B-407.2.1.34.58THE CALL BUTTON THAT DESIGNATES THE UP DIRECTION SHALL BE LOCATED ABOVE THE CALL BUTTON THATDESIGNATES THE DOWN DIRECTION. 11B-407.2.1.44.59CALL BUTTON SHALL HAVE VISIBLE SIGNALS THAT WILL ACTIVATE WHEN EACH CALL IS REGISTERED AND WILLEXTINGUISH WHEN EACH CALL IS ANSWERED. CALL BUTTONS SHALL BE INTERNALLY ILLUMINATED WITH AWHITE LIGHT OVER THE ENTIRE SURFACE OF THE BUTTON. 11B-407.2.1.54.60 HALL SIGNALS, INCLUDING IN-CAR SIGNALS, SHALL COMPLY WITH 11B-407.2.24.61A VISIBLE AND AUDIBLE SIGNAL SHALL BE PROVIDED AT EACH HOISTWAY ENTRANCE TO INDICATE WHICHCAR IS ANSWERING A CALL AND THE CAR'S DIRECTION OF TRAVEL. WHERE IN-CAR SIGNALS ARE PROVIDED,THEY SHALL BE VISIBLE FROM THE FLOOR AREA ADJACENT TO THE HALL CALL BUTTONS. 11B-407.2.2.14.62 SIGNS AT ELEVATOR HOISTWAYS SHALL COMPLY WITH 11B-407.2.34.63HOISTWAY AND CAR DOORS SHALL COMPLY WITH 11B-407.34.64 ELEVATOR HOISTWAY AND CAR DOORS SHALL OPEN AND CLOSE AUTOMATICALLY. 11B-407.3.24.65ELEVATOR DOORS SHALL BE PROVIDED WITH A REOPENING DEVICE COMPLYING WITH 11B-407.3.3 THATSHALL STOP AND REOPEN A CAR DOOR AND HOISTWAY DOOR AUTOMATICALLY IF THE DOOR BECOMESOBSTRUCTED BY AN OBJECT OR PERSON.4.66ELEVATOR CARS SHALL COMPLY WITH 11B-407.44.67 INSIDE DIMENSIONS OF ELEVATOR CARS AND CLEAR WIDTH OF ELEVATOR DOORS SHALL COMPLY WITHTABLE 11B-407.4.1.4.68THE CLEARANCE BETWEEN THE CAR PLATFORM SILL AND THE EDGE OF THE HOISTWAY LANDING SHALL BE1-1/4 INCHES MAX. 11B-407.4.34.69EACH CAR SHALL BE EQUIPPED WITH A SELF-LEVELING FEATURE THAT WILL AUTOMATICALLY BRING ANDMAINTAIN THE CAR AT FLOOR LANDINGS WITHIN A TOLERANCE OF 1/2 INCH UNDER RATED LOADING TOZERO LOADING CONDITIONS.11B-407.4.44.70 THE LEVEL OF ILLUMINATION AT THE CAR CONTROLS, PLATFORM, CAR THRESHOLD AND CAR LANDING SILLSHALL BE 5 FOOT CANDLES MINIMUM. 11B-407.4.54.71 WHERE PROVIDED, ELEVATOR CAR CONTROLS SHALL COMPLY WITH SECTIONS 11B-407.4.6 AND11B-309.4 AND SHALL COMPLY WITHIN ONE OF THE REACH RANGES IN 11B-308. 11B407.4.64.72 EMERGENCY CONTROL BUTTONS SHALL HAVE THEIR CENTERLINES 35 INCHES MINIMUM ABOVE FINISHFLOOR AND SHALL BE GROUPED AT THE BOTTOM OF THE PANEL. 11B-407.4.6.4.14.73 CAR CONTROL BUTTONS WITH FLOOR DESIGNATIONS SHALL COMPLY WITH 11B-407.4.6.2.4.74DESIGNATIONS AND INDICATORS OF CAR CONTROLS SHALL COMPLY WITH 11B-407.4.7. CONTROLBUTTONS SHALL BE IDENTIFIED BY RAISED CHARACTERS OR SYMBOLS, WHITE ON A BLACK BACKGROUND,COMPLYING WITH 11B-703.2 AND BRAILLE COMPLYING WITH 11B-703.3 PLACED IMMEDIATELY TO THE LEFTOF THE CONTROL BUTTON TO WHICH THE DESIGNATIONS APPLY. BUTTONS WITH FLOOR DESIGNATIONSSHALL BE PROVIDED WITH VISIBLE INDICATORS TO SHOW THAT A CALL HAS BEEN REGISTERED. THEVISIBLE INDICATION SHALL EXTINGUISH WHEN THE CAR ARRIVES AT THE DESIGNATED FLOOR.11B-407.4.7.1.44.75AUDIBLE AND VISIBLE CAR POSITION INDICATORS SHALL BE PROVIDED IN ELEVATOR CARS. 11B-407.4.84.76 VISIBLE INDICATORS SHALL COMPLY WITH 11B-407.4.8.1. CHARACTERS SHALL BE 1/2 INCH HIGH MIN.INDICATORS SHALL BE LOCATED ABOVE THE CAR CONTROL PANEL OR ABOVE THE DOOR. AS THE CARPASSES A FLOOR AND WHEN A CAR STOPS AT A FLOOR SERVED BY THE ELEVATOR, THE CORRESPONDINGCHARACTER SHALL ILLUMINATE.4.77AUDIBLE INDICATORS SHALL COMPLY WITH 11B-407.4.8.2.4.78 EMERGENCY TWO-WAY COMMUNICATIONS SHALL COMPLY WITH 11B-308. RAISED SYMBOLS ORCHARACTERS, WHITE ON A BLACK BACKGROUND, AND BRAILLE SHALL BE PROVIDED ADJACENT TO THEDEVICE AND SHALL COMPLY WITH 11B-703.2 AND 11B-703.3. EMERGENCY TWO-WAY COMMUNICATIONSYSTEMS BETWEEN THE ELEVATOR AND A POINT OUTSIDE THE HOISTWAY SHALL COMPLY WITH ASMEA17.1. 11B-407.4.911B-410 PLATFORM LIFTS4.79 PLATFORM LIFTS SHALL BE PERMITTED AS A COMPONENT OF AN ACCESSIBLE ROUTE IN NEWCONSTRUCTION IN ACCORDANCE WITH 11B-206.7. PLATFORM LIFTS SHALL BE PERMITTED AS ACOMPONENT OF AN ACCESSIBLE ROUTE IN AN EXISTING BUILDING OR FACILITY. 11B-206.74.80PLATFORM LIFTS SHALL COMPLY WITH ASME A18.1. PLATFORM LIFTS SHALL NOT BE ATTENDANT OPERATEDAND SHALL PROVIDE UNASSISTED ENTRY AND EXIT FROM THE LIFT. 11B-410.1CBC 11B : DIVISION 5 GENERAL SITE & BUILDING ELEMENTS11B-208 & 11B-502 PARKING5.1PARKING SPACES COMPLYING WITH 11B-502 SHALL BE PROVIDED IN ACCORDANCE WITH TABLE11B-208.2. WHERE MORE THAN ONE PARKING FACILITY IS PROVIDED ON A SITE, THE NUMBER OFACCESSIBLE SPACES PROVIDED ON THE SITE SHALL BE CALCULATED ACCORDING TO THE NUMBER OFSPACES REQUIRED FOR EACH PARKING FACILITY. 11B-208.25.2FOR EVERY SIX OR FRACTION OF SIX PARKING SPACES REQUIRED BY 11B-208.2 TO COMPLY WITH11B-502, AT LEAST ONE SHALL BE A VAN PARKING SPACE COMPLYING WITH 11B-502. 11B-208.2.45.3 PARKING SPACES COMPLYING WITH 11B-502 THAT SERVE A PARTICULAR BUILDING OR FACILITY SHALL BELOCATED ON THE SHORTEST ACCESSIBLE ROUTE FROM PARKING TO AN ENTRANCE COMPLYING WITH11B-206.4. WHERE PARKING SERVES MORE THAN ONE ACCESSIBLE ENTRANCE, PARKING SPACESCOMPLYING WITH 11B-502 SHALL BE DISPERSED AND LOCATED ON THE SHORTEST ACCESSIBLE ROUTE TOTHE ACCESSIBLE ENTRANCES. IN PARKING FACILITIES THAT DO NOT SERVE A PARTICULAR BUILDING ORFACILITY, PARKING SPACES COMPLYING WITH 11B-502 SHALL BE LOCATED ON THE SHORTEST ACCESSIBLEROUTE TO AN ACCESSIBLE PEDESTRIAN ENTRANCE OF THE PARKING FACILITY. 11B-208.3.15.4 CAR AND VAN PARKING SPACES SHALL COMPLY WITH 11B-502. WHERE PARKING SPACES ARE MARKEDWITH LINES, WIDTH MEASUREMENTS OF PARKING SPACES AND ACCESS AISLES SHALL BE MADE FROM THECENTERLINE OF THE MARKINGS. WHERE PARKING SPACES OR ACCESS AISLES ARE NOT ADJACENT TOANOTHER PARKING SPACE OR ACCESS AISLE, MEASUREMENTS SHALL BE PERMITTED TO INCLUDE THE FULLWIDTH OF THE LINE DEFINING THE PARKING SPACE OR ACCESS AISLE. 11B-502.15.5CAR AND VAN PARKING SPACES SHALL BE 216 INCHES LONG MIN. CAR PARKING SPACES SHALL BE 108INCHES WIDE MIN AND VAN PARKING SPACES SHALL BE 144 INCHES WIDE MIN, SHALL BE MARKED TODEFINE THE WIDTH, AND SHALL HAVE AN ADJACENT ACCESS AISLE COMPLYING WITH 11B-502.3. VANPARKING SPACES SHALL BE PERMITTED TO BE 108 INCHES WIDE MIN WHERE THE ACCESS AISLE IS 96INCHES WIDE MIN. 11B-502.25.6ACCESS AISLES SERVING PARKING SPACES SHALL COMPLY WITH 11B-502.3. ACCESS AISLES SHALLADJOIN AN ACCESSIBLE ROUTE. TWO PARKING SPACES SHALL BE PERMITTED TO SHARE A COMMONACCESS AISLE. 11B-502.35.7ACCESS AISLES SERVING CAR AND VAN PARKING SPACES SHALL BE 60 INCHES WIDE MIN AND SHALLEXTEND THE FULL REQUIRED LENGTH OF THE PARKING SPACES THEY SERVE. 11B-502.3.15.8 ACCESS AISLES SHALL BE MARKED WITH A BLUE PAINTED BORDERLINE AROUND THEIR PERIMETER. THEAREA WITHIN THE BLUE BORDERLINES SHALL BE MARKED WITH HATCHED LINES A MAXIMUM OF 36 INCHESON CENTER IN A COLOR CONTRASTING WITH THAT OF THE AISLE SURFACE, PREFERABLY BLUE OR WHITE.THE WORDS "NO PARKING" SHALL BE PAINTED ON THE SURFACE WITHIN EACH ACCESS AISLE IN WHITELETTERS A MINIMUM OF 12 INCHES IN HEIGHT AND LOCATED TO BE VISIBLE FROM THE ADJACENTVEHICULAR WAY. ACCESS AISLE MARKINGS MAY EXTEND BEYOND THE MINIMUM REQUIRED LENGTH.11B-502.3.35.9 ACCESS AISLES SHALL NOT OVERLAP THE VEHICULAR WAY. ACCESS AISLES SHALL BE PERMITTED TO BEPLACED ON EITHER SIDE OF THE PARKING SPACE EXCEPT FOR VAN PARKING SPACES WHICH SHALL HAVEACCESS AISLES LOCATED ON THE PASSENGER SIDE OF THE PARKING SPACES. 11B-502.3.45.10 PARKING SPACES AND ACCESS AISLES SERVING THEM SHALL COMPLY WITH 11B-302. ACCESS AISLESSHALL BE AT THE SAME LEVEL AS THE PARKING SPACES THEY SERVE. CHANGES IN LEVEL NOT PERMITTED.SLOPES NOT STEEPER THAN1:48 SHALL BE PERMITTED. 11B-502.45.11 PARKING SPACES, ACCESS AISLES AND VEHICULAR ROUTES SERVING THEM SHALL PROVIDE A VERTICALCLEARANCE OF 98 INCHES MINIMUM. 11B-502.55.12PARKING SPACE IDENTIFICATION SIGNS SHALL INCLUDE THE INTERNATIONAL SYMBOL OF ACCESSIBILITYCOMPLYING WITH 11B-703.7.2.1 IN WHITE ON A BLUE BACKGROUND. SIGNS IDENTIFYING VAN PARKINGSPACES SHALL CONTAIN ADDITIONAL LANGUAGE OR AN ADDITIONAL SIGN WITH THE DESIGNATION "VANACCESSIBLE." SIGNS SHALL BE 60 INCHES MIN ABOVE THE FINISH FLOOR OR GROUND SURFACEMEASURED TO THE BOTTOM OF THE SIGN. SIGNS LOCATED WITHIN A CIRCULATION PATH SHALL BE AMINIMUM OF 80 INCHES ABOVE THE FINISH FLOOR OR GROUND SURFACE MEASURED TO THE BOTTOM OFTHE SIGN. 11B-502.65.13PARKING IDENTIFICATION SIGNS SHALL BE REFLECTORIZED WITH A MINIMUM AREA OF 70 SQUARE INCHES.11B-502.6.15.14ADDITIONAL LANGUAGE OR AN ADDITIONAL SIGN BELOW THE INTERNATIONAL SYMBOL OF ACCESSIBILITYSHALL STATE "MINIMUM FINE $250." 11B-502.6.25.15A PARKING SPACE IDENTIFICATION SIGN SHALL BE VISIBLE FROM EACH PARKING SPACE. SIGNS SHALL BEPERMANENTLY POSTED EITHER IMMEDIATELY ADJACENT TO THE PARKING SPACE OR WITHIN THE PROJECTEDPARKING SPACE WIDTH AT THE HEAD END OF THE PARKING SPACE. SIGNS MAY ALSO BE PERMANENTLYPOSTED ON A WALL AT THE INTERIOR END OF THE PARKING SPACE. 11B-502.6.35.16EACH ACCESSIBLE CAR AND VAN SPACE SHALL HAVE SURFACE IDENTIFICATION COMPLYING WITH EITHER11B-502.6.4.1 OR 11B-502.6.4.2. 11B-502.6.4THE PARKING SPACE SHALL BE MARKED WITH AN INTERNATIONAL SYMBOL OF ACCESSIBILITYCOMPLYING WITH 11B-703.7.2.1 IN WHITE ON A BLUE BACKGROUND A MIN 36 INCHES WIDE BY36 INCHES HIGH. THE CENTERLINE OF THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE AMAX OF 6 INCHES FROM THE CENTERLINE OF THE PARKING SPACE, ITS SIDES PARALLEL TO THELENGTH OF THE PARKING SPACE AND ITS LOWER CORNER AT, OR LOWER SIDE ALIGNED WITH, THEEND OF THE PARKING SPACE LENGTH. 11B-502.6.4.2THE PARKING SPACE SHALL BE OUTLINED IN BLUE OR PAINTED BLUE AND SHALL BE MARKED WITHAN INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH 11B-703.7.2.1 A MIN 36INCHES WIDE BY 36 INCHES HIGH IN WHITE OR A SUITABLE CONTRASTING COLOR. THE CENTERLINEOF THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE A MAX OF 6 INCHES FROM THECENTERLINE OF THE PARKING SPACE, ITS SIDES PARALLEL TO THE LENGTH OF THE PARKING SPACEAND ITS LOWER CORNER AT, OR LOWER SIDE ALIGNED WITH, THE END OF THE PARKING SPACE.11B-502.6.4.25.17PARKING SPACES AND ACCESS AISLES SHALL BE DESIGNED SO THAT CARS AND VANS, WHEN PARKED,CANNOT OBSTRUCT THE REQUIRED CLEAR WIDTH OF ADJACENT ACCESSIBLE ROUTES. 11B-502.75.18PARKING SPACES AND ACCESS AISLES SHALL BE DESIGNED SO THAT PERSONS USING THEM ARE NOTREQUIRED TO TRAVEL BEHIND PARKING SPACES OTHER THAN TO PASS BEHIND THE PARKING SPACE INWHICH THEY PARKED. 11B-502.7.15.19A CURB OR WHEEL STOP SHALL BE PROVIDED IF REQUIRED TO PREVENT ENCROACHMENT OF VEHICLESOVER THE REQUIRED CLEAR WIDTH OF ADJACENT ACCESSIBLE ROUTES. 11B-502.7.25.20 AN ADDITIONAL SIGN SHALL BE POSTED EITHER; 1.) IN A CONSPICUOUS PLACE AT EACH ENTRANCE TO ANOFF-STREET PARKING FACILITY, OR 2.) IMMEDIATELY ADJACENT TO ON-SITE ACCESSIBLE PARKING ANDVISIBLE FROM EACH PARKING SPACE. THE ADDITIONAL SIGN SHALL BE NOT LESS THAN 17 WIDE INCHES BY22 INCHES HIGH AND SHALL CLEARLY STATE IN LETTERS WITH A MIN HEIGHT OF 1 INCH THE FOLLOWING:"UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHINGPLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY ATTHE OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT __________ OR BY TELEPHONING___________." BLANK SPACES ARE TO BE FILLED IN WITH APPROPRIATE INFORMATION AS A PERMANENTPART OF THE SIGN. 11B-502.8.211B-209 & 11B-503 PASSENGER DROP-OFF AND LOADING ZONES5.21PASSENGER DROP-OFF AND LOADING ZONES EXCEPT THOSE REQUIRED TO COMPLY WITH 11B-209.2.2AND 11B-209.2.3 SHALL PROVIDE AT LEAST ONE PASSENGER DROP-OFF AND LOADING ZONE COMPLYINGWITH 11B-503 IN EVERY CONTINUOUS 100 LINEAR FEET OF DROP-OFF AND LOADING ZONE SPACE, ORFRACTION THEREOF. 11B-209.2.15.22PASSENGER DROP-OFF AND LOADING ZONES SHALL PROVIDE A VEHICULAR PULL-UP SPACE 96 INCHESWIDE MINIMUM AND 20 FEET LONG MINIMUM. 11B-503.25.23 PASSENGER DROP-OFF AND LOADING ZONES SHALL PROVIDE ACCESS AISLES COMPLYING WITH 11B-503ADJACENT AND PARALLEL TO THE VEHICLE PULL-UP SPACE. ACCESS AISLES SHALL ADJOIN AN ACCESSIBLEROUTE AND SHALL NOT OVERLAP THE VEHICULAR WAY. 11B-503.35.24 ACCESS AISLES SERVING VEHICLE PULL-UP SPACES SHALL BE 60 INCHES WIDE MIN AND SHALL EXTEND THEFULL LENGTH OF THE VEHICLE PULL-UP SPACES THEY SERVE. 11B-503.3.15.25ACCESS AISLES SHALL BE MARKED WITH A PAINTED BORDERLINE AROUND THEIR PERIMETER. THE AREAWITHIN THE BORDERLINES SHALL BE MARKED WITH HATCHED LINES A MAXIMUM OF 36 INCHES ON CENTERIN A COLOR CONTRASTING WITH THAT OF THE AISLE SURFACE. 11B-503.3.35.26VEHICLE PULL-UP SPACES AND ACCESS AISLES SERVING THEM SHALL COMPLY WITH 11B-302. ACCESSAISLES SHALL BE AT THE SAME LEVEL AS THE VEHICLE PULL-UP SPACE THEY SERVE. CHANGES IN LEVEL ORSLOPES STEEPER THAN 1:48 ARE NOT PERMITTED. 11B-503.45.27VEHICLE PULL-UP SPACES, ACCESS AISLES SERVING THEM, AND A VEHICULAR ROUTE FROM AN ENTRANCETO THE PASSENGER DROP-OFF AND LOADING ZONE AND FROM THE PASSENGER DROP-OFF AND LOADINGZONE TO A VEHICULAR EXIT SHALL PROVIDE A VERTICAL CLEARANCE OF 114 INCHES MINIMUM. 11B-503.55.28EACH PASSENGER LOADING ZONE DESIGNATED FOR PERSONS WITH DISABILITIES SHALL BE IDENTIFIED WITHA REFLECTORIZED SIGN COMPLYING WITH 11B-703.5. IT SHALL BE PERMANENTLY POSTED IMMEDIATELYADJACENT TO AND VISIBLE FROM THE PASSENGER LOADING ZONE STATING "PASSENGER LOADING ZONEONLY" AND INCLUDING THE INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH 11B-703.7.2.1 INWHITE ON A DARK BLUE BACKGROUND.11B-210 & 11B-504 STAIRWAYS5.29 ALL STEPS ON A FLIGHT OF STAIRS SHALL HAVE UNIFORM RISER HEIGHTS AND UNIFORM TREAD DEPTHS.RISERS SHALL BE 4 INCHES HIGH MINIMUM AND 7 INCHES HIGH MAXIMUM. TREADS SHALL BE 11 INCHESDEEP MINIMUM. 11B-504.25.30 OPEN RISERS ARE NOT PERMITTED. 11B-504.3EXCEPTIONS:ON EXTERIOR STAIRWAYS, AN OPENING OF NOT MORE THAN 1/2 INCH MAY BE PERMITTED BETWEENTHE BASE OF THE RISER AND THE TREAD.ON EXTERIOR STAIRWAYS, RISERS CONSTRUCTED OF GRATING CONTAINING OPENINGS OF NOTMORE THAN 1/2 INCH MAY BE PERMITTED.5.31 STAIR TREADS SHALL COMPLY WITH 11B-302. CHANGES IN LEVEL ARE NOT PERMITTED. TREADS SHALL BEPERMITTED TO HAVE A SLOPE NOT STEEPER THAN 1:48. 11B-504.4.5.32INTERIOR STAIRS SHALL HAVE THE UPPER APPROACH AND LOWER TREAD MARKED BY A STRIPE PROVIDINGCLEAR VISUAL CONTRAST. EXTERIOR STAIRS SHALL HAVE THE UPPER APPROACH AND ALL TREADS MARKEDBY A STRIPE PROVIDING CLEAR VISUAL CONTRAST. THE STRIPE SHALL BE A MINIMUM OF 2 INCHES WIDETO A MAXIMUM OF 4 INCHES WIDE PLACED PARALLEL TO, AND NOT MORE THAN 1 INCH FROM, THE NOSEOF THE STEP OR UPPER APPROACH. THE STRIPE SHALL EXTEND THE FULL WIDTH OF THE STEP OR UPPERAPPROACH AND SHALL BE OF MATERIAL THAT IS AT LEAST AS SLIP RESISTANT AS THE OTHER TREADS OFTHE STAIR. A PAINTED STRIPE SHALL BE ACCEPTABLE. GROOVES SHALL NOT BE USED TO SATISFY THISREQUIREMENT. 11B-504.4.15.33THE RADIUS OF CURVATURE AT THE LEADING EDGE OF THE TREAD SHALL BE 1/2 INCH MAXIMUM. NOSINGSTHAT PROJECT BEYOND RISERS SHALL HAVE THE UNDERSIDE OF THE LEADING EDGE CURVED OR BEVELED.RISERS SHALL BE PERMITTED TO SLOPE UNDER THE TREAD AT AN ANGLE OF 30 DEGREES MAXIMUM FROMVERTICA1. THE PERMITTED PROJECTION OF THE NOSING SHALL EXTEND 1-1/4 INCHES MAXIMUM OVER THETREAD BELOW. 11B-504.55.34 STAIRS SHALL HAVE HANDRAILS COMPLYING WITH 11B-505.5.35STAIR TREADS AND LANDINGS SUBJECT TO WET CONDITIONS SHALL BE DESIGNED TO PREVENT THEACCUMULATION OF WATER. 11B-504.75.36FLOOR IDENTIFICATION SIGNS REQUIRED BY CHAPTER 10, SECTION 1023.9 COMPLYING WITH SECTIONS11B-703.1, I1B-703.2, 11B-703.3 AND 11B-703.5 SHALL BE LOCATED AT THE LANDING OF EACH FLOORLEVEL, PLACED ADJACENT TO THE DOOR ON THE LATCH SIDE, IN ALL ENCLOSED STAIRWAYS IN BUILDINGSTWO OR MORE STORIES IN HEIGHT TO IDENTIFY THE FLOOR LEVEL. AT THE EXIT DISCHARGE LEVEL, THE SIGNSHALL INCLUDE A RAISED FIVE POINTED STAR LOCATED TO THE LEFT OF THE IDENTIFYING FLOOR LEVEL. THEOUTSIDE DIAMETER OF THE STAR SHALL BE THE SAME AS THE HEIGHT OF THE RAISED CHARACTERS.11B-504.811B-505 HANDRAILS5.37 HANDRAILS PROVIDED ALONG WALKING SURFACES COMPLYING WITH 11B-403, REQUIRED AT RAMPSCOMPLYING WITH 11B-405, AND REQUIRED AT STAIRS COMPLYING WITH 11B-504 SHALL COMPLY WITH11B-505.5.38HANDRAILS SHALL BE PROVIDED ON BOTH SIDES OF STAIRS AND RAMPS. 11B-505.25.39 HANDRAILS SHALL BE CONTINUOUS WITHIN THE FULL LENGTH OF EACH STAIR FLIGHT OR RAMP RUN. INSIDEHANDRAILS ON SWITCHBACK OR DOGLEG STAIRS AND RAMPS SHALL BE CONTINUOUS BETWEEN FLIGHTSOR RUNS. 11B-505.35.40 TOP OF GRIPPING SURFACES OF HANDRAILS SHALL BE 34 INCHES (864 MM) MINIMUM AND 38 INCHESMAXIMUM VERTICALLY ABOVE WALKING SURFACES, STAIR NOSINGS, AND RAMP SURFACES. HANDRAILSSHALL BE AT A CONSISTENT HEIGHT ABOVE WALKING SURFACES, STAIR NOSINGS, AND RAMP SURFACES.11B-505.45.41CLEARANCE BETWEEN HANDRAIL GRIPPING SURFACES AND ADJACENT SURFACES SHALL BE 1-1/2 INCHESMIN. HANDRAILS MAY BE LOCATED IN A RECESS IF THE RECESS IS 3 INCHES MAX DEEP AND 18 INCHES MINCLEAR ABOVE THE TOP OF THE HANDRAIL. 11B-505.55.42HANDRAIL GRIPPING SURFACES WITH A CIRCULAR CROSS SECTION SHALL HAVE AN OUTSIDE DIAMETER OF1-1/4 INCHES MINIMUM AND 2 INCHES MAXIMUM. 11B-505.7.15.43HANDRAIL GRIPPING SURFACES AND ANY SURFACES ADJACENT TO THEM SHALL BE FREE OF SHARP ORABRASIVE ELEMENTS AND SHALL HAVE ROUNDED EDGES. 11B-505.85.44HANDRAILS SHALL NOT ROTATE WITHIN THEIR FITTINGS. 11B-505.95.45HANDRAIL GRIPPING SURFACES SHALL EXTEND BEYOND AND IN THE SAME DIRECTION OF STAIR FLIGHTSAND RAMP RUNS IN ACCORDANCE WITH 11B-505.10.5.46RAMP HANDRAILS SHALL EXTEND HORIZONTALLY ABOVE THE LANDING FOR 12 INCHES MINIMUM BEYONDTHE TOP AND BOTTOM OF RAMP RUNS. EXTENSIONS SHALL RETURN TO A WALL, GUARD, OR THE LANDINGSURFACE, OR SHALL BE CONTINUOUS TO THE HANDRAIL OF AN ADJACENT RAMP RUN. 11B-505.10.15.47AT THE TOP OF A STAIR FLIGHT, HANDRAILS SHALL EXTEND HORIZONTALLY ABOVE THE LANDING FOR 12INCHES MINIMUM BEGINNING DIRECTLY ABOVE THE FIRST RISER NOSING. EXTENSIONS SHALL RETURN TO AWALL, GUARD, OR THE LANDING SURFACE, OR SHALL BE CONTINUOUS TO THE HANDRAIL OF AN ADJACENTSTAIR FLIGHT. 11B-505.1.25.48AT THE BOTTOM OF A STAIR FLIGHT, HANDRAILS SHALL EXTEND AT THE SLOPE OF THE STAIR FLIGHT FOR AHORIZONTAL DISTANCE EQUAL TO ONE TREAD DEPTH BEYOND THE LAST RISER NOSING. THE HORIZONTALEXTENSION OF A HANDRAIL SHALL BE 12 INCHES LONG MINIMUM AND A HEIGHT EQUAL TO THAT OF THESLOPING PORTION OF THE HANDRAIL AS MESURED ABOVE THE STAIR NOSINGS. EXTENSION SHALL RETURNTO A WALL, GUARD, OR THE LANDING SURFACE OR SHALL BE CONTINUOUS TO THE HANDRAIL OF ANADJACENT STAIR FLIGHT. 11B-505.10.3CBC 11B : DIVISION 6 PLUMBING ELEMENTS AND FACILITIES11B-211 & 11B-602 DRINKING FOUNTAINS6.1 WHERE DRINKING FOUNTAINS ARE PROVIDED ON AN EXTERIOR SITE, ON A FLOOR, OR WITHIN A SECUREDAREA THEY SHALL BE PROVIDED IN ACCORDANCE WITH 11B-211.6.2NO FEWER THAN TWO DRINKING FOUNTAINS SHALL BE PROVIDED. WHEN PROVIDED, ONE DRINKINGFOUNTAIN SHALL COMPLY WITH 11B-602.1 THROUGH 11B-602.6, 11B-602.8 AND 11B-602.9 AND ONEDRINKING FOUNTAIN SHALL COMPLY WITH 11B-602.7 AND 11B-602.9.EXCEPTION:WHERE A SINGLE DRINKING FOUNTAIN COMPLIES WITH 11B-602.1 THROUGH 11B-602.9, IT SHALLBE PERMITTED TO BE SUBSTITUTED FOR TWO SEPARATE DRINKING FOUNTAINS.6.3 WHERE MORE THAN THE MINIMUM NUMBER OF DRINKING FOUNTAINS SPECIFIED IN 11B-211.2 AREPROVIDED, 50 PERCENT OF THE TOTAL NUMBER OF DRINKING FOUNTAINS PROVIDED SHALL COMPLY WITH11B-602.1 THROUGH 11B-602.6, 11B-602.8 AND 11B-602.9, AND 50 PERCENT OF THE TOTAL NUMBEROF DRINKING FOUNTAINS PROVIDED SHALL COMPLY WITH 11B-602.7 AND 11B-602.9. 11B-211.36.4UNITS SHALL HAVE A CLEAR FLOOR OR GROUND SPACE COMPLYING WITH 11B-305 POSITIONED FOR AFORWARD APPROACH AND CENTERED ON THE UNIT. KNEE AND TOE CLEARANCE COMPLYING WITH 11B-306SHALL BE PROVIDED. 11B-602.26.5OPERABLE PARTS SHALL COMPLY WITH 11B-309. THE FLOW OF WATER SHALL BE ACTIVATED BY AMANUALLY OPERATED SYSTEM THAT IS FRONT MOUNTED OR SIDE MOUNTED AND LOCATED WITHIN 6INCHES OF THE FRONT EDGE OF THE FOUNTAIN OR AN AUTOMATIC ELECTRONICALLY CONTROLLED DEVICE.11B-602.36.6 SPOUT OUTLETS SHALL BE 36 INCHES MAX ABOVE THE FINISH FLOOR OR GROUND. 11B-602.46.7THE SPOUT SHALL BE LOCATED 15 INCHES MINIMUM FROM THE VERTICAL SUPPORT AND 5 INCHESMAXIMUM FROM THE FRONT EDGE OF THE UNIT, INCLUDING BUMPERS. 11B-602.56.8 THE SPOUT SHALL PROVIDE A FLOW OF WATER 4 INCHES HIGH MIN AND SHALL BE LOCATED 5 INCHES MAXFROM THE FRONT OF THE UNIT. THE ANGLE OF THE WATER STREAM SHALL BE MEASURED HORIZONTALLYRELATIVE TO THE FRONT FACE OF THE UNIT. WHERE SPOUTS ARE LOCATED LESS THAN 3 INCHES OF THEFRONT OF THE UNIT, THE ANGLE OF THE WATER STREAM SHALL BE 30 DEGREES MAX. WHERE SPOUTS ARELOCATED BETWEEN 3 AND 5 INCHES MAX FROM THE FRONT OF THE UNIT, THE ANGLE OF THE WATERSTREAM SHALL BE 15 DEGREES MAX. 11B-602.66.9SPOUT OUTLETS OF DRINKING FOUNTAINS FOR STANDING PERSONS SHALL BE 38 INCHES MINIMUM AND43 INCHES MAXIMUM ABOVE THE FINISH FLOOR OR GROUND. 11B-602.76.10 WALL AND POST-MOUNTED CANTILEVERED DRINKING FOUNTAINS SHALL BE 18 INCHES MINIMUM AND 19INCHES MAXIMUM IN DEPTH. 11B-602.86.11ALL DRINKING FOUNTAINS SHALL EITHER BE LOCATED COMPLETELY WITHIN ALCOVES, POSITIONEDCOMPLETELY BETWEEN WING WALLS, OR OTHERWISE POSITIONED SO AS NOT TO ENCROACH INTOPEDESTRIAN WAYS. THE PROTECTED AREA WITHIN WHICH A DRINKING FOUNTAIN IS LOCATED SHALL BE 32INCHES WIDE MINIMUM AND 18 INCHES DEEP MINIMUM, AND SHALL COMPLY WITH 11B-305.7. WHENUSED, WING WALLS OR BARRIERS SHALL PROJECT HORIZONTALLY AT LEAST AS FAR AS THE DRINKINGFOUNTAIN AND TO WITHIN 6 INCHES VERTICALLY FROM THE FLOOR OR GROUND SURFACE. 11B-602.911B-213 & 11B-603 TOILET AND BATHING ROOMS6.12 WHERE MULTIPLE SINGLE USER TOILET ROOMS ARE CLUSTERED AT A SINGLE LOCATION, 50 PERCENT, BUTNO FEWER THAN ONE, OF THE SINGLE USER TOILET ROOMS FOR EACH USE AT EACH CLUSTER SHALLCOMPLY WITH 11B-603. 11B-213.26.13UNISEX (SINGLE USER OR FAMILY) TOILET ROOMS SHALL CONTAIN NOT MORE THAN ONE LAVATORY, ANDNOT MORE THAN TWO WATER CLOSETS WITHOUT URINALS OR ONE WATER CLOSET AND ONE URINAL.UNISEX BATHING ROOMS SHALL CONTAIN ONE SHOWER OR ONE SHOWER AND ONE BATHTUB, ONELAVATORY, AND ONE WATER CLOSET. DOORS TO UNISEX TOILET ROOMS AND UNISEX BATHING ROOMSSHALL HAVE PRIVACY LATCHES. 11B-213.2.16.14WHERE TOILET COMPARTMENTS ARE PROVIDED, AT LEAST 5 PERCENT OF THE TOILET COMPARTMENTS, ORFIVE PERCENT OF THE COMBINATION OF TOILET COMPARTMENTS AND URINALS, BUT NO FEWER THAN ONETOILET COMPARTMENT SHALL COMPLY WITH 11B-604.8.1. IN ADDITION TO THE COMPARTMENTS REQUIREDTO COMPLY WITH 11B-604.8.1, WHERE SIX OR MORE TOILET COMPARTMENTS ARE PROVIDED, OR WHERETHE COMBINATION OF URINALS AND WATER CLOSETS TOTALS SIX OR MORE FIXTURES, TOILETCOMPARTMENTS COMPLYING WITH 11B-604.8.2 SHALL BE PROVIDED IN THE SAME QUANTITY AS THETOILET COMPARTMENTS REQUIRED TO COMPLY WITH 11B-604.8.1. 11B-213.3.16.15WHERE WATER CLOSETS ARE PROVIDED, AT LEAST 5 PERCENT BUT NO FEWER THAN ONE SHALL COMPLYWITH 11B-604. 11B-213.3.26.16 WHERE ONE OR MORE URINALS ARE PROVIDED, AT LEAST 10 PERCENT BUT NO FEWER THAN ONE SHALLCOMPLY WITH 11B-605. 11B-213.3.36.17WHERE LAVATORIES ARE PROVIDED, AT LEAST 10 PERCENT BUT NO FEWER THAN ONE SHALL COMPLY WITH11B-606 AND SHALL NOT BE LOCATED IN A TOILET COMPARTMENT. 11B-213.3.46.18WHERE MIRRORS ARE PROVIDED, AT LEAST ONE SHALL COMPLY WITH 11B-603.3. 11B-213.3.56.19WHERE BATHTUBS OR SHOWERS ARE PROVIDED, AT LEAST ONE BATHTUB COMPLYING WITH 11B-607 ORAT LEAST ONE SHOWER COMPLYING WITH 11B-608 SHALL BE PROVIDED. WHERE TWO OR MOREACCESSIBLE SHOWERS ARE PROVIDED WITHIN THE SAME FUNCTIONAL AREA, AT LEAST ONE SHOWER SHALLBE OPPOSITE HAND FROM THE OTHER OR OTHERS (THAT IS, ONE LEFT-HAND CONTROLS VERSUSRIGHT-HAND CONTROLS). 11B-213.3.66.20 WHERE COAT HOOKS OR SHELVES ARE PROVIDED IN TOILET ROOMS WITHOUT TOILET COMPARTMENTS, ATLEAST ONE OF EACH TYPE SHALL COMPLY WITH 11B-603.4. WHERE COAT HOOKS OR SHELVES AREPROVIDED IN TOILET COMPARTMENTS, AT LEAST ONE OF EACH TYPE COMPLYING WITH 11B-604.8.3 SHALLBE PROVIDED IN TOILET COMPARTMENTS REQUIRED TO COMPLY WITH 11B-213.3.1. WHERE COAT HOOKSOR SHELVES ARE PROVIDED IN BATHING FACILITIES, AT LEAST ONE OF EACH TYPE COMPLYING WITH11B-603.4 SHALL SERVE FIXTURES REQUIRED TO COMPLY WITH 11B-213.3.6. 11B-213.3.66.21TURNING SPACE COMPLYING WITH 11B-304 SHALL BE PROVIDED WITHIN THE ROOM. 11B-603.2.16.22 REQUIRED CLEAR FLOOR SPACES, CLEARANCE AT FIXTURES, AND TURNING SPACE SHALL BE PERMITTED TOOVERLAP. 11B-603.2.26.23 DOORS SHALL NOT SWING INTO THE CLEAR FLOOR SPACE OR CLEARANCE REQUIRED FOR ANY FIXTURE.DOORS TO ACCESSIBLE WATER CLOSET COMPARTMENTS SHALL BE PERMITTED TO ENCROACH INTO THETURNING SPACE WITHOUT LIMITATION. OTHER THAN DOORS TO ACCESSIBLE WATER COMPARTMENTS, ADOOR IN ANY POSITION, SHALL BE PERMITTED TO ENCROACH INTO THE TURNING SPACE BY 12 INCHESMAX. 11B-603.2.3EXCEPTION: WHERE THE TOILET ROOM OR BATHING ROOM IS FOR INDIVIDUAL USE AND A CLEARFLOOR SPACE COMPLYING WITH 11B-305.3 IS PROVIDED WITHIN THE ROOM BEYOND THE ARC OFTHE DOOR SWING, DOORS SHALL BE PERMITTED TO SWING INTO THE CLEAR FLOOR SPACE ORCLEARANCE REQUIRED FOR ANY FIXTURE.6.24 MIRRORS LOCATED ABOVE LAVATORIES OR COUNTERTOPS SHALL BE INSTALLED WITH THE BOTTOM EDGEOF THE REFLECTING SURFACE 40 INCHES MAXIMUM ABOVE THE FINISH FLOOR OR GROUND. MIRRORS NOTLOCATED ABOVE LAVATORIES OR COUNTERTOPS SHALL BE INSTALLED WITH THE BOTTOM EDGE OF THEREFLECTING SURFACE 35 INCHES (889 MM) MAXIMUM ABOVE THE FINISH FLOOR OR GROUND. 11B-603.36.25 COAT HOOKS SHALL BE LOCATED WITHIN ONE OF THE REACH RANGES SPECIFIED IN 11B-308. SHELVESSHALL BE LOCATED 40 INCHES MINIMUM AND 48 INCHES MAXIMUM ABOVE THE FINISH FLOOR. MEDICINECABINETS SHALL BE LOCATED WITH A USABLE SHELF NO HIGHER THAN 44 INCHES MAXIMUM ABOVE THEFINISH FLOOR. 11B-603.46.26WHERE TOWEL OR SANITARY NAPKIN DISPENSERS, WASTE RECEPTACLES, OR OTHER ACCESSORIES AREPROVIDED IN TOILET FACILITIES, AT LEAST ONE OF EACH TYPE SHALL BE LOCATED ON AN ACCESSIBLEROUTE. ALL OPERABLE PARTS, INCLUDING COIN SLOTS, SHALL BE 40 INCHES MAXIMUM ABOVE THE FINISHFLOOR. 11B-603.511B-703.7.2.6 RESTROOM SIGNAGE6.27MEN'S TOILET AND BATHING FACILITIES SHALL BE IDENTIFIED BY AN EQUILATERAL TRIANGLE, 1/4 INCH THICKWITH EDGES 12 INCHES LONG AND A VERTEX POINTING UPWARD. THE COLOR OF THE TRIANGLE SHALLCONTRAST WITH THE COLOR OF THE DOOR OR SURFACE ON WHICH THE TRIANGLE SYMBOL IS MOUNTED,EITHER LIGHT ON A DARK BACKGROUND OR DARK ON A LIGHT BACKGROUND. 11B-703.7.2.6.16.28WOMEN'S TOILET AND BATHING FACILITIES SHALL BE IDENTIFIED BY A CIRCLE, 1/4 INCH THICK AND 12INCHES IN DIAMETER. THE COLOR OF THE CIRCLE SYMBOL SHALL CONTRAST WITH THE COLOR OF THEDOOR OR SURFACE ON WHICH THE CIRCLE SYMBOL IS MOUNTED, EITHER LIGHT ON A DARK BACKGROUNDOR DARK ON A LIGHT BACKGROUND. 11B-703.7.2.6.26.29 UNISEX TOILET AND BATHING FACILITIES SHALL BE IDENTIFIED BY A COMBINED CIRCLE & TRIANGLE SYMBOL,1/4 INCH THICK AND 12 INCHES IN DIAMETER WITH A 14 INCH THICK TRIANGLE WITH A VERTEX POINTINGUPWARD SUPERIMPOSED ON THE CIRCLE AND WITHIN THE 12-INCH DIAMETER. THE TRIANGLE SYMBOLSHALL CONTRAST WITH THE CIRCLE SYMBOL, EITHER LIGHT ON A DARK BACKGROUND OR DARK ON A LIGHTBACKGROUND. THE CIRCLE SYMBOL SHALL CONTRAST WITH THE DOOR, EITHER LIGHT ON A DARKBACKGROUND OR DARK ON A LIGHT BACKGROUND. 11B-703.7.2.6.311B-604 WATER CLOSETS AND TOILET COMPARTMENTS6.30 THE WATER CLOSET SHALL BE POSITIONED WITH A WALL OR PARTITION TO THE REAR AND TO ONE SIDE. THECENTERLINE OF THE WATER CLOSET SHALL BE 17 INCHES MINIMUM TO I8 INCHES MAXIMUM FROM THESIDE WALL OR PARTITION, EXCEPT THAT THE WATER CLOSET SHALL BE 17 INCHES MINIMUM AND 19 INCHESMAXIMUM FROM THE SIDE WALL OR PARTITION IN THE AMBULATORY ACCESSIBLE TOILET COMPARTMENTSPECIFIED IN 11B-604.8.2. WATER CLOSETS SHALL BE ARRANGED FOR A LEFT-HAND OR RIGHT-HANDAPPROACH. 11B-604.26.31 CLEARANCE AROUND A WATER CLOSET SHALL BE 60 INCHES MINIMUM MEASURED PERPENDICULAR FROMTHE SIDE WALL AND 56 INCHES MINIMUM MEASURED PERPENDICULAR FROM THE REAR WALL. A MINIMUM60 INCHES WIDE AND 48 INCHES DEEP MANEUVERING SPACE SHALL BE PROVIDED IN FRONT OF THE WATERCLOSET. 11B-604.3.16.32THE REQUIRED CLEARANCE AROUND THE WATER CLOSET SHALL BE PERMITTED TO OVERLAP THE WATERCLOSET, ASSOCIATED GRAB BARS, DISPENSERS, SANITARY NAPKIN DISPOSAL UNITS, COAT HOOKS,SHELVES, ACCESSIBLE ROUTES, CLEAR FLOOR SPACE AND CLEARANCES REQUIRED AT OTHER FIXTURES,AND THE TURNING SPACE. NO OTHER FIXTURES OR OBSTRUCTIONS SHALL BE LOCATED WITHIN THEREQUIRED WATER CLOSET CLEARANCE. 11B-604.3.26.33THE SEAT HEIGHT OF A WATER CLOSET ABOVE THE FINISH FLOOR SHALL BE 17 INCHES MINIMUM AND 19INCHES MAXIMUM MEASURED TO THE TOP OF THE SEAT. SEATS SHALL NOT BE SPRUNG TO RETURN TO ALIFTED POSITION. SEATS SHALL BE 2 INCHES HIGH MAXIMUM. 11B-604.46.34GRAB BARS FOR WATER CLOSETS SHALL COMPLY WITH 11 B-609. GRAB BARS SHALL BE PROVIDED ONTHE SIDE WALL CLOSEST TO THE WATER CLOSET AND ON THE REAR WALL. WHERE SEPARATE GRAB BARSARE REQUIRED ON ADJACENT WALLS AT A COMMON MOUNTING HEIGHT, AN L-SHAPED GRAB BAR MEETINGTHE DIMENSIONAL REQUIREMENTS OF 11B-604.5.1 AND 11B-604.5.2 SHALL BE PERMITTED. 11B-604.56.35THE SIDE WALL GRAB BAR SHALL BE 42 INCHES LONG MINIMUM, LOCATED 12 INCHES MAXIMUM FROM THEREAR WALL AND EXTENDING 54 INCHES MINIMUM FROM THE REAR WALL WITH THE FRONT END POSITIONED24 INCHES MINIMUM IN FRONT OF THE WATER CLOSET. 11B-604.5.16.36THE REAR WALL GRAB BAR SHALL BE 36 INCHES LONG MINIMUM AND EXTEND FROM THE CENTERLINE OFTHE WATER CLOSET 12 INCHES MINIMUM ON ONE SIDE AND 24 INCHES MINIMUM ON THE OTHER SIDE.11B-604.5.26.37FLUSH CONTROLS SHALL BE HAND OPERATED OR AUTOMATIC. HAND OPERATED FLUSH CONTROLS SHALLCOMPLY WITH 11B-309 EXCEPT THEY SHALL BE LOCATED 44 INCHES MAXIMUM ABOVE THE FLOOR. FLUSHCONTROLS SHALL BE LOCATED ON THE OPEN SIDE OF THE WATER CLOSET EXCEPT IN AMBULATORYACCESSIBLE COMPARTMENTS COMPLYING WITH 11B-604.8.2. 11B-604.66.38 TOILET PAPER DISPENSERS SHALL COMPLY WITH 11B-309.4 AND SHALL BE 7 INCHES MINIMUM AND 9INCHES MAXIMUM IN FRONT OF THE WATER CLOSET MEASURED TO THE CENTERLINE OF THE DISPENSER.THE OUTLET OF THE DISPENSER SHALL BE BELOW THE GRAB BAR, 19 INCHES MINIMUM ABOVE THE FINISHFLOOR AND SHALL NOT BE LOCATED BEHIND GRAB BARS. DISPENSERS SHALL NOT BE OF A TYPE THATCONTROLS DELIVERY OR THAT DOES NOT ALLOW CONTINUOUS PAPER FLOW. 11B-604.711B-604.8 TOILET COMPARTMENTS6.39 WHEELCHAIR ACCESSIBLE TOILET COMPARTMENTS SHALL MEET THE REQUIREMENTS OF 11B-604.8.1 AND11B-604.8.3. COMPARTMENTS CONTAINING MORE THAN ONE PLUMBING FIXTURE SHALL COMPLY WITH11B-603. AMBULATORY ACCESSIBLE COMPARTMENTS SHALL COMPLY WITH 11B-604.8.2 AND11B-604.8.3. 11B-604.86.40WHEELCHAIR ACCESSIBLE COMPARTMENTS SHALL BE 60 INCHES WIDE MINIMUM MEASUREDPERPENDICULAR TO THE SIDE WALL, AND 56 INCHES DEEP MINIMUM FOR WALL HUNG WATER CLOSETS AND59 INCHES DEEP MINIMUM FOR FLOOR MOUNTED WATER CLOSETS MEASURED PERPENDICULAR TO THEREAR WALL. 11B-604.8.16.41IN A WHEELCHAIR ACCESSIBLE COMPARTMENT WITH AN IN-SWINGING DOOR, A MINIMUM 60 INCHES WIDEBY 36 INCHES DEEP MANEUVERING SPACE SHALL BE PROVIDED IN FRONT OF THE CLEARANCE REQUIRED IN11B-604. 8.1.1. 11B-604.8.1.1.16.42IN A WHEELCHAIR ACCESSIBLE COMPARTMENT WITH A DOOR LOCATED IN THE SIDE WALL OR PARTITION,EITHER IN-SWINGING OR OUT-SWINGING, A MIN. 60 INCHES WIDE AND 60 INCHES DEEP MANEUVERINGSPACE SHALL BE PROVIDED IN FRONT OF THE WATER CLOSET. 11B-604.8.1.1.26.43IN A WHEELCHAIR ACCESSIBLE COMPARTMENT WITH A DOOR LOCATED IN THE FRONT WALL OR PARTITION(FACING THE WATER CLOSET), EITHER IN-SWINGING OR OUT-SWINGING, A MINIMUM 60 INCHES WIDE AND48 INCHES DEEP MANEUVERING SPACE SHALL BE PROVIDED IN FRONT OF THE WATER CLOSET.11B-604.8.1.1.36.44 TOILET COMPARTMENT DOORS, INCLUDING DOOR HARDWARE, SHALL COMPLY WITH 11B-404 EXCEPT THATIF THE APPROACH IS FROM THE PUSH SIDE OF THE COMPARTMENT DOOR, CLEARANCE BETWEEN THE DOORSIDE OF THE COMPARTMENT AND ANY OBSTRUCTION SHALL BE 48 INCHES MIN. MEASUREDPERPENDICULAR TO THE COMPARTMENT DOOR IN ITS CLOSED POSITION. DOORS SHALL BE LOCATED INTHE FRONT PARTITION OR IN THE SIDE WALL OR PARTITION FARTHEST FROM THE WATER CLOSET. WHERELOCATED IN THE FRONT PARTITION, THE DOOR OPENING SHALL BE 4 INCHES MAX. FROM THE SIDE WALL ORPARTITION FARTHEST FROM THE WATER CLOSET. WHERE LOCATED IN THE SIDE WALL OR PARTITION, THEDOOR OPENING SHALL BE 4 INCHES MAX. FROM THE FRONT PARTITION. THE DOOR SHALL BESELF-CLOSING. A DOOR PULL COMPLYING WITH 11B-404.2.7 SHALL BE PLACED ON BOTH SIDES OF THEDOOR NEAR THE LATCH. DOORS SHALL NOT SWING INTO THE CLEAR FLOOR SPACE OR CLEARANCEREQUIRED FOR ANY FIXTURE. DOORS MAY SWING INTO THAT PORTION OF MANEUVERING SPACE WHICHDOES NOT OVERLAP THE CLEARANCE REQUIRED AT A WATER CLOSET. WHEN LOCATED AT THE SIDE OF ATOILET COMPARTMENT, THE TOILET COMPARTMENT DOOR OPENING SHALL PROVIDE A CLEAR WIDTH OF 34INCHES. 11B-604.8.1.26.45 AT A COMPARTMENT OF LESS THAN 67 INCHES WIDE, AT LEAST ONE SIDE PARTITION SHALL PROVIDE A TOECLEARANCE OF 9 INCHES MINIMUM ABOVE THE FINISH FLOOR AND 6 INCHES DEEP MINIMUM BEYOND THECOMPARTMENT-SIDE FACE OF THE PARTITION, EXCLUSIVE OF PARTITION SUPPORT MEMBERS. PARTITIONCOMPONENTS AT TOE CLEARANCES SHALL BE SMOOTH WITHOUT SHARP EDGES OR ABRASIVE SURFACES.11B-604.8.1.46.46AMBULATORY ACCESSIBLE COMPARTMENTS SHALL HAVE A DEPTH OF 60 INCHES MINIMUM AND A WIDTHOF 35 INCHES MINIMUM AND 37 INCHES MAXIMUM. 11B-604.8.2.16.47AMBULATORY ACCESSIBLE TOILET COMPARTMENT DOORS, INCLUDING DOOR HARDWARE, SHALL COMPLYWITH 11B-404, EXCEPT THAT IF THE APPROACH IS TO THE LATCH SIDE OF THE COMPARTMENT DOOR,CLEARANCE BETWEEN THE DOOR SIDE OF THE COMPARTMENT AND ANY OBSTRUCTION SHALL BE 44INCHES MINIMUM. THE DOOR SHALL BE SELF-CLOSING. A DOOR PULL COMPLYING WITH 11B-404.2.7SHALL BE PLACED ON BOTH SIDES OF THE DOOR NEAR THE LATCH. TOILET COMPARTMENT DOORS SHALLNOT SWING INTO THE MINIMUM REQUIRED COMPARTMENT AREA. 11B-604.8.2.26.48AT AMBULATORY ACCESSIBLE TOILET COMPARTMENTS, GRAB BARS SHALL COMPLY WITH 11B-609. ASIDE-WALL GRAB BAR COMPLYING WITH 11B-604.5.1 SHALL BE PROVIDED ON BOTH SIDES OF THECOMPARTMENT. 11B-604.8.2.311B-605 URINALS6.49 URINALS SHALL BE THE STALL-TYPE OR THE WALL-HUNG TYPE WITH THE RIM 17 INCHES MAX ABOVE THEFINISH FLOOR OR GROUND. URINALS SHALL BE 13-1/ 2 INCHES DEEP MIN MEASURED FROM THE OUTERFACE OF THE URINAL RIM TO THE BACK OF THE FIXTURE. 11B-605.26.50 A CLEAR FLOOR OR GROUND SPACE COMPLYING WITH 11B-305 POSITIONED FOR FORWARD APPROACHSHALL BE PROVIDED. 11B-605.36.51FLUSH CONTROLS SHALL BE HAND OPERATED OR AUTOMATIC. HAND OPERATED FLUSH CONTROLS SHALLCOMPLY WITH 11B-309 EXCEPT THAT THE FLUSH CONTROL SHALL BE MOUNTED AT A MAXIMUM HEIGHT OF44 INCHES ABOVE THE FINISH FLOOR. 11B-605.411B-606 LAVATORIES AND SINKS6.52A CLEAR FLOOR SPACE COMPLYING WITH 11B-305, POSITIONED FOR A FORWARD APPROACH, AND KNEEAND TOE CLEARANCE COMPLYING WITH 11B-306 SHALL BE PROVIDED. A PARALLEL APPROACH COMPLYINGWITH 11B-305 SHALL BE PERMITTED TO A KITCHEN SINK IN A SPACE WHERE A COOK TOP ORCONVENTIONAL RANGE IS NOT PROVIDED AND TO WET BARS. 11B-606.26.53LAVATORIES AND SINKS SHALL BE INSTALLED WITH THE FRONT OF THE HIGHER OF THE RIM OR COUNTERSURFACE 34 INCHES MAXIMUM ABOVE THE FINISH FLOOR OR GROUND. 11B-606.36.54 CONTROLS FOR FAUCETS SHALL COMPLY WITH 11B-309. HAND-OPERATED METERING FAUCETS SHALLREMAIN OPEN FOR 10 SECONDS MINIMUM. 11B-606.36.55WATER SUPPLY AND DRAIN PIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISECONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDERLAVATORIES AND SINKS. 11B-606.56.56LAVATORIES, WHEN LOCATED ADJACENT TO A SIDE WALL OR PARTITION, SHALL BE A MINIMUM OF 18INCHES TO THE CENTERLINE OF THE FIXTURE. 11B-606.66.57 SINKS SHALL BE 6 1/2 INCHES DEEP MAXIMUM.11B-608 SHOWER COMPARTMENTS6.58 SHOWER COMPARTMENTS SHALL HAVE SIZES AND CLEARANCES COMPLYING WITH 11B-608.2.6.59GRAB BARS SHALL COMPLY WITH 11B-609 AND SHALL BE PROVIDED IN ACCORDANCE WITH 11B-608.3.WHERE MULTIPLE GRAB BARS ARE USED, REQUIRED HORIZONTAL GRAB BARS SHALL BE INSTALLED AT THESAME HEIGHT ABOVE THE FINISH FLOOR. WHERE SEPARATE GRAB BARS ARE REQUIRED ON ADJACENTWALLS AT A COMMON MOUNTING HEIGHT, AN L-SHAPED OR V-SHAPED GRAB BAR MEETING THEDIMENSIONAL REQUIREMENTS OF 11B-608.3.2 OR 11B-608.3.3 SHALL BE PERMITTED. 11B-608.36.60 A FOLDING SEAT SHALL BE PROVIDED IN ROLL-IN TYPE SHOWERS. SEATS SHALL COMPLY WITH 11B-61 O.11B-608.46.61 CONTROLS, FAUCETS, AND SHOWER SPRAY UNITS SHALL COMPLY WITH 11B-309.4. CONTROLS ANDFAUCETS SHALL ALLOW THE USER TO CLOSE AND OPEN THE WATER SUPPLY. 11B-608.56.62THRESHOLDS IN ROLL-IN TYPE SHOWER COMPARTMENTS SHALL BE 1/2 INCH HIGH MAXIMUM INACCORDANCE WITH 11B-303. 11B-608.76.63ENCLOSURES FOR SHOWER COMPARTMENTS SHALL NOT OBSTRUCT CONTROLS, FAUCETS, AND SHOWERSPRAY UNITS OR OBSTRUCT TRANSFER FROM WHEELCHAIRS ONTO SHOWER SEATS. 11B-608.86.64FLOOR OR GROUND SURFACES OF SHOWERS SHALL COMPLY WITH 11B-302.1 AND SHALL BE SLOPED 1:48MAXIMUM IN ANY DIRECTION. WHERE DRAINS ARE PROVIDED, GRATE OPENINGS SHALL BE 1/4 INCHMAXIMUM AND FLUSH WITH THE FLOOR SURFACE. 11B-608.96.65WHERE A SOAP DISH IS PROVIDED, IT SHALL BE LOCATED ON THE CONTROL WALL AT 40 INCHES MAXABOVE THE SHOWER FLOOR, AND WITHIN THE REACH LIMITS FROM THE SEAT. 11B-608.1011B-609 GRAB BARS6.66GRAB BARS SHALL HAVE A CROSS SECTION COMPLYING WITH 11B-609.2.1 OR I1B-609.2.2.6.67 THE SPACE BETWEEN THE WALL AND THE GRAB BAR SHALL BE 1-1/2 INCHES. THE SPACE BETWEEN THEGRAB BAR AND PROJECTING OBJECTS BELOW AND AT THE ENDS SHALL BE 1-1/2 INCHES MINIMUM. THESPACE BETWEEN THE GRAB BAR AND PROJECTING OBJECTS ABOVE SHALL BE 12 INCHES MINIMUM.11B-609.36.68 GRAB BARS SHALL BE INSTALLED IN A HORIZONTAL POSITION, 33 INCHES MINIMUM AND 36 INCHESMAXIMUM ABOVE THE FINISH FLOOR MEASURED TO THE TOP OF THE GRIPPING SURFACE. 11B-609.46.69GRAB BARS AND ANY WALL OR OTHER SURFACES ADJACENT TO GRAB BARS SHALL BE FREE OF SHARP ORABRASIVE ELEMENTS AND SHALL HAVE ROUNDED EDGES. 11B-609.56.70 GRAB BARS SHALL NOT ROTATE WITHIN THEIR FITTINGS. 11B-609.66.71GRAB BARS SHALL BE INSTALLED IN ANY MANNER THAT PROVIDES A GRIPPING SURFACE AT THE SPECIFIEDLOCATIONS AND THAT DOES NOT OBSTRUCT THE REQUIRED CLEAR FLOOR SPACE. 11B-609.76.72ALLOWABLE STRESSES SHALL NOT BE EXCEEDED FOR MATERIALS USED WHEN A VERTICAL OR HORIZONTALFORCE OF 250 POUNDS IS APPLIED AT ANY POINT ON THE GRAB BAR, FASTENER, MOUNTING DEVICE, ORSUPPORTING STRUCTURE. 11B-609.8CBC 11B : DIVISION 7 COMMUNICATION ELEMENTS & FEATURES11B-702 FIRE ALARM SYSTEMS7.1FIRE ALARM SYSTEMS SHALL HAVE PERMANENTLY INSTALLED AUDIBLE AND VISIBLE ALARMS COMPLYINGWITH NFPA 72 AND CHAPTER 9, SECTIONS 907.5.2.1 AND 907.5.2.3.11B-703 SIGNS7.2SIGNS SHALL COMPLY WITH 11B-703. WHERE BOTH VISUAL AND TACTILE CHARACTERS ARE REQUIRED,EITHER ONE SIGN WITH BOTH VISUAL AND TACTILE CHARACTERS, OR TWO SEPARATE SIGNS, ONE WITHVISUAL, AND ONE WITH TACTILE CHARACTERS, SHALL BE PROVIDED. 11B-703.17.3RAISED CHARACTERS SHALL COMPLY WITH 11B-703.2 AND SHALL BE DUPLICATED IN BRAILLE COMPLYINGWITH 11B-703.3. RAISED CHARACTERS SHALL BE INSTALLED IN ACCORDANCE WITH SECTION 11B-703.4.11B-703.27.4BRAILLE SHALL BE CONTRACTED (GRADE 2) AND SHALL COMPLY WITH 11B-703.3 AND 11B-703.4.7.5 SIGNS WITH TACTILE CHARACTERS SHALL COMPLY WITH 11B-703.4.7.6TACTILE CHARACTERS ON SIGNS SHALL BE LOCATED 48 INCHES MINIMUM ABOVE THE FINISH FLOOR ORGROUND SURFACE, MEASURED FROM THE BASELINE OF THE LOWEST BRAILLE CELLS AND 60 INCHESMAXIMUM ABOVE THE FINISH OR GROUND SURFACE, MEASURED FROM THE BASELINE OF THE HIGHEST LINEOF RAISED CHARACTERS. 11B-703.4.17.7WHERE A TACTILE SIGN IS PROVIDED AT A DOOR, THE SIGN SHALL BE LOCATED ALONGSIDE THE DOOR ATTHE LATCH SIDE. WHERE A TACTILE SIGN IS PROVIDED AT DOUBLE DOORS WITH ONE ACTIVE LEAF, THE SIGNSHALL BE LOCATED ON THE INACTIVE LEAF. WHERE A TACTILE SIGN IS PROVIDED AT DOUBLE DOORS WITHTWO ACTIVE LEAFS, THE SIGN SHALL BE LOCATED TO THE RIGHT OF THE RIGHT HAND DOOR. WHERE THEREIS NO WALL SPACE AT THE LATCH SIDE OF A SINGLE DOOR OR AT THE RIGHT SIDE OF DOUBLE DOORS,SIGNS SHALL BE LOCATED ON THE NEAREST ADJACENT WALL. SIGNS CONTAINING TACTILE CHARACTERSSHALL BE LOCATED SO THAT A CLEAR FLOOR SPACE OF 18 INCHES MINIMUM BY 18 INCHES MINIMUM,CENTERED ON THE TACTILE CHARACTERS, IS PROVIDED BEYOND THE ARC OF ANY DOOR SWING BETWEENTHE CLOSED POSITION AND 45 DEGREE OPEN POSITION. WHERE PROVIDED, SIGNS IDENTIFYINGPERMANENT ROOMS AND SPACES SHALL BE LOCATED AT THE ENTRANCE TO, AND OUTSIDE OF THE ROOMOR SPACE. WHERE PROVIDED, SIGNS IDENTIFYING EXITS SHALL BE LOCATED AT THE EXIT DOOR WHENAPPROACHED IN THE DIRECTION OF EGRESS TRAVEL. 11B -703.4.27.8 VISUAL CHARACTERS SHALL COMPLY WITH 11B-703.5.11B-247 & 11B-705 DETECTABLE WARNINGS AND DETECTABLE DIRECTIONAL TEXTURE7.9 CURB RAMPS SHALL HAVE DETECTABLE WARNINGS COMPLYING WITH 11B-705.1.1 AND 11B-705.1.2.2.11B-247.1.2.27.10 ISLANDS OR CUT-THROUGH MEDIANS SHALL HAVE DETECTABLE WARNINGS COMPLYING WITH 11B-705.1.1AND 11B-705.1.2.3. 11B-247.1.2.37.11 IF A WALK CROSSES OR ADJOINS A VEHICULAR WAY, AND THE WALKING SURFACES ARE NOT SEPARATED BYCURBS, RAILINGS OR OTHER ELEMENTS BETWEEN THE PEDESTRIAN AREAS AND VEHICULAR AREAS, THEBOUNDARY BETWEEN THE AREAS SHALL BE DEFINED BY A CONTINUOUS DETECTABLE WARNING COMPLYINGWITH 11B-705.1.1 AND 11B-705.1.2.5. 11B-247.1.2.57.12DETECTABLE WARNINGS SHALL CONSIST OF A SURFACE OF TRUNCATED DOMES AND SHALL COMPLY WITH11B-705.7.13TRUNCATED DOMES IN A DETECTABLE WARNING SURFACE SHALL HAVE A BASE DIAMETER OF 0.9 INCHMINIMUM AND 0.92 INCH MAXIMUM, A TOP DIAMETER OF 0.45 INCH MINIMUM AND 0.47 INCH MAXIMUM,AND A HEIGHT OF 0.2 INCH . 11B-705.1.1.17.14TRUNCATED DOMES IN A DETECTABLE WARNING SURFACE SHALL HAVE A CENTER-TO-CENTER SPACING OF2.3 INCHES MINIMUM AND 2.4 INCHES MAXIMUM, AND A BASE-TO-BASE SPACING OF 0.65 INCHMINIMUM, MEASURED BETWEEN THE MOST ADJACENT DOMES ON A SQUARE GRID. 11B-705.1.1.27.15DETECTABLE WARNING SURFACES AT HAZARDOUS VEHICULAR AREAS SHALL COMPLY WITH11B-705.1.1.3.1. DETECTABLE WARNINGS AT OTHER LOCATIONS SHALL COMPLY WITH EITHER11B-705.1.1.3.1 OR 11B-705.1.1.3.2. THE MATERIAL USED TO PROVIDE A VISUAL CONTRAST SHALL BEAN INTEGRAL PART OF THE SURFACE. 11B-705.1.1.37.16DETECTABLE WARNINGS AT CURB RAMPS SHALL EXTEND 36 INCHES IN THE DIRECTION OF TRAVEL.DETECTABLE WARNINGS SHALL EXTEND THE FULL WIDTH OF THE RAMP RUN LESS 2 INCHES MAXIMUM ONEACH SIDE, EXCLUDING ANY FLARED SIDES. DETECTABLE WARNINGS SHALL BE LOCATED SO THE EDGENEAREST THE CURB IS 6 INCHES MINIMUM AND 8 INCHES MAXIMUM FROM THE LINE AT THE FACE OF THECURB MARKING THE TRANSITION BETWEEN THE CURB AND THE GUTTER, STREET OR HIGHWAY.11B-705.1.2.27.17DETECTABLE WARNINGS AT PEDESTRIAN ISLANDS OR CUT THROUGH MEDIANS SHALL BE 36 INCHESMINIMUM IN DEPTH EXTENDING THE FULL WIDTH OF THE PEDESTRIAN PATH OR CUT-THROUGH LESS 2INCHES MAXIMUM ON EACH SIDE, PLACED AT THE EDGES OF THE PEDESTRIAN ISLAND OR CUT-THROUGHMEDIAN, AND SHALL BE SEPARATED BY 24 INCHES MINIMUM OF WALKING SURFACE WITHOUT DETECTABLEWARNINGS. 11B-705.1.2.37.18 DETECTABLE WARNINGS AT HAZARDOUS VEHICULAR AREAS SHALL BE 36 INCHES IN WIDTH. 11B-705.1.2.5CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM EXITDISCHARGEEXIT EP.1MAXIMUM OVERALL DIAGONAL =329'-9"DISTANCE BE TW E EN E X ITS =270 ' -2 1 /2 "1/3 MAX IMUM D IAGONA L = 109 ' -11 " DN CR007007A 008 DN72 EQUIPMENT PLATFORM43,108 SF1/30014371EXITDISCHARGEEXIT EP.2CRFEFEFEFEFE80'-9"19'-2"175'-8"99'-10"A002SSECOND LEVELEGRESS PLANNSECOND LEVEL EGRESS PLAN1/16" = 1'-0"..\..\01_Base\x-fp2 PH1_10807.dwg1A002SEQUIPMENT PLATFORM:TOTAL NUMBER OF OCCUPANTS(NUMBER OF OCCUPANTS PER TABLE 1004.5143NUMBER OF EXITS REQUIRED2NUMBER OF EXITS PROVIDED2EXIT EP.1 WIDTH CALCULATIONS:NUMBER OF OCCUPANTS71EXIT WIDTH REQ. (MULTIPLY BY 0.2 PER 1005.3.2)14.2 "TOTAL EXIT WIDTH PROVIDED36STAIR EXIT WIDTH REQ. (MULTIPLY BY 0.3 P ER 1005.3.1)21 "STAIR EXIT WIDTH PROVIDED48"EXIT EP.2 WIDTH CALCULATIONS:NUMBER OF OCCUPANTS72EXIT WIDTH REQ. (MULTIPLY BY 0.2 PER 1005.3.2)14.4 "TOTAL EXIT WIDTH PROVIDED36STAIR EXIT WIDTH REQ. (MULTIPLY BY 0.3 P ER 1005.3.1)22 "STAIR EXIT WIDTH PROVIDED48"1) GENERAL MEANS OF EGRESS NOTES1a.BUILDINGS OR PORTIONS THEREOF SHALL BE PROVIDED WITH A MEANS OF EGRESS SYSTEMAS REQUIRED PER CBC CHAPTER 10.1b. THE MEANS OF EGRESS SERVING A ROOM OR SPACE SHALL BE ILLUMINATED AT ALL TIMESTHAT THE ROOM OR SPACE IS OCCUPIED. CBC 1008.21c.THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL BE NO LESS THAN 1 FOOTCANDLE ATTHE WALKING SURFACE. CBC 1008.2.11d. THE MEANS OF EGRESS SHALL HAVE A CEILING HEIGHT OF NOT LESS THAN 7 FEET 6 INCHESBOVE THE FINISHED FLOOR. CBC 1003.21e.PROTRUDING OBJECTS ARE PERMITTED TO EXTEND BELOW THE MINIMUM CEILING HEIGHTREQUIRED BY SECTION 1003.2 WHERE A MINIMUM HEADROOM OF 80 INCHES IS PROVIDEDOVER ANY CIRCULATION PATHS, INCLUDING WALKS, CORRIDORS, AISLES ANDPASSAGEWAYS. IN OTHER THAN GROUP I-2 AND I-2.1 OCCUPANCIES, NOT MORE THAN 50PERCENT OF THE CEILING AREA OF A MEANS OF EGRESS SHALL BE PERMITTED TO BEREDUCED IN HEIGHT BY PROTRUDING OBJECTS. (EXCEPTION: DOOR CLOSERS AND STOPSSHALL NOT REDUCE HEADROOM TO LESS THAN 78 INCHES.) IN ADDITION, A BARRIER SHALLBE PROVIDED WHERE THE VERTICAL CLEARANCE ABOVE A CIRCULATION PATH IS LESS THAN80 INCHES HIGH ABOVE THE FINISHED FLOOR. THE LEADING EDGE OF SUCH A BARRIERSHALL BE LOCATED 27 INCHES MAXIMUM ABOVE THE FINISHED FLOOR CBC 1003.3.11f. OBJECTS WITH LEADING EDGES MORE THAN 27 INCHES AND NOT MORE THAN 80 INCHESABOVE THE FINISHED FLOOR SHALL NOT PROJECT HORIZONTALLY MORE THAN 4 INCHESINTO THE CIRCULATION PATH. (EXCEPTION: HANDRAILS ARE PERMITTED TO PROTRUDE 4-1/2INCHES FROM THE WALL OR GUARD. CBC 1003.3.3)1g.CIRCULATION PATHS OF THE MEANS OF EGRESS SHALL HAVE A SLIP-RESISTANT SURFACEAND BE SECURELY ATTACHED. CBC 1003.41h. WHERE CHANGES IN ELEVATION OF LESS THAN 12 INCHES EXIST IN THE MEANS OF EGRESS,SLOPED SURFACES SHALL BE USED. WHERE THE SLOPE IS GREATER THAN ONE UNITVERTICAL IN 20 UNITS HORIZONTAL (5% SLOPE), RAMPS COMPLYING WITH CBC 1012 SHALLBE USED. WHERE THE DIFFERENCE IN ELEVATION IS 6 INCHES OR LESS, THE RAMP SHALL BEEQUIPPED WITH EITHER HANDRAILS OR FLOOR FINISH MATERIALS THAT CONTRAST WITHADJACENT FLOOR FINISH MATERIALS. CBC 1003.51j. THE EGRESS PATH SHALL REMAIN FREE AND CLEAR OF ALL OBSTRUCTIONS AT ALL TIMES.NO STORAGE IS PERMITTED IN ANY EGRESS PATHS.2) EGRESS WIDTH & EXIT DOORWAYS2a. DOORS SERVING A MEANS OF EGRESS SYSTEM SHALL MEET THE REQUIREMENTS OF THISSECTION AND SECTION 1022.2. MEANS OF EGRESS DOORS SHALL BE READILYDISTINGUISHABLE FROM THE ADJACENT CONSTRUCTION AND FINISHES SUCH THAT THEDOORS ARE EASILY RECOGNIZABLE AS DOORS. MIRRORS OR SIMILAR REFLECTINGMATERIALS SHALL NOT BE USED ON MEANS OF EGRESS DOORS. MEANS OF EGRESS DOORSSHALL NOT BE CONCEALED BY CURTAINS, DRAPES, DECORATIONS OR SIMILAR MATERIALS.CBC 1010.12b. THE REQUIRED CAPACITY OF EACH DOOR OPENING SHALL BE SUFFICIENT FOR THEOCCUPANT LOAD THEREOF AND SHALL PROVIDE A MINIMUM CLEAR OPENING OF 32 INCHES.THE CLEAR OPENING WIDTH OF DOORWAYS WITH SWINGING DOORS SHALL BE MEASUREDBETWEEN THE FACE OF THE DOOR AND THE STOP, WITH THE DOOR OPEN 90 DEGREES.WHERE THIS SECTION REQUIRES A MINIMUM CLEAR OPENING WIDTH OF 32 INCHES ANDDOOR OPENING INCLUDES TWO DOOR LEAVES WITHOUT A MULLION, ONE LEAF SHALLPROVIDE A MINIMUM CLEAR OPENING WIDTH OF 44 INCHES. THE MAXIMUM WIDTH OF ASWINGING DOOR LEAF SHALL BE 48 INCHES NOMINAL. THE MINIMUM CLEAR OPENING HEIGHTOF DOORS SHALL BE NOT LESS THAN 80 INCHES, CBC 1010.1.1.EXCEPTIONS:DOOR OPENINGS TO STORAGE CLOSETS LESS THAN 10 SQUARE FEET IN AREASHALL NOT BE LIMITED BY THE MINIMUM CLEAR OPENING WIDTH.THE MAXIMUM WIDTH OF DOOR LEAVES IN POWER OPERATED DOORS THAT COMPLYWITH SECTION 1010.1.4.2 SHALL NOT BE LIMITED.DOORS TO WALK-IN FREEZERS AND COOLERS LESS THAN 1,000 SQUARE FEET INAREA SHALL HAVE A MAXIMUM WIDTH OF 60 INCHES NOMINAL.THE MINIMUM CLEAR OPENING WIDTH SHALL NOT APPLY TO THE DOORS FORNON-ADAPTABLE OR NON-ACCESSIBLE TOILET STALLS.2c.EGRESS DOORS SHALL BE OF PIVOTED OR SIDE-HINGED SWINGING TYPE. CBC 1010.1.2EXCEPTIONS:IN OTHER THAN GROUP H OCCUPANCIES, SPECIAL PURPOSE HORIZONTAL SLIDING,ACCORDION OR FOLDING DOOR ASSEMBLIES COMPLYING WITH SECTION1010.1.4.3.POWER-OPERATED DOORS IN ACCORDANCE WITH SECTION 1010.1.4.2.IN OTHER THAN GROUP H OCCUPANCIES, MANUALLY OPERATED HORIZONTALSLIDING DOORS ARE PERMITTED IN A MEANS OF EGRESS FROM SPACES WITH ANOCCUPANT LOAD OF 10 OR LESS.2d.PIVOT OR SIDE-HINGED SWINGING DOORS SHALL SWING IN THE DIRECTION OF EGRESSTRAVEL WHERE SERVING A ROOM OR AREA CONTAINING AN OCCUPANT LOAD OF 50 ORMORE PERSONS OR A GROUP H OCCUPANCY. FOR GROUP 'L' OCCUPANCIES, SEE SECTION453.6.2. CBC 1010.1.2.12e. THE FORCE FOR PUSHING OR PULLING OPEN INTERIOR SWINGING EGRESS DOORS, OTHERTHAN FIRE DOORS, SHALL NOT EXCEED 5 POUNDS. FOR OTHER SWINGING DOORS, AS WELLAS SLIDING AND FOLDING DOORS, THE DOOR LATCH SHALL RELEASE WHEN SUBJECTED TO A15 POUND FORCE. THE DOOR SHALL BE SET IN MOTION WHEN SUBJECTED TO A 30 POUNDFORCE. THE DOOR SHALL SWING TO A FULL OPEN POSITION WHEN SUBJECTED TO A 15POUND FORCE. CBC 1010.1.32f. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USEOF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. CBC 1010.1.92g. SWINGING DOORS SERVING A GROUP 'H' OCCUPANCY AND SWINGING DOORS SERVINGROOMS OR SPACES WITH AN OCCUPANT LOAD OF 50 OR MORE IN A GROUP 'A' OCCUPANCYSHALL NOT BE PROVIDED WITH A LATCH OR LOCK OTHER THAN PANIC HARDWARE OR FIREEXIT HARDWARE. FOR GROUP 'L' OCCUPANCIES, SEE SECTION 453.6.3. CBC 1010.1.10EXCEPTION:ELECTRICAL ROOMS WITH EQUIPMENT RATED 800-AMPERES OR MORE AND OVER 6FEET WIDE, AND THAT CONTAIN OVERCURRENT DEVICES, SWITCHING DEVICES ORCONTROL DEVICES WITH EXIT OR EXIT ACCESS DOORS, SHALL BE EQUIPPED WITHPANIC HARDWARE. THE DOORS SHALL SWING IN THE DIRECTION OF EGRESS TRAVEL.2h.THE CAPACITY, IN INCHES, OF MEANS OF EGRESS STAIRWAYS SHALL BE CALCULATED BYMULITPLYING THE OCCUPANT LOAD SERVED BY SUCH STAIRWAYS BY A MEANS OF EGRESSCAPACITY FACTOR OF 0.3 INCH PER OCCUPANT. WHERE STAIRWAYS SERVE MORE THAN ONESTORY, ONLY THE OCCUPANT LOAD OF EACH STORY CONSIDERED INDIVIDUALLY SHALL BEUSED IN CALCULATING THE REQUIRED CAPACITY OF THE STAIRWAYS SERVING THAT STORY.CBC 1005.3.12j. THE CAPACITY, IN INCHES, OF MEANS OF EGRESS COMPONENTS OTHER THAN STAIRWAYSSHALL BE CALCULATED BY MULTIPLYING THE OCCUPANT LOAD SERVED BY SUCHCOMPONENT BY A MEANS OF EGRESS CAPACITY FACTOR OF 0.2 INCH PER OCCUPANT. CBC1005.3.22k.DOORS, WHEN FULLY OPENED, SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN 7INCHES. DOORS IN ANY POSITION SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THANONE-HALF. CBC 1005.7.12L.HANDRAIL PROJECTIONS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF SECTION1014.8. OTHER NONSTRUCTURAL PROJECTIONS SUCH AS TRIM AND SIMILAR DECORATIVEFEATURES SHALL BE PERMITTED TO PROJECT INTO THE REQUIRED WIDTH NOT MORE THAN1-1/2 INCHES ON EACH SIDE. CBC 1005.7.22m.TWO EXITS OR EXIT ACCESS DOORWAYS FROM ANY SPACE SHALL BE PROVIDED WHERE THEDESIGN OCCUPANT LOAD OR THE COMMON PATH OF EGRESS TRAVEL DISTANCE EXCEEDSTHE VALUES LISTED IN TABLE 1006.2.1. THE CUMULATIVE OCCUPANT LOAD FROMADJACENT ROOMS, AREAS OR SPACES SHALL BE DETERMINED IN ACCORDANCE WITHSECTION 1004.2. CBC 1006.2.12n.WHERE TWO EXITS, EXIT ACCESS DOORWAYS, EXIT ACCESS STAIRWAYS OR RAMPS, OR ANYCOMBINATION THEREOF ARE REQUIRED FROM ANY PORTION OF THE EXIT ACCESS, THEYSHALL BE PLACED A DISTANCE APART EQUAL TO NOT LESS THAN ONE-HALF OF THE LENGTHOF THE MAXIMUM OVERALL DIAGONAL DIMENSION OF THE BUILDING OR AREA TO BE SERVEDMEASURED IN A STRAIGHT LINE BETWEEN THEM. INTERLOCKING OR SCISSOR STAIRWAYSSHALL BE COUNTED AS ONE EXIT STAIRWAY. CBC 1007.1.1EXCEPTION:WHERE A BUILDING IS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLERSYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1 OR 903.3.1.2 THE SEPARATIONDISTANCE SHALL BE NOT LESS THAN ONE-THIRD OF THE LENGTH OF THE MAXIMUMOVERALL DIAGONAL DIMENSION OF THE AREA SERVED.2p.IN GROUP 'B' AND 'M' OCCUPANCIES, THE MINIMUM CLEAR AISLE WIDTH SHALL BEDETERMINED BY SECTION 1005.1 FOR THE OCCUPANT LOAD SERVED, BUT SHALL NOT BELESS THAN THAT REQUIRED FOR CORRIDORS BY SECTION 1020.2. CBC 1018.32qDOORS, DOORWAYS AND GATES THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL COMPLYWITH CBC 11B-404.3) EXIT SIGNS CBC 10133a.EXITS AND EXIT ACCESS DOORS SHALL BE MARKED BY AN APPROVED EXIT SIGN READILYVISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. THE PATH OF TRAVEL TO EXITS ANDWITHIN EXITS SHALL BE MARKED BY READILY VISIBLE EXIT SIGNS TO CLEARLY INDICATE THEDIRECTION OF EGRESS TRAVEL IN CASES WHERE THE EXIT OR THE PATH OF EGRESS TRAVELIS NOT IMMEDIATELY VISIBLE TO THE OCCUPANTS. INTERVENING MEANS OF EGRESS DOORSWITHIN EXITS SHALL BE MARKED BY EXIT SIGNS. EXIT SIGN PLACEMENT SHALL BE SUCH THATANY POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS WITHIN 100 FEET OR THELISTED VIEWING DISTANCE OF THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLEEXIT SIGN. CBC 1013.1EXCEPTIONS:EXIT SIGNS ARE NOT REQUIRED IN ROOMS OR AREAS THAT REQUIRE ONLY ONE EXITOR EXIT ACCESS.MAIN EXTERIOR EXIT DOORS OR GATES THAT ARE OBVIOUSLY AND CLEARLYIDENTIFIABLE AS EXITS NEED NOT HAVE EXIT SIGNS WHERE APPROVED BY THEBUILDING OFFICIAL.3b.EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. CBC 1013.33c.ELECTRICALLY POWERED, SELF-LUMINOUS AND PHOTOLUMINESCENT EXIT SIGNS SHALL BELISTED AND LABELED IN ACCORDANCE WITH UL 924 AND SHALL BE INSTALLED INACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND CHAPTER 27. EXIT SIGNSSHALL BE ILLUMINATED AT ALL TIMES. CBC 1013.53d.TO ENSURE CONTINUED ILLUMINATION FOR A DURATION OF NOT LESS THAN 90 MINUTES INCASE OF PRIMARY POWER LOSS, THE SIGN ILLUMINATION MEANS SHALL BE CONNECTED TOAN EMERGENCY POWER SYSTEM PROVIDED FROM STORAGE BATTERIES, UNIT EQUIPMENT ORAN ON-SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BEIN ACCORDANCE WITH CHAPTER 27. CBC 1013.6.33e.TACTILE EXIT SIGNS SHALL COMPLY WITH CBC 1013.4, CHAPTER 11A, SECTION 1143A ORCHAPTER 11B, SECTIONS 11B-703.1, 11B-703.2, 11B-70.3 AND 11B-703.5.4) EXIT DISCHARGE4a. EXITS SHALL DISCHARGE DIRECTLY TO THE EXTERIOR OF THE BUILDING. THE EXIT DISCHARGESHALL BE AT GRADE OR SHALL PROVIDE A DIRECT PATH OF EGRESS TRAVEL TO GRADE. THEEXIT DISCHARGE SHALL NOT RE-ENTER A BUILDING. CBC 1028.14b. THE MINIMUM WIDTH OR REQUIRED CAPACITY OF THE EXIT DISCHARGE SHALL BE NOT LESSTHAN THE MINIMUM WIDTH OR REQUIRED CAPACITY OF THE EXITS BEING SERVED. CBC1028.24c. THE EXIT DISCHARGE SHALL PROVIDE A DIRECT AND UNOBSTRUCTED ACCESS TO A PUBLICWAY. CBC 1028.55) CORRIDORS CBC 10205a. CORRIDORS SHALL BE FIRE-RESISTANCE RATED IN ACCORDANCE WITH TABLE 1020.1. THECORRIDOR WALLS REQUIRED TO BE FIRE-RESISTANCE RATED SHALL COMPLY WITH SECTION708 FOR FIRE PARTITIONS. CBC 1020.1EXCEPTION:A FIRE-RESISTANCE RATING IS NOT REQUIRED FOR CORRIDORS IN AN OCCUPANCYIN GROUP 'B' THAT IS A SPACE REQUIRING ONLY A SINGLE MEANS OF EGRESSCOMPLYING WITH SECTION 1006.2.5b.WHEN FIRE-RESISTANCE CORRIDORS ARE REQUIRED CBC TABLE 1020.1, CORRIDORS SHALLBE FIRE-RESISTANCE RATED PER CBC 708.5c.THE REQUIRED CAPACITY OF CORRIDORS SHALL BE DETERMINED AS SPECIFIED IN SECTION1005.1, BUT THE MINIMUM WIDTH SHALL BE NOT LESS THAN THAT SPECIFIED IN TABLE1020.2 AND THE MINIMUM WIDTH OR REQUIRED CAPACITY OF CORRIDORS SHALL BEUNOBSTRUCTED PER CBC 1020.3. CBC 1020.25d.WHERE MORE THAN ONE EXIT OR EXIT ACCESS DOORWAY IS REQUIRED, THE EXIT ACCESSSHALL BE ARRANGED SUCH THAT DEAD-END CORRIDORS DO NOT EXCEED 20 FEET INLEGNTH. CBC 1020.4EXCEPTIONS :IN 'B' OCCUPANCY, WHERE THE BUILDING IS EQUIPPED WITH AN AUTOMATICSPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1, THE LENGTH OF THEDEAD-END CORRIDORS SHALL NOT EXCEED 50 FEET.A DEAD END CORRIDOR SHALL NOT BE LIMITED IN LENGTH WHERE THE LENGTH OFTHE DEAD-END CORRIDOR IS LESS THAN 2.5 TIMES THE LEAST WIDTH OF THEDEAD-END CORRIDOR.6) OCCUPANT LOAD CBC 10046a.IN DETERMINING MEANS OF EGRESS REQUIREMENTS, THE NUMBER OF OCCUPANTS FORWHOM MEANS OF EGRESS FACILITIES ARE PROVIDED SHALL BE DETERMINED INACCORDANCE WITH THIS SECTION. CBC 1004.16b.WHERE OCCUPANTS EGRESS FROM ONE OR MORE ROOMS, AREAS OR SPACES THROUGHOTHERS, THE DESIGN OCCUPANT LOAD SHALL BE THE COMBINED OCCUPANT LOAD OFINTERCONNECTED ACCESSORY OR INTERVENING SPACES. DESIGN OF EGRESS PATHCAPACITY SHALL BE BASED ON THE CUMULATIVE PORTION OF OCCUPANT LOADS OF ALLROOMS, AREAS OR SPACES TO THAT POINT ALONG THE PATH OF EGRESS TRAVEL. CBC1004.2.16c. EVERY ROOM OR SPACE THAT IS AN ASSEMBLY OCCUPANCY SHALL HAVE THE OCCUPANTLOAD OF THE ROOM OR SPACE POSTED IN A CONSPICUOUS PLACE, NEAR THE MAIN EXIT OREXIT ACCESS DOORWAY FROM THE ROOM OR SPACE, FOR THE INTENDED CONFIGURATIONS.POSTED SIGNS SHALL BE OF AN APPROVED LEGIBLE PERMANENT DESIGN AND SHALL BEMAINTAINED BY THE OWNER OR THE OWNER'S AUTHORIZED AGENT. CBC 1004.96d. WHERE THE MEANS OF EGRESS FROM STORIES ABOVE AND BELOW CONVERGE AT ANINTERMEDIATE LEVEL, THE CAPACITY OF THE MEANS OF EGRESS FROM THE POINT OFCONVERGENCE SHALL BE NOT LESS THAN THE LARGEST MINIMUM WIDTH OR THE SUM OFTHE REQUIRED CAPACITIES FOR THE STAIRWAYS OR RAMPS SERVING THE TWO ADJACENTSTORIES, WHICHEVER IS LARGER. CBC 1005.56e. WHERE A BUILDING CONTAINS TWO OR MORE OCCUPANCIES, THE MEANS OF EGRESSREQUIREMENTS SHALL APPLY TO EACH PORTION OF THE BUILDING BASED ON THEOCCUPANCY OF THAT SPACE. WHERE TWO OR MORE OCCUPANCIES UTILIZE PORTIONS OFTHE SAME MEANS OF EGRESS SYSTEM, THOSE EGRESS COMPONENTS SHALL MEET THEMORE STRINGENT REQUIREMENTS OF ALL OCCUPANCIES THAT ARE SERVED. CBC 1004.47) INTERIOR EXIT STAIRWAYS, RAMPS &EXIT PASSAGEWAYS7a.INTERIOR EXIT STAIRWAYS AND RAMPS SERVING AS AN EXIT COMPONENT IN A MEANS OFEGRESS SYSTEM SHALL COMPLY WITH THE REQUIREMENTS OF 1023. INTERIOR EXITSTAIRWAYS AND RAMPS SHALL BE ENCLOSED AND LEAD DIRECTLY TO THE EXTERIOR OF THEBUILDING OR SHALL BE EXTENDED TO THE EXTERIOR OF THE BUILDING WITH AN EXITPASSAGEWAY CONFIRMING TO THE REQUIREMENTS OF 1024, EXCEPT AS PERMITTED IN1028.1. AN INTERIOR EXIT STAIRWAY OR RAMP SHALL NOT BE USED FOR ANY PURPOSEOTHER THAN AS A MEANS OF EGRESS AND A CIRCULATION PATH. 1023.17b.EXIT PASSAGEWAYS SERVING AS AN EXIT COMPONENT IN A MEANS OF EGRESS SYSTEMSHALL COMPLY WITH THE REQUIREMENTS OF 1024. AN EXIT PASSAGEWAY SHALL NOT BEUSED FOR ANY PURPOSE OTHER THAN AS A MEANS OF EGRESS AND A CIRCULATION PATH.1024.17c.THE REQUIRED CAPACITY OF EXIT PASSAGEWAYS SHALL BE DETERMINED AS SPECIFIED IN1005.1, BUT THE MINIMUM WIDTH SHALL BE NOT LESS THAN 44 INCHES, EXCEPT THAT EXITPASSAGEWAYS SERVING AN OCCUPANT LOAD OF LESS THAN 50 SHALL BE NOT LESS THAN36 INCHES IN WIDTH. THE MINIMUM WIDTH OR REQUIRED CAPACITY OF EXIT PASSAGEWAYSSHALL BE UNOBSTRUCTED, EXCEPT FOR ENCROACHMENTS COMPLYING WITH 1005.7.7d.EXIT PASSAGEWAYS ENCLOSURES SHALL HAVE WALLS, FLOORS AND CEILINGS OF NOT LESSTHAN 1-HOUR FIRE-RESISTANCE RATING, AND NOT LESS THAN THAT REQUIRED FOR ANYCONNECTING INTERIOR EXIT STAIRWAY OR RAMP. EXIT PASSAGEWAYS SHALL BECONSTRUCTED AS FIRE BARRIERS IN ACCORDANCE WITH 707 OR HORIZONTAL ASSEMBLIESCONSTRUCTED IN ACCORDANCE WITH 711, OR BOTH. 1024.37e.PER 1023.5 & 1024.6 PENETRATIONS INTO OR THROUGH INTERIOR EXIT STAIRWAYS, RAMPSOR EXIT PASSAGEWAYS ARE PROHIBITED EXCEPT FOR THE FOLLOWING, AND SHALL BEPROTECTED IN ACCORDANCE WITH SECTION 714. THERE SHALL NOT BE PENETRATIONS ORCOMMUNICATING OPENINGS, WHETHER PROTECTED OR NOTE, BETWEEN ADJACENT EXITPASSAGEWAYS:EQUIPMENT AND DUCTWORK NECESSARY FOR INDEPENDENT VENTILATION ORPRESSURIZATION.FIRE PROTECTION SYSTEMS.SECURITY SYSTEMS.TWO-WAY COMMUNICATION SYSTEMS.ELECTRICAL RACEWAY FOR FIRE DEPARTMENT COMMUNICATION.ELECTRICAL RACEWAY SERVING THE EXIT PASSAGEWAY AND TERMINATING AT ASTEEL BOX NOT EXCEEDING 16 SQUARE INCHES.7f.PER 1023.4 & 1024.5 INTERIOR EXIT STAIRWAY AND RAMP OR EXIT PASSAGEWAYS OPENINGPROTECTIVES SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 716.7g.FIRE DOOR ASSEMBLIES IN INTERIOR EXIT STAIRWAYS AND RAMPS AND EXIT PASSAGEWAYSSHALL HAVE A MAXIMUM TRANSMITTED TEMPERATURE RISE OF NOT MORE THAN 450°FABOVE AMBIENT AT THE END OF 30 MINUTES OF STANDARD FIRE TEST EXPOSURE.716.2.2.3SYMBOL LEGENDEXIT SIGN - SCREENED LINES INDICATE EXISTING FIXTURE TO REMAIN. SEEREFLECTED CEILING PLANS & ELECTRICAL DRAWINGS FOR ADDITIONALINFORMATIONEXIT DISCHARGE OCCUPANT LOADACCESSIBLE PATH OF TRAVELCOMMON PATH OF TRAVEL - SEE CBC TABLEEXIT ACCESS TRAVEL DISTANCE - SEE TABLE 1017.22A10BC FIRE EXTINGUISHER -PROVIDE AT LEAST ONE FOR EVERY 3,000 SF OF LIGHT (LOW) HAZARDOCCUPANCY, EVERY 1,500 SF OF ORDINARY (MODERATE) HAZARDOCCUPANCY AND EVERY 1,000 SF OF EXTRA (HIGH) HAZARD OCCUPANCY.MAX TRAVEL DISTANCE OF 75 FEET TO EXTINGUISHER - CFC 906.3,SECTION 568, TABLE 24A80BC FIRE EXTINGUISHER -AT LEAST ONE FIRE EXTINGUISHER WITH A MINIMUM RATING OF 4A40BCSHALL BE PROVIDED OUTSIDE OF EACH MECHANICAL, ELECTRICAL ORBOILER ROOM.CARD READER:SEE DOOR SCHEDULE & SEE DETAIL 13/A910S#O100'-0"O300'-0"FECFECRSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A002S_10807.dwglpc Apr 20,2021 - 11:12am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABCBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM A010STYPICAL WALLFRAMINGDETAILSSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A010S_10807.dwglpc Apr 20,2021 - 9:57am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABATTACH BRACE TO DECK ABOVE - SEEDETAIL 7/A0.1362S125-33 METAL STUD DIAGONALBRACING STAGGERED AT 8'-0" O.C.(4'-0" O.C. @ WALLS W/ SHELVING ORCABINETS)(2) #6 G12 SHEET METAL SCREWSCONTINUOUS TRACKSHEATHINGMETAL STUDSSEE WALL TYPE FINISH FLOOR6" MIN. SEE WALL TYPE UNDERSIDE OF DECKSCALE:3A010STYP. INTERIOR WALL BRACING3" = 1'-0"X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A010S_10807.DWGSCHEDULED CEILING45°MAX.BOXED STUDS AT WALL ENDS.WALL FINISHWHERE RATED WALL MEETSNON-RATED WALL, WALL FINISH OFRATED WALL SHALL CONTINUETHROUGH THE INTERSECTION APLAN-CORNER/END BPLAN-WALL/STUD CPLAN-INTERSECTION DPLAN-INTERSECTION1" TYPE 'S' GPDW SCREWS @ 6" O.C.ALTERNATE INTO EACH BOXED STUD.SCALE:5A010STYP. INTERIOR STUD LAYOUT1-1/2" = 1'-0"X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A010S_10807.DWGMETAL CONTROL JOINT5/8" TYPE X GYPSUM BOARD STRIPSFASTENED TO STUDS1/2" MAX. GAP 5/8" GAP1-5/8" TYPE S SCREWS @ 24" O.C.NOTE:JOINTS TO BE SPACED PER PLAN ORAT 30'-0" MAX.METAL CONTROL JOINT (USG .093)1/2" MAX. GAPSCALE:8A010SGYPSUM BOARD CONTROL JOINT3" = 1'-0"X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A010S_10807.DWGSECOND LAYER OF GYP. BD. WHEREOCCURS - CONTROL JOINT ATSECOND LAYER ONLYSECOND LAYER OF GYP. BD. WHEREOCCURS - CONTROL JOINT ATSECOND LAYER ONLYNON-RATED WALLPARTITION AS SCHEDULED,SEE PLAN FOR WALL TYPERATED WALLPARTITION AS SCHEDULED,SEE PLAN FOR WALL TYPESCALE:10A010STYPICAL HEADER @ INTERIORNON-LOAD BEARING WALLSNTS1/2" MAX 3"CUT FLANGES AND BEND WEB DOWNAND SECURE TO VERTICAL STUDS ATEACH END, TYPICAL.(2) #10 S.M.S.METAL STUDS PER WALL TYPE.NON-PUNCHED TRACK STUD SAMESIZE & GAUGE AS WALL TYPE. HEADERSPANS < 3'-5". FOR SPANS GREATERTHAN 3'-5" SEE DETAILS 11/A010S &12/A010SNOTES:1. MAX 10' WALL HEIGHT ABOVEOPENING.2. NOTIFY ARCHITECT IF CONDITIONSEXIST THAT VARY AND/ OR CAUSEADDITIONAL LOADING ON HEADER.GYPSUM BOARD WHEREOCCURS PER PLANSCALE:11A010SHEADER @ INTERIOR NON-LOADBEARING FULL HEIGHT WALLS3" = 1'-0"CONDITIONSPAN BOXED 'C' STUDSTRACK(S)JAMB STUDSMETAL STUD W/ (2) LAYERS GYP. ONE SIDETO UNDERSIDE OF DECK, (1) LAYER GYPOTHER SIDE TO 6" ABOVE CEILING WITHDIAGONAL BRACING.3'-5" - 8'-0" 362S137-43 362T150-43(2) 362S137-438'-1" - 12'-0"600S137-43 362T150-43(2) 362S137-4312'-1 - 16'-0" 800S162-54 362T150-54(3) 362S137-5416'-1" - 25'-0" 1200S162-68 362T150-54(3) 362S137-54METAL STUD W/ (2) LAYERS GYP. BOTHSIDES TO UNDERSIDE OF DECK WITH NOKICKERS.3'-5" - 8'-0" 362S162-54 362T150-54(2) 362S162-548'-1" - 12'-0"600S162-54 362T150-54(2) 362S162-5412'-1 - 16'-0" 800S162-68 362T150-68(3) 362S162-5416'-1" - 25'-0"1200S162-97362T150-68(3) 362S162-68METAL STUD W/ (1) LAYER GYP EACH SIDETO UNDERSIDE OF DECK WITH NOKICKERS.3'-5" - 8'-0" 362S137-54 362T150-54(2) 362S162-548'-1" - 12'-0"600S137-54 362T150-54(2) 362S162-5412'-1 - 16'-0"800S137-68362T150-68(3) 362S162-5416'-1" - 25'-0" 1200S162-68 362T150-68(3) 362S162-68(3) #8 SMS EACH STUD TYPDIAGONAL BRACING PERDETAIL 3/A010S10'-0" MAX WALL HEIGHT ABOVE OPENING NOTES:1. FOR SPANS LESS THAN 3'-5"SEE HEADER DETAIL10/A010S2. NOTIFY ARCHITECT IFCONDITIONS EXIST THAT VARYAND/ OR CAUSE ADDITIONALLOADING ON HEADER.#8 S.M.S. @ 8" O.C., TYP.BOXED "C" STUDS PER TABLEABOVE.BOTTOM TRACK, CUT WEBFLUSH WITH JAMB STUDAND EXTEND FLANGES 2"MIN. BEYOND EACH SIDE,TYP. PROVIDE TOP TRACKSAT SPANS OVER 15'-0".WHERE OCCURSSCHEDULED CEILING6" MIN 12" MAX 6" MAXSCALE:12A010SHEADER @ INTERIOR NON-LOAD BEARING PARTITIONS3" = 1'-0"METAL STUDS PER WALLTYPE#8 S.M.S. @ 8" O.C., TYP.BOXED "C" STUDS PER TABLEABOVE.BOTTOM TRACK, CUT WEBFLUSH WITH JAMB STUDAND EXTEND FLANGES 2"MIN. BEYOND EACH SIDE,TYP. PROVIDE TOP TRACKSAT SPANS OVER 15'-0".CONDITIONSSPAN BOXED 'C' STUDSTRACK(S)JAMB STUDSMETAL STUD W/ (1) LAYER GYP. EACH SIDETO 6" ABOVE CEILING WITH DIAGONALBRACING.3'-5" - 12'-0" 362S125-33362T125-33(2) 362S125-3312'-1" - 15'-0" 600S125-33 362T125-33(2) 362S125-3315'-1" - 25'-0" 100S162-54 362T150-54(3) 362S162-43GYPSUM BOARD WHEREOCCURS PER PLANDIAGONAL BRACING PERDETAIL 3/A010SNOTES:1. FOR SPANS LESS THAN 3'-5" SEEHEADER DETAIL 10/A010S2. NOTIFY ARCHITECT IF CONDITIONSEXIST THAT VARY AND/ OR CAUSEADDITIONAL LOADING ON HEADER.6" MIN. 12" MAX WHERE OCCURSSCHEDULED CEILINGSCALE:2A010SHEAD OF WALL PERPENDICULARTO FRAMING AT ROOF3" = 1'-0"X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A010S_10807.DWGEXISTING GLU-LAM BEAMWALL TYPE PER PLANATTACH TRACK WITH #10 X 2/12"WOOD SCREW AT EACH JOISTCONTINUOUS TOP SLOTTEDDEFLECTION TRACK PER ICCESR-3046P TO MATCH STUD SIZE PERWALL TYPES - USE NON-RATED SLIPTRACK SYSTEM AT NON-RATED WALLSNEW 2X BLOCKING BETWEEN JOISTSEXISTING ROOF MEMBRANE ONEXISTING ROOF FRAMINGEXISTING PLYWOOD SHEATHING ONEXISTING WOOD JOISTSCONT. FIRE CAULK WHERE REQUIRED,TYP. USE ACOUSTICAL SEALANT ATNON RATED WALLSSCALE:1A010SHEAD OF WALL PARALLELTO FRAMING AT ROOF3" = 1'-0"X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A010S_10807.DWGEXISTING GLU-LAM BEAMEXISTING GYPSUM BOARD WRAPPEDGLU-LAM BEAMWALL TYPE PER PLANATTACH TRACK WITH #10 X 2 1/2"WOOD SCREW AT EACH BLOCKEXISTING ROOF FRAMINGCONTINUOUS TOP SLOTTEDDEFLECTION TRACK PER ICCESR-3046P TO MATCH STUD SIZE PERWALL TYPES - USE NON-RATED SLIPTRACK SYSTEM AT NON-RATED WALLSEXISTING ROOF MEMBRANEEXISTING GYPSUM BOARDTOP TRACK PER DETAILS 1/A010S &2/A010SOPENING HEADER PER DETAILS10/A010S & 11/A010SELEVATIONPLANJAMB STUDS PER DETAILS 10/A010S& 11/A010SMETAL STUDS PER WALL TYPEDOOR & DOOR FRAME WHEREOCCURS PER PLAN - SEE SCHEDULEBOTTOM TRACK PER DETAIL 4/A010SSCALE:16A010SSINGLE FRAMED OPENING@ FULL HEIGHT WALL1/4" = 1'-0"DOOR & DOOR FRAME WHEREOCCURS PER PLAN - SEE SCHEDULESCHEDULED CEILING WHERE OCCURSPER PLANSNOTES:1. SEE WALL TYPES FOR STUD SIZE AND GAUGE2. PROVIDE BACKING WHERE UPPER SHELVING IS PROVIDED AND WHERE INDICATED PER PLANS3. TYPICAL INTERIOR STUD LAYOUT AT CORNER, END WALL, & WALL INTERSECTION CONDITIONS PERDETAIL 5/A010SELEVATIONTOP TRACK PER DETAILS 1/A010S &2/A010SBACKING PER DETAILS 13/ A010S &14/A010S.BOTTOM TRACK PER DETAIL4/A010SSCALE:15A010STYPICAL FULL HEIGHTMETAL STUD WALL FRAMING1/4" = 1'-0"WALL INSULATION AS INDICATED PERWALL TYPEPROVIDE ADDITIONAL LAYERS OFGYPSUM BOARD AS INDICATED BYWALL TYPESCHEDULED BASEPROVIDE CONTINUOUS SEALANT ASFOLLOWS:1. ACOUSTICAL WALLS :ACOUSTICAL SEALANT2. FIRE RATED WALLS :FIRE RATED SEALANTFLOORING ASSEMBLYSCALE:4A010STYPICAL WALL BASE3" = 1'-0"WALL ASSEMBLY PER PLAN & WALLTYPEFLOOR ASSEMBLY CONDITION REPORT #DESCRIPTIONSLAB ON GRADE, LIGHT WEIGHTCONCRETE TOPPING OVERPLYWOOD DECK/ METAL DECKICC-ESR 2269HILTI X-P LOW VELOCITY FASTENER @ 32" OC, 8"MAX FROM END - SPLICE IN THE TRACK, W/ 1"EMBEDMENT, 3/4" EMBEDMENT @ 1-1/2"CONCRETE OVER PLYWOODFASTENER PER TABLE BELOWAT ACOUSTICAL WALLS, PROVIDECONTINUOUS BEADS OF ACOUSTICSEALANT UNDER TRACKMETAL STUDS PER WALL TYPE6", 16 GA FLAT STRAP AT STUDS -EXTEND ACROSS 3 STUDS MINIMUM(3)- #10 SCREWS EACH STUDSCALE:14A010STYPICAL BACKINGN.T.S.X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A010S_10807.DWGPER WALL TYPEPER WALL TYPENOTE:9A: INSTALL STRAPS, MEASURED FROM FINISH FLOOR TO CENTERLINE OF BACKING STRAP AS REQUIREDFOR WALL MOUNTED LCD SCREENS, SHELVING, CASEWORK, PANELING, HANDRAILS OR OTHER ITEMSAS NOTED PER PLANS9B:INSTALL NOTCH TRACK AS REQUIRED FOR GAS CYLINDER STRAPPING, EQUIPMENT ANCHORAGE ANDOTHER AREAS AS NOTED ONLYSTUD FLANGE TOBACKING FLANGE; 14" CLR.116 3OPTIONAL TO SCREWS600T125-54 NOTCH FLANGE ATSTUDS - EXTEND ACROSS 3 STUDSMINIMUM9A9BDIAGONAL BRACE PER DETAIL 3/A010SFRAMING PERPENDICULAR TO BRACENOTE: FOR FRAMING IN OPPOSITEDIRECTION - SEE BELOWEXISTING ROOF OR FLOOR ASSEMBLY3x3x16 GA. x 1'-4" CLIP W/ (3)- #10WOOD SCREWSDECK PARALLEL TO BRACEDIAGONAL BRACE PER DETAIL 3/A010S- ATTACH TO CLIP ANGLE WITH (3) # 8SMSINVERTED 3x3x16 GA. x 2'-4" CLIP W/(3)-#10 WOOD SCREWS - NOTCHFLANGE AT WOOD JOISTSAB(3) # 8 SMS2" TYP.EXISTING ROOF OR FLOOR ASSEMBLYNEW 2X BLOCKING AT EACH BRACE.METAL STUD SOFFIT FRAMING PERDETAILS2" TYP.3x3x16 GA. x 1'-4" CLIP W/ (3)- #10WOOD SCREWSMETAL STUD SOFFIT FRAMING PERDETAILSSCALE:7A010SMETAL STUDBRACE/ SOFFIT CONNECTION1-1/2" = 1'-0"CONTINUOUS TOP TRACK TO MATCHMETAL STUD SOFFIT FRAMING -ATTACH TO UNDERSIDE OF DECK WITH#10 FLAT WOOD SCREWS @ 24" O.C.TYP.CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM A020SWALL TYPESGENERAL NOTES1.SEE 'T' SERIES SHEETS: TABLES 2506.2 GYPSUM BOARD & ACCESSORIES & 2508.1 - INSTALLATIONOF GYPSUM CONSTRUCTION FOR ALL SIZE & SPACING OF FASTENERS.2.SEE A0.0.1 FOR TYPICAL FRAMING DETAILS.3.GYPSUM BOARD MAY BE OMITTED AT ENCLOSED LOCATIONS - PROVIDE 1-1/4" 16 GA. FLAT STRAP @30" OC ACROSS UNRESTRAINED STUD EDGE W/ #8 SMS AT EACH STUD.4. PROVIDE MOLD & MILDEW RESISTANT GYPSUM BOARD ADJACENT AT ALL PLUMBING FIXTURE WALLLOCATIONS, FULL WIDTH IN ROOM AND UP TO 8'-0" AFF, TYPICAL.5.WHERE KICKERS ARE PROVIDED OR REQUIRED, THEY ARE NOT TO EXTEND OVER OPEN TO STRUCTUREAREAS, TYPICAL. IF THIS IS UNAVOIDABLE, CONTRACTOR SHALL NOTIFY THE ARCHITECT PRIOR TOINSTALLATION TO COORDINATE DETAIL, LOCATIONS, ETC.6.WHERE MULTIPLE LAYERS OF GYPSUM BOARD ARE PROVIDED, STAGGER BASE AND FACE LAYERS,TYPICAL.7.PROVIDE CONTINUOUS ACOUSTICAL SEALANT AT THE BASE AND HEAD OF ALL 'SOUND WALLS'; THESEINCLUDE ALL NON-RATED WALLS WITH (2) LAYERS OF GYPSUM BOARD ON BOTH SIDES AND WALLTYPES AS NOTED'. SEE REFERENCED DETAILS ON WALL TYPES.DRYWALL FINISH NOTES :1. ALL EXPOSED DRYWALL SURFACES IN FINISHES SPACES SHALL HAVE A LEVEL 4 FINISH, UNO.2. AT WALLS WHERE EXPOXY PAINT IS SPECIFIED, EXPOSED DRYWALL SURFACES SHALL HAVE A LEVEL 5FINISH.3. AT WALLS SCHEDULED TO RECEIVE 'WALL TALKER' OR DRY ERASE PAINT, DRYWALL SURFACE SHALLHAVE A LEVEL 5 FINISH.4.UTILITY ROOMS / CLOSETS CAN HAVE A MINIMUM LEVEL 3 FINISH SURFACE. THESE ROOMS INCLUDE:ELECTRICAL, MPOE, UPS, PLUMBING EQUIPMENT, WASTE LIFT & ELEVATOR EQUIPMENT ROOMS.5. ALL EXISTING WALLS TO REMAIN SHALL BE SKIM-COATED AND / OR SANDED TO COVER AND / ORREMOVE EXISTING TEXTURE.EXISTING FURRING NOTES :1. ALL EXISTING GYPSUM BOARD COLUMN FURRING AND EXTERIOR WALL / WINDOW FURRING SHALL BEEXTENDED AS NOTED BELOW:a.AREAS OPEN TO STRUCTURE:EXTEND GYPSUM BOARD & FURRING TO UNDERSIDE OF DECK ABOVEb.AREAS W/ DROPPED LID OR GRID CEILING :EXTEND GYPSUM BOARD & FURRING TO MINIMUM 6" ABOVE CEILING2.PROVIDE A SEAMLESS INTERFACE BETWEEN NEW AND EXISTING GYPSUM BOARD SURFACES.3.ALL EXPOSED EXISTING GYPSUM BOARD SURFACES SHALL HAVE A LEVEL 4 FINISH UNO. IF THERE IS ANEXISTING LOWER LEVEL FINISH AND / OR DAMAGED GYPSUM BOARD, CONTRACTOR SHALL REPAIR ANDBRING IT UP TO A LEVEL 4 FINISH FOR THE ENTIRE LENGTH OF WALL.WALL TYPE LEGENDMODIFIER, AS LISTED BELOWSTUD TYPE, AS LISTED BELOWDETAIL NUMBERS- STUD TYPE TABLE (ICC # ESR-3064P) :STEEL STUD DESCRIPTIONS CONTAINED WITHIN THE DRAWINGS HAVE A FOUR PART NOMENCLATURE THATIDENTIFIES THE SIZE, TYPE AND THICKNESS (GAGE) OF THE MEMBER ESTABLISHED BY THE "STEEL STUDMANUFACTURERS ASSOCIATION - SSMA"EXAMPLE : 362S125-33TYPESIZESPACINGWALL LIMITINGHEIGHTS(COMPOSITE)DESIGN LOADA362S125-33@ 16" O.C.17' - 5"INTERIOR COMPOSITE - 5PSF, L240B600S125-33@ 16" O.C.25' - 6"INTERIOR COMPOSITE - 5PSF, L240C800S125-43@ 24" O.C.28' - 8"NON-COMPOSITE FULLY BRACED -5PSF, L240D250S125-33@ 16" O.C.14' - 3"INTERIOR COMPOSITE - 5PSF, L240E162S125-33@ 16" O.C.10' - 9"INTERIOR COMPOSITE - 5PSF, L240CH- STUD TYPE TABLE (UL- U415) :EXAMPLE : 212CH-34TYPESIZESPACINGWALL LIMITINGHEIGHTS(COMPOSITE)DESIGN LOADJ400CH-34@ 24" O.C.18' - 7"INTERIOR COMPOSITE - 5PSF, L240K600CH-34@ 24" O.C.26' - 6"INTERIOR COMPOSITE - 5PSF, L240L212CH-34@ 24" O.C.12' - 10"INTERIOR COMPOSITE - 5PSF, L240MODIFIERS :#DESCRIPTION11 HOUR RATED22 HOUR RATED - PROVIDE (2) LAYERS OF 5/8" TYPE 'X' GYPSUM BOARD, TYPICAL.3 OMIT SOUND ATTENUATION BLANKETS4PROVIDE MOLD & MILDEW RESISTANT GYPSUM BOARD AT ALL PLUMBING FIXTURE WALLLOCATIONS, FULL WALL WIDTH & HEIGHT IN ROOM.5PROVIDE TILE BACKER BOARD AT SHOWER SIDE6PROVIDE (2) LAYERS OF 5/8" TYPE 'X' GYPSUM BOARD EACH SIDE. SECOND LAYER OF GYPSUMBOARD TO BE MOLD & MILDEW RESISTANT GYPSUM BOARD @ ALL PLUMBING WALLS7PROVIDE FIBERGLASS MAT SHEATHING BOARD AT EXTERIOR SIDE OF WALL8OMIT GYPSUM BOARD ON ENCLOSED SPACE1A.1METAL THICKNESS IN MILS 33 = 20 GA. 43 = 18 GA. 54 = 16 GA. 68 = 14 GA. 97 = 12 GA.118 = 10 GA.362 S 125 -33FLANGE WIDTH IN INCHESMEMBER TYPES = STUDT = TRACKF = FURRING CHANNELU = 'U' CHANNELMEMBER DEPTH IN INCHESMETAL THICKNESS IN MILS212 CH - 34CH = CH STUDMEMBER DEPTH IN INCHESSCALE:3/4" = 1'-0"METAL STUD WALLNON RATED FULL HEIGHTA020S2SCHEDULED FLOORING AND BASEOVER EXISTING FLOORINGASSEMBLYUTILITY BOX W/ CONTINUOUSACOUSTICAL SEALANT WHEREOCCURS, TYPICAL.PROVIDE (1) LAYER OF 5/8" TYPE 'X'GYPSUM BOARD EACH SIDE, FULLHEIGHT AS SHOWN. FINISH PERSCHEDULE.4A010SEE REFLECTED CEILING PLAN 2A0101A010VARIES SCHEDULED CEILING, WHEREOCCURS. PROVIDE CONTINUOUSGLASS FIBER SOUNDATTENUATION BLANKETS ABOVECEILING AT OFFICES, HUDDLEROOMS, & CONFERENCE ROOMS,TYP.EXISTING ROOF OR FLOORASSEMBLYGLASS FIBER SOUNDATTENUATION BLANKETS TO FITWIDTH OF METAL STUD SIZE, FULLHEIGHT TO UNDERSIDE OF DECKPROVIDE SECOND LAYER OF GYPBOARD WHERE INDICATED PERWALL TYPE.METAL STUD PER WALL TYPE &LEGEND.UTILITY BOX WHERE OCCURS,TYPICALSCALE:3/4" = 1'-0"METAL STUD FURRING WALLA020S4EXISTING ROOF OR FLOORASSEMBLYSEE REFLECTED CEILING PLAN EXISTING WALL ASSEMBLYSCHEDULED FLOORING AND BASEOVER EXISTING FLOORINGASSEMBLY4A010.SEE PLAN FOR DIMENSION. IF NODIMENSION IS PROVIDED, HOLDSTUD TIGHT TO WALL.GLASS FIBER SOUNDATTENUATION BLANKETS TO FITWIDTH AND HEIGHT OF METALSTUD SIZE.PROVIDE (1) LAYER OF 5/8" TYPE 'X'GYPSUM BOARD EACH SIDE, FULLLENGTH OF STUD AS SHOWN.FINISH PER SCHEDULE.2A0101A010PROVIDE 11/4" 16 GA STRAP @30" OC ACROSS UNRESTRAINEDSTUD EDGE W/ SMS AT EACH STUDOR CLIP TO WALL W/ L METAL @30" OCSCHEDULED CEILING, WHEREOCCURS. PROVIDE CONTINUOUSGLASS FIBER SOUNDATTENUATION BLANKETS ABOVECEILING AT OFFICES, HUDDLEROOMS, & CONFERENCE ROOMS,TYP.METAL STUD PER WALL TYPE &LEGEND.7A010AT AREAS W/ SCHEDULED CEILING:1. STOP STUD & GYP BOARD 6"ABOVE CEILING AS SHOWN2. PROVIDE WALL & DIAGONALBRACING AS INDICATEDAT OPEN TO STRUCTURE AREAS:1. PROVIDE FULL HEIGHT STUDS TOUNDERSIDE OF DECK ABOVE2. GYP BOARD TO CONTINUE FULLHEIGHT OF STUD3. NO DIAGONAL BRACING AT OPENTO STRUCTURE AREASVARIES SIMSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A020S_10807.dwglpc Apr 20,2021 - 11:23am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABCBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM RUTHERFORD ROAD PRIESTLY DRIVE344.78'500'422'300'317.75'291.87 '1S2S3S4 S5S6S7S8S9S10S11S12S13S14S15S16S17S18S19S20S21S22S23S24S27S28S29S30S31S32S33S34S35S36S37S38S39S40S41S42S43S44S45S46S47S48S49S50S52S51S54S53S55S56S57S58S59S60S61S62S63S64S65S66S67S68S69S70S71S72S73 S74S75S76S77S78S79S80S81S82S83S84S85S86S87S88S89S90S91S92S93S94S95S96S97S98S99S100S101S102S103S104S105S106S107S108S109S110S111S112S113S114S115S116S117S118S119S120S121S122S123S124S125S126S127S128S129S130S131S132S133S134S135S136S137S138S139S140S141S142S143S144S145S146S147S148S149S150S151S152S153S154S155S156S157S158S159S160S161S162S163S164S165S166S167S168S169S170S171S172S173S174S175S176C177C178C179C180C181C182C183C184C185C186C187C188C189C190C191C192C193C194C195C196C197C198C199C200C201C202C203C204C205C206CVA N 211C212C213C214C215C216C217S218S219S220S221S222S223S224S225S226S227S228S229S230S231S232S233 S234S235S236S237S238 S239S240S241S242S243S244S245S246S247S248S249S250S251S252S253S254S 255S256S257S258S259S260S261S262C263C264C265C266C267C268C269C270C271C272C273C274C275C276C277C278C279C280C281C28 2 C 2 83C2 8 4 C28 5 C 28 6C28 7 C28 8 C28 9C290C291C2 9 2C293C294C295C296C297C298C299C300C301C302C303C304C305C306S307S308S309S310S311S312S313S314S315S316S317S 318S319S320S325 326 26S25S207C208C209C210C324 323 322 321 2285 RUTHERFORD ROADEXISTING 2 STORY BUILDINGTYPE III-A CONSTRUCTION, SPRINKLEREDA100SOVERALLSITE PLANNOVERALL SITE PLAN 1/32" = 1'-0"..\..\01_Base\x-site_demo_10807.dwg1A100SSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A100S_10807.dwglpc Apr 20,2021 - 9:59am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABGENERAL NOTESKEYNOTES1. NO FLOOR AREA IS ADDED TO THE BUILDING UNDER THIS PERMIT.2. EXISTING FIRE TRUCK ACCESS ROAD AND HYDRANTS TO REMAIN; NO CHANGES TO FIREDEPARTMENT ACCESS TO SITE OR BUILDINGS.3. CONSTRUCTION DOCUMENTS APPROVED BY THE FIRE CODE OFFICIAL ARE APPROVED WITHTHE INTENT THAT SUCH CONSTRUCTION DOCUMENTS COMPLY IN ALL RESPECTS WITHCURRENT CODE. REVIEW AND APPROVAL BY THE FIRE CODE OFFICIAL SHALL NOT RELIEVE THEAPPLICANT OF THE RESPONSIBILITY OF COMPLIANCE WITH THIS CODE (CFC 105.4.4)4. FIRE APPARATUS ACCESS ROADWAYS AND WATER SUPPLIES FOR FIRE PROTECTION SHALL BEINSTALLED AND MADE SERVICEABLE PRIOR TO AND DURING THE TIME OF CONSTRUCTION (CFC1410, 1412)5. WHERE OUTDOOR AREAS ARE PROVIDED FOR SMOKING, SUCH AREAS ARE PROHIBITED WITHIN25' OF BUILDING ENTRIES, WINDOWS, AND OUTDOOR AIR INTAKES. SIGNAGE SHALL BEPOSTED TO INFORM OCCUPANTS OF THE PROHIBITIONS. CGC SECTION 5.504.7.PROPERTY LINEBUILDING SETBACK LINEEXISTING ENTRY DRIVE & CURB CUT TO REMAINEXISTING PRIMARY ACCESSIBLE BUILDING ENTRANCE TO REMAINEXISTING PARKING TO REMAIN, TYPEXISTING ACCESSIBLE PARKING TO REMAIN, TYPEXISTING DETECTABLE WARNING TILE TO REMAIN; COMPLYING WITH 11B-705, TO REMAINACCESSIBLE PATH OF TRAVEL FROM PARKING TO PRIMARY ENTRANCEEXISTING TRASH ENCLOSURE TO REMAINEXISTING WATER METER AND BACKFLOW TO REMAINEXISTING GAS METER TO REMAINEXISTING UTILITY EASEMENT(S)EXISTING FIRE HYDRANTACCESSIBLE RESTROOMSNEW EV CHARGER PARKING STALLS - SEE ELECTRICAL DRAWINGS & DETAIL 5 / A901WHEEL STOP PER DETAIL 17 / A900ACCESSIBLE PARKING STALL SIGNAGE PER DETAIL 3 / A901NEW NON POINT OF SALE, PRIVATE EV CHARGING STATION PER DETAIL 5 / A901123456789101112131415161718SYMBOL LEGENDNOTE: SEE ARCHITECTURAL SYMBOL LEGEND ON SHEET T202 FOR TYPICAL SYMBOLSACCESSIBLE PATH OF TRAVEL - TITLE 24 COMPLIANT, SEE KEY NOTESPARKING INFORMATION:MINIMUM PARKING STALL REQUIREMENTS:STANDARD STALLS:DISABLED PERSON STALLS:8'-0" WIDE X 18'-0" LONG9'-0" WIDE X 18'-0" LONG WHERE ADJACENT TO A WALL OR COLUMN9'-0" WIDE X 18'-0" LONG WITH 5'-0" ACCESS AISLE OR 8'-0" WIDEACCESS AISLE AT VAN SPACEBUILDING USES:SQUARE FEET: REQUIRED PARKING:WAREHOUSE SPACE:1 SPACE /400 SF13,421341ST LEVEL MANUFACTURING SPACE:1 SPACE /400 SF76,9141932ND LEVEL MANUFACTURING SPACE:1 SPACE /400 SF4,04111OFFICE SPACE:1 SPACE /250 SF20,70583TOTALS:115,081321EXISTING PARKING:TOTALSTANDARD241COMPACT79STANDARD ADA5VAN ADA1TOTAL EXISTING PARKING:326REMOVED PARKING:TOTALSTANDARD-9COMPACT0STANDARD ADA0VAN ADA0TOTAL REMOVED PARKING:-9PROPOSED PARKING:TOTALSTANDARD1COMPACT0STANDARD ADA1VAN ADA1EV PARKING6TOTAL PROPOSED PARKING:9TOTAL PROPOSED PARKING:326PARKING RATIO (BASED ON 128,897 S.F. - OVERALL) = 2.5/1000 S.F.PARKING STALL MINIMUM REQUIREMENTS(PER CITY OF CARLSBAD MUNICIPAL CODE SECTION 21.44):EACH OFF-STREET STANDARD PARKING SPACE SHALL HAVE AN AREA NOT LESS THAN ONE HUNDREDSEVENTY SQUARE FEET EXCLUSIVE OF DRIVES OR AISLES AND WITH A WIDTH OF NOT LESS THAN EIGHT ANDONE-HALF FEET. COMPACT PARKING STALL SIZE SHALL NOT BE LESS THAN EIGHT FEET IN WIDTH OR LESSTHAN FIFTEEN FEET IN LENGTH. ADDITIONALLY COMPACT SPACES MAY NOT EXCEED 25% OF THE TOTALREQUIRED SPACES.122121123114128761212125139510213CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM FR876.165.15432.121ABCDD.1EFGHIJ876.165.15432.121ABCDD.1EFGHIJUP UP STAIR 5STAIR 4STAIR 1STAIR 3STAIR 2A210SOVERALL FIRSTLEVEL FLOORPLANNOVERALL FIRST LEVEL FLOOR PLAN1/16" = 1'-0"..\..\01_Base\x-fp1 PH1_10807.dwg1A210S1A701S1A700SSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A210S_10807.dwglpc Apr 20,2021 - 9:59am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABGENERAL NOTESKEY NOTESSYMBOL LEGEND1. CONTRACTOR TO VERIFY EXISTING DIMENSIONS, ELEVATIONS AND UTILITY LOCATIONS INFIELD PRIOR TO START OF WORK. NOTIFY ARCHITECT IMMEDIATELY OF ANYDISCREPANCIES BETWEEN THE DOCUMENTS AND EXISTING CONDITIONS.2. SEE WALL TYPE AND WALL FRAMING DETAIL SHEETS FOR TYPICAL WALL TYPES ANDFRAMING DETAILS.3. DIMENSIONS ARE TO OUTSIDE FACE OF DRYWALL, UNO - PANELING, TILE & OTHERATTACHMENTS ARE IN ADDITION THEREOF.4. SEE STRUCTURAL DRAWINGS FOR RELATED WORK. CONTRACTOR TO COORDINATE ALLSUB-TRADES.5. SCREENED LINES INDICATE EXISTING CONSTRUCTION. CONTRACTOR TO VERIFYCONDITION OF EXISTING WALLS.6. ALL WALLS SHALL BE LEVEL 4 DRYWALL FINISH UNO.CARD READER. CONTRACTOR TO PROVIDE RING AND STRING AND JUNCTIONBOX FOR FUTURE TFTI DEVICE AND WIRING. SEE MOUNTING HEIGHTSCHEDULE SHEET, HARDWARE GROUP AND ELECTRICAL DRAWINGSWALL TYPE - SEE WALL TYPE SHEETEXISTING NON-RATED WALL ASSEMBLY TO REMAINEXISTING 1 HOUR FIRE BARRIER TO REMAINNON-RATED WALL, SEE REFERENCED WALL TYPE. SEE REFLECTED CEILINGPLAN FOR FULL HIEGHT WALLSWALL MOUNTED FIRE EXTINGUISHER - SEE FIRE DEPARTMENT NOTE FORTYPESCHEDULED DOOR - SEE DOOR SCHEDULELIMIT OF EQUIPMENT PLATFORMCRXXFEXXXXEXISTING CONSTRUCTION PER PREVIOUS PERMIT TO REMAIN, TYP.EXISTING COLUMN TO BE REMOVED AND REPLACED WITH NEW STRUCTURAL COLUMN -SEE STRUCTURAL DRAWINGSNEW STRUCTURAL STEEL COLUMN, TYP. - SEE STRUCTURAL DRAWINGSNEW STRUCTURAL BRACE FRAME, TYP. - SEE STRUCTURAL DRAWINGSNEW EDGE OF EQUIPMENT PLATFORM DECK ABOVENEW WOOD STAIR ASSEMBLY - SEE ENLARGED PLANS AND STRUCTURAL DRAWINGSNEW METAL STAIR ASSEMBLY - SEE ENLARGED PLANS AND STRUCTURAL DRAWINGSEXISTING COLUMN TO REMAIN1234567872531113614124113145888828CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM 876.165.15432.121ABCDD.1EFGHIJ876.165.15432.121ABCDD.1EFGHIJDN CR007007A 008 DN 7 STAIR 5STAIR 4STAIR 1STAIR 3STAIR 2A220SOVERALL SECONDLEVEL FLOORPLANNOVERALL SECOND LEVEL FLOOR PLAN1/16" = 1'-0"..\..\01_Base\x-fp2 PH1_10807.dwg1A220S2A701S1A700SSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A220S_10807.dwglpc Apr 20,2021 - 11:15am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABGENERAL NOTESKEY NOTESSYMBOL LEGEND1. CONTRACTOR TO VERIFY EXISTING DIMENSIONS, ELEVATIONS AND UTILITY LOCATIONS INFIELD PRIOR TO START OF WORK. NOTIFY ARCHITECT IMMEDIATELY OF ANYDISCREPANCIES BETWEEN THE DOCUMENTS AND EXISTING CONDITIONS.2. SEE WALL TYPE AND WALL FRAMING DETAIL SHEETS FOR TYPICAL WALL TYPES ANDFRAMING DETAILS.3. DIMENSIONS ARE TO OUTSIDE FACE OF DRYWALL, UNO - PANELING, TILE & OTHERATTACHMENTS ARE IN ADDITION THEREOF.4. SEE STRUCTURAL DRAWINGS FOR RELATED WORK. CONTRACTOR TO COORDINATE ALLSUB-TRADES.5. SCREENED LINES INDICATE EXISTING CONSTRUCTION. CONTRACTOR TO VERIFYCONDITION OF EXISTING WALLS.6. ALL WALLS SHALL BE LEVEL 4 DRYWALL FINISH UNO.CARD READER. CONTRACTOR TO PROVIDE RING AND STRING AND JUNCTIONBOX FOR FUTURE TFTI DEVICE AND WIRING. SEE MOUNTING HEIGHTSCHEDULE SHEET, HARDWARE GROUP AND ELECTRICAL DRAWINGSWALL TYPE - SEE WALL TYPE SHEETEXISTING NON-RATED WALL ASSEMBLY TO REMAINEXISTING 1 HOUR FIRE BARRIER TO REMAINNON-RATED WALL, SEE REFERENCED WALL TYPE. SEE REFLECTED CEILINGPLAN FOR FULL HIEGHT WALLSWALL MOUNTED FIRE EXTINGUISHER - SEE FIRE DEPARTMENT NOTE FORTYPESCHEDULED DOOR - SEE DOOR SCHEDULELIMIT OF EQUIPMENT PLATFORMCRXXFEXXXXEXISTING CONSTRUCTION PER PREVIOUS PERMIT TO REMAIN, TYP.EXISTING COLUMN TO BE REMOVED AND REPLACED WITH NEW STRUCTURAL COLUMN -SEE STRUCTURAL DRAWINGSNEW STRUCTURAL STEEL COLUMN, TYP. - SEE STRUCTURAL DRAWINGSNEW STRUCTURAL BRACE FRAME, TYP. - SEE STRUCTURAL DRAWINGSNEW EDGE OF EQUIPMENT PLATFORM DECK ABOVENEW WOOD STAIR ASSEMBLY - SEE ENLARGED PLANS AND STRUCTURAL DRAWINGSNEW METAL STAIR ASSEMBLY - SEE ENLARGED PLANS AND STRUCTURAL DRAWINGSEXISTING COLUMN TO REMAIN12345678711611111222CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM DN CR008 STAIR 50085'-0"4'-7"4'-0"11'-0" 13 RISERS 17'-5" 20 RISERS 2'-2 1/2"42" 36"SOUTHA700SENLARGEDSTAIR PLANSAND SECTIONS-STAIR 53A700S2.1SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A700S_10807.dwglpc Apr 20,2021 - 10:03am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABJGENERAL NOTESKEY NOTES1. CONTRACTOR TO VERIFY EXISTING DIMENSIONS, ELEVATIONS AND UTILITY LOCATIONS INFIELD PRIOR TO START OF WORK. NOTIFY ARCHITECT IMMEDIATELY OF ANYDISCREPANCIES BETWEEN THE DOCUMENTS AND EXISTING CONDITIONS.2. SEE STRUCTURAL DRAWINGS FOR RELATED WORK. CONTRACTOR TO COORDINATE ALLSUB-TRADES.EXISTING STRUCTURE TO REMAINEXISTING ROOF ASSEMBLY TO REMAINEXISTING 1-HOUR FIRE RATED FLOOR-CEILING ASSEMBLY TO REMAINALIGN NEW WALL WITH FACE OF EXISTING DECK EDGECONCRETE SLAB ON GRADE - SEE STRUCTURAL DRAWINGSSTEEL COLUMN - SEE STRUCTURAL DRAWINGSSTEEL BEAM - SEE STRUCTURAL DRAWINGSSPRAY APPLIED FIRE PROOFING FOR 1-HOUR FIRE RATED PROTECTIONCOLUMN BELOW- SEE STRUCTURALGRATED METAL STAIR TREAD/LANDINGSTEEL CHANNEL STRINGER- SEE STRUCTURALTUBE STEEL GUARDRAIL @ 42" MIN. AFF1-1/2" TUBE STEEL HANDRAIL @ 34-36" AFF2" ADA CONTRASTING IDENTIFICATION STRIPE. TYP. AT TOP AND BOTTOM TREADS1-LAYER 5/8" TYPE 'X' GYPSUM BOARDSEISMIC JOINT COVERDECK INFILL - SEE STRUCTURAL DRAWINGS2X WOOD FRAMING- SEE STRUCTURALPLYWOOD DECKING- SEE STRUCTURALNOTCHED WOOD STRINGER- SEE STRUCTURALWOOD POST- SEE STRUCTURALWALL PER SCHEDULEDOOR PER SCHEDULEWALL HEADER BEYONDLEVEL LANDING- 2% MAX. SLOPE IN ANY DIRECTIONCEILING AS SCHEDULED1234567891011121314151617181920212223242526JSTAIR SECTION1/2" = 1'-0"..\..\01_Base\x-sect_stairs_10807.dwg3A700SELEVATION1/2" = 1'-0"#######################################2A700S0'-0"FINISH FLOOR 17'-0"EQUIPMENT PLATFORM N1/2" = 1'-0"..\..\01_Base\x-fp2 PH1_10807.dwg1A700SENLARGED EQUIPMENTPLATFORM LEVEL PLAN - STAIR 52A700517'-0"EQUIPMENT PLATFORM 2.12122322316611611131225TYP149999TYP14CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM 7'-0 1/4" UP 14'-8" 17 RISERS4'-6" 5'-6" 7 RISERS 11'-9 1/4"4'-6"4'-0"227 007 007A DN 6'-0" 4'-7" 5 RISERS 9'-2 3/4"9'-5 1/2"6'-5 1/4"1'-6"4'-6"A701SENLARGEDSTAIR PLANSAND SECTIONS-STAIR 44A701SSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A701S_10807.dwglpc Apr 20,2021 - 11:17am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABGENERAL NOTESKEY NOTES1. CONTRACTOR TO VERIFY EXISTING DIMENSIONS, ELEVATIONS AND UTILITY LOCATIONS INFIELD PRIOR TO START OF WORK. NOTIFY ARCHITECT IMMEDIATELY OF ANYDISCREPANCIES BETWEEN THE DOCUMENTS AND EXISTING CONDITIONS.2. SEE STRUCTURAL DRAWINGS FOR RELATED WORK. CONTRACTOR TO COORDINATE ALLSUB-TRADES.EXISTING STRUCTURE TO REMAINEXISTING ROOF ASSEMBLY TO REMAINEXISTING 1-HOUR FIRE RATED FLOOR-CEILING ASSEMBLY TO REMAINALIGN NEW WALL WITH FACE OF EXISTING DECK EDGECONCRETE SLAB ON GRADE - SEE STRUCTURAL DRAWINGSSTEEL COLUMN - SEE STRUCTURAL DRAWINGSSTEEL BEAM - SEE STRUCTURAL DRAWINGSSPRAY APPLIED FIRE PROOFING FOR 1-HOUR FIRE RATED PROTECTIONCOLUMN BELOW- SEE STRUCTURALGRATED METAL STAIR TREAD/LANDINGSTEEL CHANNEL STRINGER- SEE STRUCTURALTUBE STEEL GUARDRAIL @ 42" MIN. AFF1-1/2" TUBE STEEL HANDRAIL @ 34-36" AFF2" ADA CONTRASTING IDENTIFICATION STRIPE. TYP. AT TOP AND BOTTOM TREADS1-LAYER 5/8" TYPE 'X' GYPSUM BOARDSEISMIC JOINT COVERDECK INFILL - SEE STRUCTURAL DRAWINGS2X WOOD FRAMING- SEE STRUCTURALPLYWOOD DECKING- SEE STRUCTURALNOTCHED WOOD STRINGER- SEE STRUCTURALWOOD POST- SEE STRUCTURALWALL PER SCHEDULEDOOR PER SCHEDULEWALL HEADER BEYONDLEVEL LANDING- 2% MAX. SLOPE IN ANY DIRECTIONCEILING AS SCHEDULED1234567891011121314151617181920212223242526NENLARGED FIRST LEVEL PLAN - STAIR 41/2" = 1'-0"X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\01_Base\x-fp1 PH1_10807.dwg1A701SNENLARGED SECOND LEVEL PLAN - STAIR 41/2" = 1'-0"X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\01_Base\x-fp2 PH1_10807.dwg2A701S8G8GNSTAIR SECTION1/2" = 1'-0"X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\01_Base\x-sect_stairs_10807.dwg4A701SG8NSTAIR SECTION1/2" = 1'-0"X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\01_Base\x-sect_stairs_10807.dwg3A701S4A701S3A701S0'-0"FINISH FLOOR 13'-6"SECOND FLOOR17'-0"EQUIPMENT PLATFORM 0'-0"FINISH FLOOR 17'-0"EQUIPMENT PLATFORM 1A702S2A702S2A2A4A2A2A2A22021191578261622211331225261223162422135141414191821131414142313231A703S2DCBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM 2'-9 1/2" 7'-6"A702SSECTIONS -STAIR 2SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A702S_10807.dwglpc Apr 20,2021 - 11:21am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABGENERAL NOTESKEY NOTES1. CONTRACTOR TO VERIFY EXISTING DIMENSIONS, ELEVATIONS AND UTILITY LOCATIONS INFIELD PRIOR TO START OF WORK. NOTIFY ARCHITECT IMMEDIATELY OF ANYDISCREPANCIES BETWEEN THE DOCUMENTS AND EXISTING CONDITIONS.2. SEE STRUCTURAL DRAWINGS FOR RELATED WORK. CONTRACTOR TO COORDINATE ALLSUB-TRADES.EXISTING STRUCTURE TO REMAINEXISTING ROOF ASSEMBLY TO REMAINEXISTING 1-HOUR FIRE RATED FLOOR-CEILING ASSEMBLY TO REMAINALIGN NEW WALL WITH FACE OF EXISTING DECK EDGECONCRETE SLAB ON GRADE - SEE STRUCTURAL DRAWINGSSTEEL COLUMN - SEE STRUCTURAL DRAWINGSSTEEL BEAM - SEE STRUCTURAL DRAWINGSSPRAY APPLIED FIRE PROOFING FOR 1-HOUR FIRE RATED PROTECTIONCOLUMN BELOW- SEE STRUCTURALGRATED METAL STAIR TREAD/LANDINGSTEEL CHANNEL STRINGER- SEE STRUCTURALTUBE STEEL GUARDRAIL @ 42" MIN. AFF1-1/2" TUBE STEEL HANDRAIL @ 34-36" AFF2" ADA CONTRASTING IDENTIFICATION STRIPE. TYP. AT TOP AND BOTTOM TREADS1-LAYER 5/8" TYPE 'X' GYPSUM BOARDSEISMIC JOINT COVERDECK INFILL - SEE STRUCTURAL DRAWINGS2X WOOD FRAMING- SEE STRUCTURALPLYWOOD DECKING- SEE STRUCTURALNOTCHED WOOD STRINGER- SEE STRUCTURALWOOD POST- SEE STRUCTURALWALL PER SCHEDULEDOOR PER SCHEDULEWALL HEADER BEYONDLEVEL LANDING- 2% MAX. SLOPE IN ANY DIRECTIONCEILING AS SCHEDULED1234567891011121314151617181920212223242526NSTAIR SECTION1/2" = 1'-0"X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\01_Base\x-sect_stairs_10807.dwg2A702SG81STAIR SECTION1/2" = 1'-0"X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\01_Base\x-sect_stairs_10807.dwg1A702S0'-0"FINISH FLOOR 13'-6"SECOND FLOOR17'-0"EQUIPMENT PLATFORM0'-0"FINISH FLOOR 17'-0"EQUIPMENT PLATFORM13'-6"SECOND FLOOR5202213122223191831722341318192122231620172653A703S26CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:18 AM A703SDETAILS - STAIRSSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A703S_10807.dwglpc Apr 20,2021 - 11:22am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABIN WALL BACKING PER DETAILSCALE:1A703SSTEEL HANDRAIL @ EXISTING WALL3" = 1'-0"X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A703S_10807.DWG1-1/2" DIA. NOMINAL (1.9" OD)STANDARD-WEIGHT STEEL PIPEHANDRAIL#10 FLAT HEAD MACHINE SCREWS(2 PER BRACKET)1/2" DIA. SOLID ROUND HANDRAILBRACKET @ 5'-0" O.C.ESCUTCHEON PLATET.O. HANDRAIL3'-0" A.F.F.EXISTING WALLREMOVE EXISTING GYP. BD. AS REQ'DFOR INSTALLATION OF NEW WALLBACKING - PATCH, REPAIR & REPLACEGYP. BD. TO CREATE A SEAMLESSTRANSITION BETWEEN NEW & EXISTING- REPAINT ENTIRE WALL SURFACE TOMATCH EXISTINGPAINTED STEEL TUBE STRINGERBEYOND - SEE STRUCTURALDRAWINGS1/4" DIAMETER STAINLESS STEELCABLE RAILS AT 4" O.C. MAX.112" STEEL PIPE HANDRAIL SUPPORTPOST. WELD TO STRINGER. SEESTRUCTURAL DRAWINGS2" M I N .WOOD STAIR - SEE STRUCTURALSCALE:3A703SWOOD STAIR TREAD SECTION3" = 1'-0"X:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A703S_10807.DWG11"1"6 3/4"CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:19 AM A910S DETAILS - DOORFRAME BEYONDINTERIOR FINISH TRANSITION,WHERE OCCURS - SEE DETAIL4/A9.3SLAB ON GRADESCALE:3A910STYPICAL DOOR THRESHOLDHALFSCALEX:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A910S_10807.DWGFINISH FLOOR - SEE FINISH SCHEDULESCHEDULED DOOR3/8" TYP.1/2"5/8"1/2"SCHEDULED DOORHOLLOW METAL DOOR FRAMESCALE:10A910STYP. H.M. DOOR HEAD HALFSCALEX:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A910S_10807.DWGDOOR STOP BEYONDWALL ASSEMBLY PER PLAN AND WALLTYPE2"VARIES2"USE DOUBLE STUDS ON DOOR JAMBSCALE:11A910STYP. H.M. DOOR JAMB (STRIKE)HALFSCALEX:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A910S_10807.DWGPARTITION AS SCHEDULED - SEE PLANFOR TYPESOUND ATTENUATION AS INDICATEDPER WALL TYPEDOOR - SEE DOOR SCHEDULE FORTYPESTEEL STUDS - IT IS RECOMMENDEDTHAT THE STUD BE INVERTED FOR THEDUST BOX ON STRIKE JAMBS1/2"5/8"1/2" 2"VARIES 2"SCALE:13A910S ELECTRIFIED CARD READER NTSX:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A910S_10807.DWGSCHEDULED CEILING4" SQUARE JUNCTION BOX LOCATEDABOVE NEAREST ACCESSIBLE CEILING12" CONDUIT STUBBED INTO DOORFRAME HEADER. REQUIRES 2"CLEARANCE, SEE DETAIL A12" CONDUIT WITH RING AND STRINGSETUP FROM 2" ABOVE HINGELOCATION TO J BOXES AS SHOWNELECTRIFIED DOOR HINGE. 3 OR 4HINGES IN DOOR. ON A 3 HINGEDOOR, THE TRANSFER HINGE IS INTHE MIDDLE. ON 4 HINGE DOOR, THETRANSFER HINGE IS THE 2ND UPFROM FLOORDRILLED RACEWAYELECTRIFIED LOCKSETDOORCARD READER DEVICE AND CABLINGBY TENANT'S VENDOR - MOUNTED ONA CFCI SINGLE GANG BOX2" CLEARANCEDOOR FRAME HEADERDOOR CONTACT BY TENANT'S VENDOR12" CONDUITDETAIL ADOOR FRAMEALL WORK HERE IS CONTRACTORFURNISHED CONTRACTORINSTALLED (CFCI) EXCEPT WHERENOTED THAT THE TENANT'SVENDOR IS RESPONSIBLE.SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A910S_10807.dwglpc Apr 20,2021 - 10:06am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABCONT. SEALANT WITH BACKER ROD,BOTH SIDES.EXISTING HOLLOW CORE CONCRETEPANEL WALL TO REMAIN.5/8"SCHEDULED DOORHOLLOW METAL DOOR FRAMEDOOR JAMB BEYONDSCALE:19A910SDOOR HEAD @ EXISTINGCONCRETE PANEL WALL (JAMB SIM)HALFSCALEX:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A910S_10807.DWG2"EPOXY SET OR EXPANSION ANCHOR,MIN. 3 PER SIDEEQEQFIELD VERIFY WALL THICKNESSSCALE:20A910STYP. H.M. THRESHOLD @ STAIRHALFSCALEX:\MA_PROJECTS\20-108-07_QUIDEL-RUTHERFORD\CAD\03_CD\STRUCTURAL STEEL PACKAGE_CP2\A910S_10807.DWGDOOR PER SCHEDULESCHEDULED FRAME BEYOND. SEESCHEDULETHRESHOLD & SADDLEEXTERIOR FACE OF EXISTINGCONCRETE WALL1/4"1/4"21SEALANT3/16" X 2-1/4" FLATHEAD CONCRETESCREW (3 PER COVER)SEISMIC JOINT COVER TO MATCHWIDTH OF THRESHOLD. TRANSITIONTO 'WALL TO FLOOR' COVER PLATESAT SIDESPERSTRUCTURALNOT U S ED NOT U S ED NOT U S EDNOT U S ED NOT U S EDNOT U S EDNOT U S ED NOT U S EDNOT U S EDNOT U S ED NOT U S ED NOT U S EDNOT USED NOT USED CBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:19 AM DOOR HEIGHT DOOR WIDTHSINGLE DOORAASINGLE DOOR - FLUSHDOOR SCHEDULE LEGEND:1. CONTRACTOR TO VERIFY DOOR HEIGHT ON SITE WITH DOOR SUPPLIER, CEILING CONTRACTOR, AND ARCHITECT.2. DOOR FRAME THICKNESS SHALL FIT WALL THICKNESS, CONTRACTOR TO VERIFY WALL THICKNESS IN FIELD (TYPICAL ALL DOORS)COORDINATE WITH SUPPLIER AND ARCHITECT.3. ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. NODEAD BOLTS, NO SLIDING BOLTS, ETC.4. SEE ADDITIONAL NOTES PER T1.15. EXIT DOORS IN EXIT ENCLOSURES SHALL BE PROTECTED BY FIRE ASSEMBLIES PER SEC. 716 AND TABLE 716.5. FIRE DOORASSEMBLIES IN EXIT ENCLOSURES AND EXIT PASSAGEWAYS SHALL HAVE A MAXIMUM TRANSMITTED TEMPERATURE END POINT OF450° F ABOVE AMBIENT AT THE END OF 30 MINUTES OF STANDARD FIRE TEST EXPOSURE AS SPECIFIED IN SEC. 716.5.5 ANDSHALL BE SELF CLOSING OR AUTOMATIC-CLOSING BY MEANS OF SMOKE DETECTORS (SEC. 716.5.9).6. GLAZING IN GLASS DOORS OVER 8'-0" TALL, SHALL BE 38" THICK MINIMUM.DOOR NOTES:FRAME TYPES:DOOR TYPES:A1000SDOOR SCHEDULE,DOOR TYPES(1) NUMBER: THE DOOR NUMBER MATCHES THE ROOM NUMBER. WHEN MORE THAN ONE DOOR EXISTS PER ROOM, THESECOND DOOR IS FOLLOWED WITH "A", AND THE THIRD DOOR "B" ETC.(2) ROOM NAME: THE ROOM NAME OF THE ROOM THE DOOR SWINGS INTO, TYP(3) SIZE:ALL RELOCATED DOOR SIZES ARE NOMINAL. CONTRACTOR TO VERIFY IN FIELD. ALL DOORS 1-3/4" THICK WITH3/8" UNDERCUT UON, CONTRACTOR TO COORDINATE UNDERCUT WITH RESPECT TO THRESHOLD CONDITIONS.(PR) = PAIR OF DOORS(4) TYPE (DOOR): SEE DOOR TYPES, THIS SHEETREV =REVERSED(5)MATERIAL (DOOR):AL = ALUMINUM STOREFRONTWD = WOODALM = ALUMINUM SECTIONAL OVERHEAD DOORBY ARM-R-LITE DOOR MANUFACTURING CO.(NFRC CERTIFIED)WDPG = WOOD- PAINT GRADEGL = GLASSHM = HOLLOW METAL(6)GLAZING (DOOR):T = TEMPERED GLASS (MATCH ADJACENT WINDOW TYPE)FR = 60MIN FIRE-RESISTIVE RATED GLAZINGETCH = ACID ETCHED(7)FINISH (DOOR):FF1 = FACTORY FINISH: CLEAR ANODIZEDFF2 = FACTORY FINISH: (DOOR HARDWARE) CLEAR ANODIZEDST = STAINED (SEE ABOVE SPECIFICATION UNDER #(5) DOOR)P/ EP = PAINTED/ EPOXY PAINTED: SEE FINISH SCHEDULE(8) TYPE (FRAME):SEE FRAME TYPES, THIS SHEETW-( ) = FRAME PER WINDOW TYPE(9) MATERIAL (FRAME): AL = ALUMINUM STOREFRONTMET = ALUMINUM SQUARE EDGE BY WILSONPARTITIONS SERIES 487FL = FRAMELESSALM = ALUMINUM SECTIONAL OVERHEAD DOORHM = HOLLOW METAL(10) GLAZING (FRAME):T = TEMPERED GLASS (SEE WINDOW TYPES)ETCH = ACID ETCHED(11)FINISH (FRAME):FF1 = FACTORY FINISH: CLEAR ANODIZEDP/ EP = PAINTED/ EPOXY PAINTED: SEE FINISH SCHEDULE(12)DETAILS:SEE DRAWINGS AS NOTED IN SCHEDULE FOR WALL/FRAME THICKNESS.REFER TO PLANS FOR WALL TYPES.(13)FIRE RATING: NUMBER OF MINUTES REQUIRED FOR RATING(14) HARDWARE:SEE SPECIFICATIONS FOR DETAILED LISTING OF HARDWARE GROUPS.(15)ACCESSORIES:A = ASTRAGAL ("FR" IF FIRE RATED)FS = FLOOR STOPADB = AUTO DOOR BOTTOMKP = 10" KICK PLATEAP = 34" ARMOR PLATEMTH = MARBLE THRESHOLDC = COORDINATORPH = PANIC HARDWARECL = CLOSERPS = PERIMETER SEALSCL/H = CLOSER/ HOLD OPEN W/ OVERHEAD STOP SL = SILENCERSCL/OS = CLOSER W/ OVERHEAD STOPSD = SMOKE DRAFT SEALSDBS = DOOR BOTTOM SWEEPTH = THRESHOLDFEH = FIRE EXIT HARDWAREWS = WALL STOP(16) ELECTRICAL: CR = CARD READER (SEE DETAIL 13/A910) ML = MAGNETIC LOCKDC = DOOR CONTACT ALARMPP = PUSH TO OPEN PADDLEDB = DOOR BELLSR = SENSORMHO = MAGNETIC HOLD OPEN(17) LOCKSETFUNCTION:B = BED/BATH PRIVACYO = OFFICE ENTRYC = CLASSROOMP = PASSAGEE = ENTRANCES = STOREROOMEL = ELECTRICALLY LOCKED (FAIL SAFE)EU = ELECTRICALLY UNLOCKED (FAIL SECURE)(18) REMARKS: 1. EXISTING DOOR TO REMAIN. CONTRACTOR TO VERIFY EXISTING HARDWARE FUNCTIONS PROPERLY ANDREPAIR AS REQUIRED.2. EXISTING DOOR TO REMAIN. MODIFY HARDWARE AS REQUIRED FOR NEW CARD READER3.CONTRACTOR TO PROVIDE AND INSTALL ELECTRIFIED HINGE(S), POWER & POWER SUPPLY, DOORCONTACT & LOW VOLTAGE CONDUIT PATHS PER DETAIL 13/A9.04.ACCESS CONTROL HARDWARE, CABLING & DEVICE BY TENANT LOW VOLTAGE VENDOR DOOR AND FRAME SCHEDULE: DOOR FRAME DETAILS NUMBER: (1) ROOMNAME: (2) SIZE (NOMINAL): (3) TYPE: (4) MATERIAL: (5) GLAZING: (6) FINISH/ COLOR: (7) TYPE: (8) MATERIAL: (9) GLAZING: (10) FINISH/ COLOR: (11)DETAILS (12)FIRE RATING: (13) HARDWARE GROUP: (14) ACCESSORIES: (15) ELECTRICAL ACCESSORIES: (16) LOCKSET FUNCTION: (17) REMARKS: (18)HEADJAMBTHRESHD.SECOND LEVEL007STAIR3'-0" X 8'-0"A HM--EP- A HM--EP-10113--CL, KP, WS--P007ASTAIR3'-0" X 8'-0"A HM--EP- A HM--EP-10 113--CL/OS, KP--P008 STAIR3'-0" X 8'-0"A HM--EP- A HM--EP-191920--CL/OS, KP, PS, TH, DBSCR EU3, 4SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSTHE DESIGNS, IDEAS, AND ARRANGEMENTS SHOWN ON THIS SHEET, ALONG WITH THE ACCOMPANYING SPECIFICATIONS ARE THE PROPERTY OF MCFARLANE ARCHITECTS, INC., AND MAY ONLY BE USED IN ASSOCIATION WITH THIS PROJECT AND MAY NOT BE USED IN ANY OTHER MANNER OR CHANGED WITHOUT THE EXPRESSED WRITTEN CONSENT OF MCFARLANE ARCHITECTS, INC., AS AGREED TO PER THE OWNER-ARCHITECT AGREEMENT.X:\MA_Projects\20-108-07_Quidel-Rutherford\CAD\03_CD\Structural Steel Package_CP2\A1000S_10807.dwglpc Apr 20,2021 - 10:06am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUEDSTRUCTURAL PACKAGE SUBMITTAL CP2MAACFARLANERCHITECTSrchitecturePlanning Interiro s6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-0704-20-202104-06-202103-08-202102-19-2021PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGEABCBC2021-0078 SET 3 4/21/21RENC-2369111/30/21LIC E N S ED ARCHITECTSTATE OF CALI F O R NIA NEAL K. McFARLANEApproved04/29/2021 7:47:19 AM CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM G E N E R A L S T R U C T U R A L N O T E S (G.S.N.)X-WELDING OF ELEMENTS OF THE7.X-MISCELLANEOUS STRAPS AND TIES (WALLS, FLOORS, ROOF, FLOOR-TO-FLOOR)6.X-VERIFY WALL FRAMING, INCLUDING: MEMBER SIZE AND LAYOUT, STUD AND POST SEATING AT TOP AND BOTTOM, POSTS,BLOCKING, CONNECTIONS, PENETRATIONS.5.X-VERIFY ROOF FRAMING, INCLUDING: MEMBER SIZE AND LAYOUT, BLOCKING AND BRACING, CONNECTIONS, PENETRATIONS.4.X-VERIFY FLOOR FRAMING, INCLUDING: MEMBER SIZE AND LAYOUT, BLOCKING, CONNECTIONS, PENETRATIONS.3.X-VERIFY FLOOR & ROOF DIAPHRAGM CONSTRUCTION, INCLUDING: SHEATHING TYPE AND THICKNESS, FASTENERS,STRAPS, BLOCKING, DRAG MEMBERS, PENETRATIONS.2.X-VERIFY SHEAR WALL CONSTRUCTION, INCLUDING: WALL LENGTH, SILL CONNECTIONS, SHEAR TRANSFER, SHEAR PANELFASTENERS, HOLDOWNS, STRAP AND BLOCKING, PENETRATIONS.1.PERIODICCONTINUOUSCOLD FORMED STEEL CONSTRUCTION: SPECIAL INSPECTION TASKSFRS.X-VERIFICATION OF MOISTURE CONTENT OF WOOD FRAMING7.X-MISCELLANEOUS STRAPS AND TIES (WALLS, FLOORS, ROOF, FLOOR-TO-FLOOR)6.X-VERIFY WALL FRAMING, INCLUDING: MEMBER SIZE AND LAYOUT, STUD AND POST SEATING AT TOP ANDBOTTOM, POSTS, BLOCKING, CONNECTIONS, PENETRATIONS.5.X-VERIFY ROOF FRAMING, INCLUDING: MEMBER SIZE AND LAYOUT, BLOCKING AND BRACING,CONNECTIONS, PENETRATIONS.4.X-VERIFY FLOOR FRAMING, INCLUDING: MEMBER SIZE AND LAYOUT, BLOCKING, CONNECTIONS,PENETRATIONS.3.X-VERIFY FLOOR & ROOF DIAPHRAGM CONSTRUCTION, INCLUDING: SHEATHING TYPE ANDTHICKNESS, FASTENERS, STRAPS, BLOCKING, DRAG MEMBERS, PENETRATIONS.2.X-VERIFY SHEAR WALL CONSTRUCTION, INCLUDING: WALL LENGTH, SILL CONNECTIONS, SHEARTRANSFER, SHEAR PANEL FASTENERS, HOLDOWNS, STRAP AND BLOCKING, PENETRATIONS.1.PERIODICCONTINUOUSWOOD CONSTRUCTION: SPECIAL INSPECTION TASKSPECIAL INSPECTION1.2.3.4.5.6.7.8.9.10.11.12.13.14.15.A. SOILS INSPECTIONS BY THE SOILS ENGINEER OF RECORDB. SMOKE CONTROL SYSTEM, BY THE MECHANICAL ENGINEER OF RECORDC. WHEN WAIVED BY THE GOVERNING JURISDICTIONTHE CONSTRUCTION MATERIALS TESTING LABORATORY MUST BE APPROVED BY THE GOVERNINGJURISDICTION FOR TESTING OF MATERIALS, SYSTEMS, COMPONENTS AND EQUIPMENTS.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL INSPECTOR OR INSPECTIONAGENCY AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIALINSPECTION. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.THE SPECIAL INSPECTOR SHALL PROVIDE WEEKLY REPORTS AND A FINAL REPORT TO THE STRUCTURALENGINEER.THE SPECIAL INSPECTOR SHALL ENSURE THAT ALL DEFICIENCIES RELATED TO THE SPECIAL INSPECTIONTABLES NOTED BY THE STRUCTURAL ENGINEER IN STRUCTURAL OBSERVATION REPORTS ARE CORRECTED.SUCH COMPLIANCE SHALL BE REFERENCED IN SPECIAL INSPECTOR REPORT.THE FABRICATOR MUST BE APPROVED BY THE GOVERNING JURISDICTION FOR THE FABRICATION OFMEMBERS AND ASSEMBLIES ON THE PREMISES OF THE FABRICATOR'S SHOP.AN APPLICATION TO PERFORM OFF-SITE FABRICATION MUST BE SUBMITTED TO THE GOVERNINGJURISDICTION, WHERE REQUIRED, FOR APPROVAL PRIOR TO FABRICATION.A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION MUST BE COMPLETED AND SUBMITTED TO THEGOVERNING JURISDICTION, WHERE REQUIRED, PRIOR TO ERECTION OF PREFABRICATED COMPONENTS.NOTICE TO THE APPLICANT/OWNER/OWNER'S AGENT/ARCHITECT:BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR CONSTRUCTION/INSTALLATION OF THE WORKSPECIFIED HEREIN, YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING JURISDICTIONFOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONSAND, AS REQUIRED BY THE GOVERNING BUILDING CODES.NOTICE TO THE CONTRACTOR/BUILDER/INSTALLER/SUBCONTRACTOR/OWNERBUILDER:BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR CONSTRUCTION/INSTALLATION OF THE WORKSPECIFIED HEREIN, YOU ACKNOWLEDGE AND ARE AWARE OF, THE REQUIREMENTS CONTAINED IN THESTATEMENT OF SPECIAL INSPECTIONS. YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THEGOVERNING JURISDICTION FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTIONMATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENTOF SPECIAL INSPECTIONS AND, AS REQUIRED BY THE GOVERNING BUILDING CODES.THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL REQUIRE SPECIAL INSPECTION PER CHAPTER 17 OFTHE CODE. U.N.O.ALL SPECIAL INSPECTIONS AND TESTING SHALL BE IN CONFORMANCE WITH CHAPTER 17 OF THE CODE. THEOWNER IS RESPONSIBLE FOR RETAINING AN APPROVED AGENCY TO PERFORM SPECIAL INSPECTIONS FORTHIS PROJECT.THE SPECIAL INSPECTION TABLES LISTED BELOW ARE PARTIAL EXCERPTS OF THE TABLES LISTED IN THE CODEAND ADDITIONAL SPECIAL INSPECTION REQUIREMENTS OF THIS PROJECT. IT IS THE RESPONSIBILITY OF THESPECIAL INSPECTOR TO CONFORM WITH ALL ASPECTS OF OF THE CODE AND STANDARDS REFERENCED BYCHAPTER 17.THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE GOVERNING JURISDICTION IN THE CATEGORY OFWORK REQUIRED TO HAVE SPECIAL INSPECTION.EXCEPTIONS:THE SPECIAL INSPECTIONS IDENTIFIED ON PLANS ARE IN ADDITION TO, AND NOT A SUBSTITUTE FOR, THOSEINSPECTIONS REQUIRED TO BE PERFORMED BY THE GOVERNING JURISDICTION. SPECIALLY INSPECTED WORKWHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF AN INSPECTOR FROM THE GOVERNINGJURISDICTION IS SUBJECT TO REMOVAL OR EXPOSURE.FOR CONTINUOUS INSPECTION, WHEN WORK IN MORE THAN ONE CATEGORY OF WORK REQUIRING SPECIALINSPECTION IS TO BE PERFORMED SIMULTANEOUSLY, OR THE GEOGRAPHIC LOCATION OF THE WORK IS SUCH THAT ITCANNOT BE CONTINUOUSLY OBSERVED IN ACCORDANCE WITH THE PROVISIONS OF THE CODE, IT IS THE AGENT'SRESPONSIBILITY TO EMPLOY A SUFFICIENT NUMBER OF INSPECTORS TO ASSURE THAT ALL WORK IS INSPECTED INACCORDANCE WITH THOSE PROVISIONS.PERIODIC INSPECTION SHALL OCCUR FREQUENTLY ENOUGH TO INSPECT ALL OF THE INSTALLED ITEMS AND TOPERIODICALLY WITNESS THE INSTALLATION OF THE ITEMS.STRUCTURAL STEEL: QUALITY ASSURANCE (QA) SPECIAL INSPECTIONPER AISC 360, CHAPTER N AND AISC 341, CHAPTER J1.VERIFY FABRICATOR AND ERECTOR QUALITY CONTROL (QC) PROGRAM PER AISC 360, SECTION N2X - -2.INSPECTION TASKS PRIOR TO WELDING PER AISC 360 TABLE N5.4-1 AND AISC 341 TABLE J6-1: (SEE KEYNOTE 3)A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE.X - -B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE.X - -C. MATERIAL IDENTIFICATION (TYPE/GRADE).- X -D. WELDER IDENTIFICATION SYSTEM (SEE KEYNOTE 1)- X -E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY); JOINT PREPARATION, DIMENSIONS (ALIGNMENT,ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELDQUALITY AND LOCATION), BACKING TYPE AND FIT (IF APPLICABLE).- X -F. CONFIGURATION AND FINISH OF ACCESS HOLES.- X -G. FIT-UP OF FILLET WELDS; DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS(CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION).- X -H. CHECK WELDING EQUIPMENT.- X -3.INSPECTION TASKS DURING WELDING PER AISC 360 TABLE N5.4-2 AND AISC 341 TABLE J6-2: (SEE KEYNOTE 3)A. USE OF QUALIFIED WELDERS.- X -B. CONTROL AND HANDLING OF WELDING CONSUMABLES; PACKAGING, EXPOSURE CONTROL.- X -C. NO WELDING OVER CRACKED TACK WELDS.- X -D. ENVIRONMENTAL CONDITIONS; WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE.- X -E. WPS FOLLOWED: SETTING ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS,SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.), PROPERPOSITION (F,V,H,OH), INTERMIX OF FILLER METALS AVOIDED UNLESS APPROVED- X -4.INSPECTION TASKS AFTER WELDING PER AISC 360 TABLE N5.4-3 AND AISC 341 TABLE J6-3: (SEE KEYNOTE 3)A. WELDS CLEANED.- - -B. SIZE, LENGTH AND LOCATION OF WELDS.X - -C. WELDS MEET VISUAL ACCEPTANCE CRITERIA; CRACK PROHIBITION, WELD/BASE-METAL FUSION,CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY.X - XD. ARC STRIKES.X - -E. K-AREA (SEE KEYNOTE 2)X - -F. PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS (IF REQUIRED).X - XF. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED).X - XG. REPAIR ACTIVITIES.X - XH. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER.X - X5.INSPECTION TASKS PRIOR TO BOLTING PER AISC 360 TABLE N5.6-1 AND AISC 341 TABLE J7-1: (SEE KEYNOTES 4, 5& 6)A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS.X - -B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS.- X -C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE).- X -D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL.- X -E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACECONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLEREQUIREMENTS.- X -F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNELOBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED.- X XG. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS.- X -6.INSPECTION TASKS DURING BOLTING PER AISC 360 TABLE N5.6-2 AND AISC 341 TABLE J7-2: (SEE KEYNOTES 4, 5 &6)A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES ANDWASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED.- X -B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION.- X -C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROMROTATING.- X -D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSINGSYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES.- X -7.INSPECTION TASKS AFTER BOLTING PER AISC 360 TABLE N5.6-3 AND AISC 341 TABLE J7-3: (SEEKEYNOTES 5 & 6)A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS.X - X8.NON-DESTRUCTIVE TESTING OF WELDED JOINTS PER AISC 341, SECTION J6.2:A. WELDS PERFORMED IN k-AREAX - XB. CJP GROOVE WELDSX - XC. BASE METAL THICKER THAN 112"X - XD. BEAM COPES AND ACCESS HOLESX - XE. REDUCED BEAM SECTION REPAIRX - XF. WELD TAB REMOVAL SITESX - X9.INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETEPLACEMENT PER AISC 360 TABLE N6-1:A. PLACEMENT AND INSTALLATION OF STEEL DECK.X - -B. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS.X - -C. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS.X - -10.INSPECTION OF COLD-FORMED STEEL DECK PER CODE TABLE 1705.2.2CONTINUOUSPERIODICA. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK.- XB. WELDING OR OTHER ATTACHMENTS OF METAL DECK TO STRUCTURE.- X11. SPRAYED FIRE-RESISTANT MATERIAL.- XSTEEL SPECIAL INSPECTION KEYNOTES:1. .THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDEDA JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.2. .WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA,VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 IN. (75 MM) OF THE WELD.3. .THE SPECIAL INSPECTIONS NOTED IN ITEMS 2, 3, AND 4 ARE NOT REQUIRED WHERE THE WORK IS DONE ON THEPREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE GOVERNING JURISDICTION.4.THE SPECIAL INSPECTIONS NOTED IN ITEMS 5 AND 6 ARE NOT REQUIRED FOR SNUG-TIGHT JOINTS.5. .. .PROVIDE SPECIAL INSPECTION FOR CONNECTIONS BOLTED WITH A325 AND A490 BOLTS. INSPECTIONS SHALL BE DONE PER APPROVEDNATIONALLY RECOGNIZED STANDARDS AND THE REQUIREMENTS OF THE CODE AND THE GOVERNING JURISDICTION. WHILE THE WORK ISIN PROGRESS, THE SPECIAL INSPECTOR SHALL DETERMINE THE BOLTS, NUTS, WASHERS AND PAINT; BOLTED PARTS; AND INSTALLATIONAND TIGHTENING MEET THE STANDARDS REQUIREMENTS.6.THE SPECIAL INSPECTOR FOR HIGH STRENGTH BOLTED CONNECTIONS SHALL:A. OBSERVE THE CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY THE PLANS OR SPECIFICATIONS.B. MONITOR THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER.C. MONITOR THAT THE SELECTED PROCEDURE IS PROPERLY USED TO TIGHTEN ALL BOLTS.SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S101.dwgdmahoney Apr 20,2021 - 11:25am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S101STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLGENERALSTRUCTURAL NOTESCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM G E N E R A L S T R U C T U R A L N O T E S (G.S.N.)1.A.B.C.D.E.F.G.H.I.J.K.L.M.N.O.GENERALALL COLD-FORMED METAL FRAMING CONSTRUCTION SHALL BE IN ACCORDANCEWITH AISI S100 "SPECIFICATIONS FOR DESIGN OF COLD-FORMED STEELSTRUCTURAL MEMBERS".ALL COLD-FORMED STRUCTURAL MEMBERS SHALL BE PER ICC ESR-3064P.ALL COLD-FORMED STEEL SHALL CONFORM TO THE FOLLOWING:ALL COLD-FORMED STEEL SHALL HAVE A MINIMUM COATING CONFORMING TOTHE FOLLOWING:WELDING IS NOT PERMITTED UNLESS SPECIFICALLY APPROVED BY ENGINEER OFRECORD.ALL APPROVED WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED FORALL APPROPRIATE DIRECTIONS COMPLYING WITH AWS D1.3. WELDING RODSSHALL CONFORM TO THE FOLLOWING:WIRE TYING OF FRAMING COMPONENTS SHALL NOT BE PERMITTED.TEMPORARY BRACING REQUIREMENTS ARE THE RESPONSIBILITY OF THECONTRACTOR.ALL SCREWS SHALL BE FULLY DRIVEN AND PROTRUDE THE LARGER OF 3THREADS OR 1/4" THROUGH THE LAST MATERIAL JOINED. THERE SHALL BE NOSPACE BETWEEN JOINING MEMBERS AT THE SCREW LOCATION.THE TOP TRACK SHALL BE MADE CONTINUOUS BY MEANS OF SPLICING THETRACK.MEMBERS OF BUILT-UP BEAMS AND COLUMNS SHALL BE ATTACHED TO EACHOTHER WITH EITHER A MINIMUM OF (2) #10 SCREWS AT 12" O.C. AND 6" MAXIMUMFROM EACH END, WITH SCREWS WITHIN 1" FROM EACH FLANGE, OR STITCHWELDED ON BOTH FLANGES WITH 1/8" GROOVE WELDS x 1" LONG AT 12" ONCENTER.ALL METAL STUDS SHALL HAVE STIFFENED FLANGES. SEE DRAWINGS FORDETAILS ON CONNECTIONS, BRACING, BRIDGING, ETC.TOP AND BOTTOM TRACKS FOR INTERIOR PARTITIONS SHALL BE 33 MIL MINIMUMWITH 1.25" FLANGES.STUDS IN FIRE RATED WALLS MUST MEET THE MINIMUM DIMENSIONS OF THE ULASSEMBLY REFERENCED BY THE ARCH DRAWINGS. (25 GAUGE STUDS DO NOTMEET THESE REQUIREMENTS IN MANY LOCATIONS.)ALL STUD SECTIONS MAY BE PUNCHED UNLESS NOTED OTHERWISE. PUNCHOUTSAND PENETRATIONS IN WALL STUDS SHALL NOT BE CLOSER THAN 24" O.C. NORLOCATED CLOSER THAN 10" FROM THE END. THE SIZE OF PUNCHOUTS SHALL NOTBE LARGER THAN 1/2 OF THE WEB DEPTH OR 2-1/2" MAXIMUM IN THE WEBDIRECTION NOR MORE THAN 4-1/2" LONG IN THE MEMBER DIRECTION WITHOUTAPPROVAL FROM THE ENGINEER OF RECORD.COLD-FORMED STEEL (a.k.a. METAL STUDS)LOAD-BEARING AND EXTERIORSTRUCTURAL MEMBERSCOATING PROTECTION CP60 PLUS ANAPPROVED COATING PER CURRENT ASTMC955INTERIOR NON-STRUCTURALMEMBERSGALVANIZED G40 MINIMUM43 MIL AND LIGHTER ASTM A1003 GR 3354 MIL AND HEAVIER ASTM A1003 GR 5043 MIL AND LIGHTERE60XX54 MIL AND HEAVIERE70XX OR E6013COLD-FORMED TOSTRUCTURAL STEELE70XX LOW HYDROGEN1.A.B.C.D.2.MEMBER IDENTIFICATION SHALL BE SHOWN:MEMBER DEPTH:(EXAMPLE: 6" = 600/100 INCHES)ALL MEMBER DEPTHS ARE TAKEN IN 1/100 INCH INCREMENTS. FOR "T"SECTIONS, MEMBER DEPTH IS THE INSIDE TO INSIDE DIMENSION.STYLE:EXAMPLE: STUD OR JOIST SECTION = "S")THE FOUR ALPHA CHARACTERS USED BY THE DESIGNATOR SYSTEM ARE:S = STUD OR JOIST SECTIONST = TRACK SECTIONSU = CHANNEL SECTIONSF = FURRING CHANNEL SECTIONSFLANGE WIDTH:(EXAMPLE: 1 5/8" = 1.625" = 162/100 INCHES)ALL MEMBER DEPTHS ARE TAKEN IN 1/100 INCH INCREMENTS.MATERIAL THICKNESS:(EXAMPLE: 0.054" = 54 MIL = 54/1000 INCHES)MATERIAL THICKNESS IS THE MINIMUM BASE METAL THICKNESS IN MILS.MINIMUM BASE METAL THICKNESS REPRESENTS 95% OF THE DESIGNTHICKNESS.ALL CALCULATED MEMBER PROPERTIES PER AISI SPECIFICATIONS ARE BASED ONTHE FOLLOWING THICKNESSES:COLD-FORMED STEEL (a.k.a. METAL STUD) IDENTIFICATIONA600 S 162 54MINIMUMTHICKNESSREFERENCEGAUGEDESIGNTHICKNESS33 MIL20 GA0.0346"43 MIL18 GA0.0451"54 MIL16 GA0.0566"68 MIL14 GA0.0713"97 MIL12 GA0.1017"118 MIL10 GA0.1242"BCDSTRUCTURAL STEEL1.2.3.4.5.6.A.B.C.7.8.9.10.A.B.C.D.E.F.G.H.I.11.12.13.A.B.C.D.ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED INACCORDANCE WITH AISC 303 AND AISC 360. THE FABRICATOR AND THE ERECTORSHALL BE AISC CERTIFIED (CATEGORY BU AND CATEGORY CSE, RESPECTIVELY) ORCERTIFIED BY THE GOVERNING JURISDICTION UNLESS APPROVED BY THE ENGINEEROF RECORD. SEE SPECIAL INSPECTION SECTION FOR ADDITIONAL REQUIREMENTSON SHOP FABRICATION.ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION AS INDICATEDBELOW (U.N.O.):THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALLSTEEL FOR ARCHITECT'S AND STRUCTURAL ENGINEER'S REVIEW BEFOREFABRICATION.HOLES IN STEEL SHALL BE 1/16" LARGER DIAMETER THAN NOMINAL SIZE OF BOLTUSED, EXCEPT AS NOTED. COLUMN BASE PLATE HOLES MAY BE OVERSIZED PER AISCMANUAL.ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE, MASONRY,OR SPRAY ON FIREPROOFING, OR ARE ENCASED BY BUILDING FINISH, SHALL BE LEFTUNPAINTED.ALL STRUCTURAL STEEL AND MISCELLANEOUS METAL PERMANENTLY EXPOSED TOWEATHER SHALL BE HOT DIP GALVANIZED AFTER FABRICATION, U.N.O. ALTERNATEFINISHES SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW AND APPROVAL.FIELD WELDING OF GALVANIZED STEEL SHALL BE IN CONFORMANCE WITH AWSD19.0.GALVANIZING AT FIELD WELDS SHALL BE REPAIRED WITH A GALVANIZING REPAIRPAINT ACCORDING TO ASTM A780.ALL WELDING OF GALVANIZED STEEL DESIGNATED AESS SHALL USE ELECTRODESWITH LESS THAN OR EQUAL TO 0.3% SILICON CONTENT.HIGH STRENGTH BOLTS TO BE FULLY PRETENSIONED PER AISC SPECIFICATION FORSTRUCTURAL JOINTS, U.N.O. TEST SLIP CRITICAL (SC) BOLTS WITH A CALIBRATEDWRENCH UNLESS LOAD INDICATOR BOLTS ARE USED.PROVIDE BEVELED WASHERS PER ANSI B18.23.1 AS REQUIRED ON SLOPEDSURFACES.STRUCTURAL MEMBERS AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETEDSTRUCTURE SHALL BE DESIGNATED ARCHITECTURALLY EXPOSED STRUCTURALSTEEL (AESS) WHERE NOTED ON PLAN. SEE ARCHITECTURAL DRAWINGS FORADDITIONAL REQUIREMENTS.WELDING:ALL WELDS SHALL BE IN CONFORMITY WITH THE PROJECT SPECIFICATIONS ANDAWS D1.1, SEESPECIAL INSPECTION SECTION FOR WELDING INSPECTIONREQUIREMENTS.ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING E70XX ELECTRODES(U.N.O.).WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTHREQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE,USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360.WELDS TERMINATING AT ENDS OR SIDES, WHERE PRACTICAL, SHALL BERETURNED CONTINUOUSLY AROUND CORNERS A DISTANCE 2 TIMES THENOMINAL SIZE OF THE WELD PER AISC 360 SECTION J2.2B, U.N.O.ALL FULL-PENETRATION FIELD WELDS SHALL BE ULTRASONICALLY TESTED.ALL TWO-SIDED FILLET WELDS SHOWN SHALL BE WELDED WITH THE SAME(GIVEN) WELD SIZE ON BOTH SIDES.ALL UNSIZED GROOVE OR BUTT WELDS SHOWN SHALL BE COMPLETEPENETRATION. ALL PROVISIONS OF AWS SHALL BE OBSERVED INCLUDINGREQUIREMENTS FOR BACK-UP PLATES AND WELD TRANSITIONS WHETHER ORNOT THEY ARE SPECIFICALLY SHOWN.A WRITTEN WELDING PROCEDURE SPECIFICATION SHALL BE SUBMITTED TO THETESTING LABORATORY. IT SHALL INCLUDE ALL WELDING PROCEDURES TO BEUSED AS DESCRIBED IN AWS, CHAPTER 4.WHERE FIELD WELDING IS INDICATED, THE FIELD DESIGNATION IS GIVEN AS ARECOMMENDATION ONLY.ALL ANCHOR BOLTS SHALL BE HEADED STUD BOLTS OR THREADED RODS WITHNUTS. J BOLTS ARE NOT ACCEPTABLE IN ANY APPLICATION.GROUT OTHER THAN FOR MASONRY CELLS SHALL BE NON-SHRINK, NON-METALLICGROUT, MEETING ASTM C-1107, MIXED AND INSTALLED PER MANUFACTURER'SSPECIFICATIONS. MINIMUM COMPRESSIVE STRENGTH SHALL BE 5,000 PSI IN THREEDAYS, UNLESS APPROVED BY THE STRUCTURAL ENGINEER.ALL ROLLED STEEL MEMBERS WITH FLANGES EXCEEDING 1 1/2" AND ALL PLATESEXCEEDING 2" IN THICKNESS SHALL COMPLY WITH THE FOLLOWING:ALL MATERIALS SHALL HAVE CHARPY V-NOTCH TESTING AS REQUIRED PER AISC360 SECTION A3.1.ALL BEAM COPES AND WELD ACCESS HOLES SHALL COMPLY WITH AISC 360SECTION J1.6ALL WELD MATERIAL SHALL COMPLY WITH AISC 36O SECTION J2.6ALL THERMAL CUTTING SHALL COMPLY WITH AISC 360 SECTION M2.2A36THREADED RODSF1554, GRADE 36 [55, 55 WELDABLE, 105]ANCHOR BOLTSA307MACHINE BOLTSF3125, GRADES A325 & F1852F3125, GRADES A490 & F2280HIGH STRENGTH BOLTSA500 GRADE B OR C [A1085, GRADE 50]HSS SECTIONSA53, GRADE B [A500, GRADE B OR C]STRUCTURAL PIPE SECTIONSA992, GRADE 50 [A913, GRADE 65]ALL WF COLUMNSA992, GRADE 50 [A913, GRADE 65]ALL WF BEAMS AND WT SECTIONSA36ALL ANGLES, CHANNELS, AND MISC.A572, GRADE 50 [A36]ALL BASE PLATES AND LATERALRESISTING CONNECTION PLATESASTM DESIGNATIONDESCRIPTIONCONCRETE1.2.3.4.ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH THE CODE AND WITH THEPROVISIONS OF ACI 318.SCHEDULE OF STRUCTURAL CONCRETE PERFORMANCE REQUIREMENTS:CONCRETE MIXES:A. MIX SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND APPROVEDBY THE STRUCTURAL ENGINEER.B. MIX DESIGN METHODS (TEST HISTORY OR TRIAL BATCH METHOD) PER THE CODESHALL BE USED TO PROPORTION CONCRETE. SUBMIT MIX DESIGN METHOD DATAFOR REVIEW.C. MIX DESIGNS SHALL SATISFY EITHER THE SHRINKAGE CRITERIA OR THE W/CRATIO AND TOTAL WATER CONTENT CRITERIA SPECIFIED.D. MIX DESIGNS FOR SLABS ON GRADE, ELEVATED SLABS AND BEAMS MUST MEETSHRINKAGE CRITERIA, REGARDLESS OF THE W/C RATIO SPECIFIED.E. MIX DESIGNS SHALL MEET THE MINIMUM REQUIREMENTS FOR EXPOSURECATEGORIES F0, S0, W0, AND C0 AS DEFINED IN CHAPTER 19 OF ACI 318 UNLESSOTHERWISE SPECIFIED IN THE TABLE ABOVE.F. FOR SHOTCRETE APPLICATIONS, PROVIDE MIX DESIGNS FOR COMPRESSIVESTRENGTH AS WELL AS TEST PANEL RESULTS FOR STRENGTH AND COREGRADES PER THE SHOTCRETE GENERAL STRUCTURALNOTES.G. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE I OR II, UNLESSNOTED OTHERWISE.H. AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALLREQUIREMENTS AND TESTS OF ASTM C33 AND PROJECT SPECIFICATIONS.EXCEPTIONS MAY BE USED ONLY WITH PERMISSION OF THE STRUCTURALENGINEER.I. AGGREGATE FOR LIGHTWEIGHT CONCRETE (MAX DENSITY < 120 PCF) SHALL BETHE EXPANDED SHALE TYPE CONFORMING TO ALL REQUIREMENTS AND TESTS OFASTM C330 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE USED ONLYWITH PERMISSION OF THE STRUCTURAL ENGINEER.CONCRETE INSTALLATION:A. CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C94.B. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 318 AND PROJECTSPECIFICATIONS.C. CLEAN AND ROUGHEN TO 1/4" AMPLITUDE ALL CONCRETE SURFACES AGAINSTWHICH NEW CONCRETE ISTO BE PLACED.D. ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE INSERTS SHALLBE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.MEMBERCOMPRESSIVESTRENGTH28 DAYU.N.O. (PSI)MAXDENSITY(PCF)MAXW/C RATIOMAXSHRINKAGE(%) (NOTE 4)EXPOSURECATEGORYALL FOOTINGS4000150 0.5 0.060SLAB-ON-GRADE3000*150-0.050 * LIMIT TOTAL WATER CONTENT TO A MAXIMUM OF 300#/C.Y ** ADDITIONAL TEST CYLINDERS ARE REQUIRED FOR 56 DAY STRENGTHS.REINFORCING STEEL1.A.B.2.A.B.C.D.3.A.B.C.D.E.F.••G.•••4.A.B.C.D.5.A.B.C.6.7.8.BAR SPECIFICATIONS:INSTALLATION:ALL REINFORCING BAR BENDS SHALL BE MADE COLD.SPLICES:#14 AND #18 BARS SHALL NOT BE LAP SPLICED.LAP ALL HORIZONTAL BARS AT CORNERS AND INTERSECTIONS.DOWEL ALL VERTICAL REBAR TO FOUNDATIONS.ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL BY STRUCTURAL ENGINEER.PROVIDE REQUIRED SHOP DRAWINGS AND FABRICATE AFTER ENGINEER'S REVIEW.MECHANICAL BAR SPLICES (COUPLERS) SHALL BE USED WHERE SPECIFIED ONPLANS. THEY MAY ALSO BE USED AT THE CONTRACTOR'S OPTION IN LIEU OF LAPSPLICES AND WHERE REINFORCING IS SHOWN CONTINUOUS THROUGHCONSTRUCTION JOINTS. THE MINIMUM COVER ON THE COUPLER OF 3/4" SHALL BEMAINTAINED. UNLESS NOTED OTHERWISE, ALL MECHANICAL BAR SPLICES SHALL BE"TYPE 2" AS DEFINED BY ACI 318 AND BE ONE OF THOSE LISTED BELOW ANDINSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS:HRC 500 SERIES MECHANICAL COUPLERS (ICC ESR-2764)LENTON A2 SERIES MECHANICAL SPLICES (IAPMO ER-0129)MINIMUM LAP SPLICES SHALL BE AS FOLLOWS:WELDED WIRE FABRIC: 9"DEFORMED BARS IN CONCRETE: 12"DEFORMED BARS IN MASONRY: THE GREATER OF 24" OR 48 BAR DIA.WELDING REBAR:WELDING OF REINFORCING MUST BE APPROVED BY THE STRUCTURAL ENGINEER.ALL WELDS SHALL BE IN CONFORMITY WITH THE PROJECT SPECIFICATIONS AND AWSD1.4. SEESPECIAL INSPECTION SECTION FOR WELDING INSPECTIONREQUIREMENTS.ALL REINFORCING BARS TO BE WELDED SHALL BE ASTM A706, U.N.O.ALL WELDS SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE FOLLOWINGELECTRODES, U.N.O:REBAR DETAILING:REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315.COMPLETE AND DETAILED REINFORCING PLACEMENT DRAWINGS SHALL BEPREPARED AND SUBMITTED TO THE ARCHITECT FOR REVIEW BY THE STRUCTURALENGINEER PRIOR TO FABRICATION IN ACCORDANCE WITH SPECIFICATIONS ANDAPPLICABLE CODES. THESE APPROVED DRAWINGS SHALL BE AVAILABLE ON THE JOBSITE PRIOR TO PLACING OF CONCRETE.REBAR SPACINGS GIVEN ARE MAXIMUM ON CENTER WHETHER STATED AS "O.C." ORNOT. UNLESS A SPECIFIED LENGTH IS GIVEN, ALL REBAR IS CONTINUOUS WHETHERSTATED AS "CONT." OR NOT.MILL TEST REPORTS SHALL BE SUBMITTED PRIOR TO PLACEMENT OF CONCRETE.CONTINUOUS INSPECTION OF CONCRETE SHALL INCLUDE INSPECTION DURINGINSTALLATION OF REINFORCING STEEL. INSPECTION SHALL BE SCHEDULED SO THATPLACEMENT OF REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BECORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL.CONCRETE PROTECTION FOR REINFORCEMENT:(i) CAST-IN-PLACE CONCRETE (NON-PRESTRESSED). THE FOLLOWING CONCRETECOVER SHALL BE PROVIDED FOR REINFORCEMENT, U.N.O.:ASTM A706 E80XXASTM A615 E90XXCONCRETE EXPOSED TO EARTH OR WEATHER:NO. 5 BAR, W31 OR D31 WIRE AND SMALLERSLABS, WALLS, JOISTS:BEAMS, COLUMNS:C.NO. 11 BAR AND SMALLERNO. 14 AND NO. 18 BARNO. 6 THROUGH NO. 18 BARB.A.TOLERANCES+ OR -SHELLS, FOLDED PLATE MEMBERS:NO. 6 BAR AND LARGERNO. 5 BAR, W31 OR D31 WIRE AND SMALLERPRIMARY REINFORCEMENT,TIES, STIRRUPS AND SPIRALS3"MINIMUMCOVERCONCRETE CAST AGAINST ANDPERMANENTLY EXPOSED TO EARTHCONCRETE NOT EXPOSED TO WEATHER OR INCONTACT WITH THE GROUND:3/8"2"3/8"1 1/2"3/8"1 1/2"3/8"3/4"1/4"1 1/2"3/8"3/4"1/4"1/2"3/16"POST-INSTALLED CONCRETE ANCHORS1.2.3.A.••••B.•••••••C.•••••D.••••4.5.6.POST-INSTALLED ANCHORAGE SHALL BE AS DETAILED ON THE PLANS. SUBSTITUTIONOF PRODUCTS SPECIFICALLY DETAILED IN THESE DRAWINGS SHALL NOT BEALLOWED WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER OFRECORD.SPECIAL INSPECTION IS REQUIRED FOR ALL POST-INSTALLED ANCHORS, U.N.O.WHERE ANCHOR TYPE IS NOT NOTED OR AN ALTERNATE BRAND IS PREFERRED, THEFOLLOWING PRODUCTS ARE ACCEPTABLE TO BE SUBMITTED FOR A SUBSTITUTIONREQUEST:EXPANSION ANCHORS: UNLESS NOTED OTHERWISE, EXPANSION ANCHORS INCONCRETE SHALL BE ONE OF THOSE LISTED BELOW AND INSTALLED PER THEMANUFACTURER'S RECOMMENDATIONS.HILTI KWIK BOLT TZ (ICC ESR-1917)SIMPSON STRONG-BOLT-2 (ICC ESR-3037)DEWALT/POWERS POWER-STUD +SD2 (ICC ESR-2502)ALTERNATE APPROVED BY KPFFADHESIVE ANCHORS: UNLESS NOTED OTHERWISE, EPOXY ANCHORS INCONCRETE SHALL BE ONE OF THOSE LISTED BELOW AND INSTALLED PER THEMANUFACTURER'S RECOMMENDATIONS.HILTI HIT-HY 200 (ICC ESR-3187)HILTI HIT-RE 500-V3 (ICC ESR-3814)SIMPSON SET-3G (ICC ESR-4057)SIMPSON SET-XP (ICC ESR-2508)DEWALT/POWERS PURE110+ (ICC ESR-2525)DEWALT/POWERS AC100+GOLD (ICC ESR-2582)ALTERNATE APPROVED BY KPFFPOWER ACTUATED FASTENERS: UNLESS NOTED OTHERWISE, POWER ACTUATEDFASTENERS IN CONCRETE SHALL BE ONE OF THOSE LISTED BELOW ANDINSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS.HILTI LOW VELOCITY POWER DRIVEN FASTENERS (ICC ESR-1663)SIMPSON POWER ACTUATED FASTENERS (ICC ESR-2138)DEWALT/POWERS POWER-DRIVEN FASTENERS (ICC ESR-2024DEWALT/POWERS TRACK-IT C5 GAS ACTUATED FASTENERS (ICC ESR-3275)ALTERNATE APPROVED BY KPFFSCREW ANCHORS: UNLESS NOTED OTHERWISE, SCREW ANCHORS IN CONCRETESHALL BE ONE OF THOSE LISTED BELOW AND INSTALLED PER THEMANUFACTURER'S RECOMMENDATIONS.HILTI KWIK HUS-EZ (ICC ESR-3027)SIMPSON TITEN-HD (ICC ESR-2713)DEWALT/POWERS WEDGEBOLT+ (ICC ESR-2526)ALTERNATE APPROVED BY KPFFTENDONS AND REBAR MUST BE LOCATED AND AVOIDED BEFORE DRILLING INTO ORFASTENING TO SLABS, EXCEPT WHEN ANCHORS ARE USED WITH A MAXIMUMEMBEDMENT OF 3/4" OR LESS.ALL CONCRETE ANCHORS WHICH ARE EXPOSED TO THE WEATHER SHALL BESTAINLESS STEEL OR HOT DIP GALVANIZED.WHERE ADHESIVE ANCHORS ARE TO BE INSTALLED IN OVERHEAD CONDITIONS, OR INHORIZONTAL CONDITIONS WHERE THE SPECIFIED EMBEDMENT DEPTH IS GREATERTHAN 8", A PISTON PLUG SHALL BE USED DURING INSTALLATION.MASONRY1.2.3.4.5.6.7.8.9.10.11.12.13.14.15.16.ALL MASONRY CONSTRUCTION SHALL CONFORM WITH THE CODE AND WITH THEPROVISIONS OF TMS 402 AND TMS 602.CONCRETE BLOCK SHALL BE ASTM C90 HOLLOW LOAD-BEARING CONCRETEMASONRY UNITS CONFORMING TO CODE SECTION 2103.1, MEDIUM WEIGHT DOUBLEOPEN END UNITS WITH A MAXIMUM LINEAR SHRINKAGE OF 0.065%.MORTAR SHALL BE ASTM C270 TYPE 'M' OR 'S' CONFORMING TO CODE SECTION 2103.2GROUT SHALL BE ASTM C476 COMFORMING WITH CODE SECTION 2103.3ALL CELLS SHALL BE GROUTED SOLID, U.N.O.MINIMUM STRENGTH REQUIREMENTS:COMPLIANCE WITH COMPRESSIVE STRENGTH REQUIREMENTS SHALL BEDETERMINED USING UNIT STRENGTH METHOD OR PRISM TESTING PER CODESECTION 2105.REINFORCING BARS - PROVIDE 1/2" CLEAR BETWEEN REINFORCING AND WALL OFMASONRY UNITS. SEE NOTES UNDERREINFORCING STEEL FOR ADDITIONALREQUIREMENTS.VERTICAL BARS IN WALLS ARE TO BE PLACED IN CENTER OF CELLS UNLESSOTHERWISE SHOWN. VERTICAL BARS ARE TO BE TIED OR OTHERWISE FIXED INTOPOSITION PRIOR TO GROUTING WITH WIRE POSITIONERS OR OTHER SUITABLEDEVICES AT INTERVALS NOT EXCEEDING 200 BAR DIAMETERS.VERTICAL BARS IN WALLS AND PILASTERS SHALL HAVE DOWELS OF EQUAL SIZE ANDSPACING IN ALL FOOTINGS. DOWELS TO BE FIELD CHECKED BY THE MASONRYCONTRACTOR BEFORE PLACEMENT OF CONCRETE.HORIZONTAL BARS SHALL BE PLACED IN BOND BEAM BLOCKS.NO MORE THAN TWO BARS SHALL BE PLACED IN ANY ONE CELL. WHERE PLAN CALLSFOR MORE THAN TWO, DIVIDE EQUALLY AMONG ADJACENT CELLS.WHEN MULTIPLE BARS ARE LAPPED IN A CELL, LAP REBAR 65 BAR DIAMETERS MIN.AND STAGGER LAPS 24 IN. U.N.O.PIPES OR CONDUITS SHALL NOT BE EMBEDDED IN ANY MASONRY UNLESSSPECIFICALLY DETAILED ON THE APPROVED STRUCTURAL DRAWINGS. NOTIFYENGINEER WHERE OTHERS SHOW PIPES OR CONDUITS EMBEDDED IN MASONRYTHAT ARE NOT SHOWN ON THE APPROVED STRUCTURAL DRAWINGS.SEE DRAWINGS FOR LOCATIONS OF MASONRY CONTROL JOINTS, (MCJ). CONTROLJOINTS SHALL BE SPACED AT A MAXIMUM OF 25 FEET.HORIZONTAL CONTROL JOINTS SHALL BE FORMED BY STOPPING THE GROUT POURNOT LESS THAN 1/2", NOR MORE THAN 2" BELOW THE TOP OF THE UPPER MOST UNITGROUTED. HORIZONTAL REINFORCEMENT SHALL BE FULLY EMBEDDED IN GROUT.UNIT STRENGTHf'm (psi)BLOCK STRENGTH(psi)GROUT STRENGTH(psi)2,0002,8002,500REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THECODE, ASTM A615 (A706 WHERE NOTED ON PLANS), GRADE 60 U.N.O.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE SUPPORTED ONAPPROVED CHAIRS.BARS SHALL BE CLEAN OF RUST, GREASE, OR OTHER MATERIALS LIKELY TO IMPAIR BOND.ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINALIN-PLACE INSPECTION IS MADE.BARS IN SLABS SHALL BE SECURELY SUPPORTED ON WELL-CURED CONCRETE BLOCKS ORAPPROVED METAL CHAIRS, PRIOR TO PLACING CONCRETE.REINFORCING BAR SPLICES SHALL, IN CONCRETE, CONFORM TO THE PROVISIONS OF ACI 318,AND IN MASONRY, CONFORM TO THE PROVISIONS OF ACI 530.SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S102.dwgdmahoney Apr 20,2021 - 11:25am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S102STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLGENERALSTRUCTURAL NOTESCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM G E N E R A L S T R U C T U R A L N O T E S (G.S.N.)WOOD FRAMING (CONT)NAIL SIZE SCHEDULECOMMON NAIL SHANK DIA LENGTH (UNO)20d0.192"4"16d0.162"10d0.148"8d0.131"6d0.113"NAILING SCHEDULE FROM CODE TABLE 2304.9.1CONNECTIONNAILINGJOIST TO SILL OR GIRDER, TOENAIL(3) 8dBRIDGING TO JOIST, TOENAIL EACH END(2) 8dSOLE PLATE TO JOIST OR BLOCKING, TYP.FACE NAIL16d @ 16" OCSOLE PLATE TO JOIST OR BLOCKING, ATBRACED WALL PANELS(3) 16d @ 16" OCTOP PLATE TO STUD, END NAIL(2) 16dSTUD TO SOLE PLATE(4) 8d, TOENAIL or (2) 16d,END NAILDOUBLE STUDS, FACE NAILS16d @ 24" OCDOUBLED TOP PLATE, TYPICAL FACE NAILDOUBLED TOP PLATES, LAP SPLICE16d @ 16" OC (8) 16dBLOCKING BETWEEN JOISTS OR RAFTERSTO TOP PLATE, TOENAIL(3) 8dRIM JOIST TO TOP PLATE, TOENAIL8d @ 6" OCTOP PLATES, LAPS & INTERSECTIONS,FACE NAIL(2) 16dCONTINUOUS HEADER, TWO PIECES16d @ 16" OCALONG EACH EDGECONTINUOUS HEADER TO STUD, TOENAIL(4) 8dRAFTER TO PLATE, TOENAIL(3) 8dBUILT-UP CORNER STUDS16d @ 24" OCBUILT-UP GIRDERS AND BEAMS20d @ 32" OC @ T&B ANDSTAGGERED, (2) 20d @ENDS AND @ EACH SPLICE3 1/2"3"2 1/2"2"1.A.B.C.D.E.2.3.A.B.C.4.5.6.7.8.9.10.11.12.ALL PREFABRICATED WOOD JOISTS SHALL BE ONE OF THOSE LISTED BELOW (U.N.O.ON DRAWINGS) AND INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS:BOISE CASCADE BCI (ICC ESR-1336)ROSEBURG RFPI 400 (ICC ESR-1251)WEYERHAUSER TJI 360 (ICC ESR-1153)REDBUILT RED-I65 (ICC ESR-2994)ALTERNATE APPROVED BY KPFF AND GOVERNING JURISDICTIONJOISTS SHALL BE FABRICATED USING STRUCTURAL GRADE PLYWOOD OR ORIENTEDSTRAND BOARD FOR WEB MATERIAL, MICRO-LAM LUMBER OR STRESS-RATEDLUMBER FOR FLANGE MATERIAL, AND UTILIZING WATERPROOF GLUES. DESIGNSHALL BE IN ACCORDANCE WITH ICC AC-14.PRIOR TO FABRICATION OF JOISTS, SHOP DRAWINGS INCLUDING THE FOLLOWINGINFORMATION SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER OF RECORD FORREVIEW:JOIST LAYOUT DRAWINGS SHOWING BLOCKING, BRACING, AND WEB STIFFENERSJOIST CALCULATIONS SHOWING ALL LOADS, AND DETAILS SHOWING AXIAL ANDBENDING STRESSES AND JOINT DESIGNS, CLEARLY INDICATING THAT THEDESIGNS CONFORM TO THE CODE AND SEALED BY A CIVIL OR STRUCTURALENGINEER LICENSED IN THE STATE OF WHERE THE PROJECT IS TO BE BUILTJOIST MANUFACTURER AND JOIST IDENTIFICATION NUMBERS (AS IDENTIFIED INCALCULATIONS) SHOWN ON JOIST LAYOUT DRAWINGSTHE MATERIALS AND FABRICATION PROCEDURES FOR ALL MEMBERS SHALL COMPLYWITH THE REQUIREMENT OF CURRENT ICC REPORTS.PROVIDE WEB STIFFENERS AT JOISTS UNDER 4x OR LARGER POSTS.THE SIZE AND LOCATION OF ALL HOLES SHALL BE AS PER MANUFACTURER'SRECOMMENDATIONS OR ICC REPORTS.TOP AND BOTTOM FLANGES SHALL NOT BE CUT OR NOTCHED.MEMBERS SHALL BE DELIVERED TO THE JOB SITE IN BUNDLES AND STORED IN ANUPRIGHT POSITION NOT IN CONTACT WITH THE GROUND.ANY DAMAGE OR DISTORTION OF MEMBER SHALL IMMEDIATELY BE BROUGHT TO THEATTENTION OF THE ENGINEER AND THE SUPPLIER. FIELD REPAIR OR MODIFICATIONSSHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE SUPPLIER AND THEENGINEER.MEMBER SHALL BE ANCHORED AND BRACED AS IT IS ERECTED. THE ERECTOR SHALLPROVIDE SUPPLEMENTAL LATERAL BRACING AS REQUIRED FOR THE TOP FLANGESUNTIL FLOOR OR ROOF DIAPHRAGMS ARE INSTALLED AND FOR THE BOTTOMFLANGES AT CANTILEVERED MEMBERS UNTIL CEILING IS INSTALLED.JOISTS OR PORTIONS THEREOF THAT ARE IN CONTACT WITH CONCRETE ORMASONRY SHALL BE PRESSURE TREATED STRESS RATED LUMBER.PREFABRICATED JOISTS MUST BE PROTECTED FROM MOISTURE DURINGCONSTRUCTION.PREFABRICATED WOOD JOISTS (PWJ)1.2.3.4.5.6.7.THE MANUFACTURE OF STRUCTURAL GLUE-LAMINATED TIMBER SHALL COMPLY WITHTHE REQUIREMENTS OF CODE SECTION 2303.1.3 ALL FABRICATION ANDWORKMANSHIP SHALL BE IN CONFORMANCE WITH ANSI A190.1. ALL BEAMS SHALLBEAR THE APA/EWS OR AITC TRADEMARK INDICATING CONFORMANCE.ALL GLUE-LAMINATED MEMBERS SHALL BE DOUGLAS FIR AND WESTERN LARCHCOMBINATION 24F-V8 WITH WATERPROOF RESORCINOL OR PHENOL RESORCINOLGLUE CONFORMING TO ASTM D2559. ALLOWABLE STRESS REQUIREMENTS ARE ASFOLLOWS:MODULUS OF ELASTICITY................................................E = 1.8 x 106/ PSIFLEXURAL STRESSTENSION IN TENSION ZONE.................................. Fb= 2400 PSITENSION IN COMPRESSION ZONE....................... Fb= 2400 PSICOMPRESSION PERPENDICULAR TO GRAINTENSION FACE........................................................Fc┴= 650 PSICOMPRESSION FACE............................................. Fc┴= 650 PSIHORIZONTAL SHEAR PARALLEL TO GRAIN.....................Fv = 265 PSIALL EXPOSED GLULAM MEMBERS SHALL BE ARCHITECTURAL APPEARANCE GRADEAND ALL OTHERS SHALL BE INDUSTRIAL APPEARANCE GRADE IN CONFORMANCEWITH THE STANDARD APPEARANCE GRADES OF ANSI A190.1THE MANUFACTURER SHALL SUBMIT COMPLETE SHOP DRAWINGS TO THEARCHITECT/ENGINEER FOR REVIEW PRIOR TO ANY FABRICATION.PROVIDE CAMBERS AS NOTED ON THE DRAWINGS.TEMPERATURE OF GLUE-LAMINATED TIMBER IS NOT TO EXCEED 150°F IN SERVICE.GLUE-LAMINATED MEMBERS SHOWN ON THESE PLANS ARE FOR DRY SERVICECONDITIONS OF USE, DEFINED BY MOISTURE CONTENT OF MEMBER REMAININGBELOW 16% IN SERVICE, EXCEPT AT CANTILEVER ROOFS. THE EXPOSED GLULAMMEMBERS AT CANTILEVER ROOFS SHALL HAVE WET-USE ADHESIVES & BE TREATEDIN ACCORDANCE WITH THE AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)STANDARD U1 TO THE REQUIREMENTS OF USE CATEGORY 3B (UC3B). SEEARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTSGLUE-LAMINATED LUMBER1.2.3.4.5.A.B.C.6.ALL ENGINEERED LUMBER FRAMING MEMBERS SHOWN ON THE DRAWINGS SHALL BEAS FOLLOWS, U.N.O.:LAMINATED VENEER LUMBER (LVL): ALL LVL MEMBERS SHALL BE AS MANUFACTUREDBY BOISE CASCADE (VERSALAM LVL, ICC ESR-1040) OR EQUIVALENT. PROVIDESTRESS VALUES THAT MEET OR EXCEED THE FOLLOWING:LVL 1.3EMODULUS OF ELASTICITY...........................................................E = 1,300,300 PSIFLEXURAL STRESS.......................................................................Fb = 2,250 PSICOMPRESSION PERPENDICULAR TO GRAINPARALLEL TO WIDE FACE OF STRANDS....................... Fc┴ = 560 PSICOMPRESSION PARALLEL TO GRAIN........................................Fcll = 1,950 PSIHORIZONTAL SHEAR PERPENDICULAR TOWIDE FACE OF STRANDS.................................................Fv = 200 PSILVL 2.0EMODULUS OF ELASTICITY............................................................E = 2,000,000 PSIFLEXURAL STRESS.......................................................................Fb = 3,100 PSICOMPRESSION PERPENDICULAR TO GRAINPARALLEL TO WIDE FACE OF STRANDS....................... Fc┴ = 750 PSICOMPRESSION PARALLEL TO GRAIN........................................Fcll = 3,000 PSIHORIZONTAL SHEAR PERPENDICULAR TOWIDE FACE OF STRANDS.................................................Fv = 290 PSILAMINATED STRAND LUMBER (LSL) : ALL LSL MEMBERS SHALL BE AS MANUFACTUREDBY WEYERHAEUSER (TIMBERSTRAND 1.55E, ICC ESR-1387) OR EQUIVALENT ANDPROVIDE STRESS VALUES THAT MEET OR EXCEED THE FOLLOWING:LSL 1.55ESHEAR MODULUS OF ELASTICITY..............................................G = 96,875 PSIMODULUS OF ELASTICITY............................................................E = 1,550,000 PSIFLEXURAL STRESS.......................................................................Fb = 2,325 PSICOMPRESSION PERPENDICULAR TO GRAINPARALLEL TO WIDE FACE OF STRANDS....................... Fc┴ = 900 PSICOMPRESSION PARALLEL TO GRAIN........................................Fcll = 2,170 PSIHORIZONTAL SHEAR PERPENDICULAR TOWIDE FACE OF STRANDS................................................Fv = 525 PSIPARALLEL STRAND LUMBER (PSL) : ALL PSL MEMBERS SHALL BE AS MANUFACTUREDBY WEYERHAEUSER (PARALLAM 2.0E, ICC ESR-1387) OR EQUIVALENT AND PROVIDESTRESS VALUES THAT MEET OR EXCEED THE FOLLOWING:PSL 2.0ESHEAR MODULUS OF ELASTICITY..............................................G = 125,000 PSIMODULUS OF ELASTICITY............................................................E = 2,000,000 PSIFLEXURAL STRESS........................................................................Fb = 2,900 PSICOMPRESSION PERPENDICULAR TO GRAINPARALLEL TO WIDE FACE OF STRANDS....................... Fc┴ = 750 PSICOMPRESSION PARALLEL TO GRAIN........................................Fcll = 2,900 PSIHORIZONTAL SHEAR PERPENDICULAR TOWIDE FACE OF STRANDS................................................Fv = 290 PSIPRIOR TO FABRICATION, SHOP DRAWINGS INCLUDING THE FOLLOWING INFORMATIONMUST BE SUBMITTED TO THE ARCHITECT/ENGINEER OF RECORD FOR REVIEW:LAYOUT DRAWINGS WITH MEMBER IDENTIFICATION NUMBERS (AS IDENTIFIED INCALCULATIONS)CALCULATIONS CLEARLY INDICATING THAT THE DESIGNS CONFORM TO THECODE AND SEALED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED IN THESTATE WHERE THE PROJECT IS TO BE BUILTICC # AND MANUFACTURERENGINEERED LUMBER MUST BE PROTECTED FROM MOISTURE DURINGCONSTRUCTION.ENGINEERED LUMBERUSEGRADEBLOCKING OR RIM BOARDLVL 1.3EJOISTS OR STUDSLVL 1.3EALL BEAMS OR HEADERS3 1/2" OR WIDERLVL 2.0E1.2.3.4.5.6.7.A.•••B.•••C.••8.9.10.11.A.•••B.C.D.12.13.14.15.16.17.18.19.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, VISUALLY GRADED ORMACHINE GRADED UNDER THE LUMBER GRADING RULES OF WEST COAST LUMBERINSPECTION BUREAU (WCLIB), OR WESTERN WOOD PRODUCTS ASSOCIATION(WWPA), LATEST EDITION. ALL FRAMING MEMBERS SHALL BE AS FOLLOWS U.N.O.:ALL WOOD FRAMING SHALL BE PROTECTED FROM MOISTURE DURINGCONSTRUCTION. ALL DIMENSION LUMBER SHALL BE GRADE STAMPED "S-DRY"WHICH INDICATES A MOISTURE CONTENT NOT EXCEEDING 19 PERCENT. ALLTIMBERS (6" NOM. OR LARGER) SHALL BE FIELD VERIFIED THAT THEIR MOISTURECONTENT DOES NOT EXCEED 19 PERCENT AT THE TIME OF INSTALLATION. SEESPECIAL INSPECTION SECTION FOR ADDITIONAL INFORMATION REGARDINGMOISTURE VERIFICATION.ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURETREATED. ALL LUMBER (EXCEPT REDWOOD AND CEDAR) EXPOSED TO THEWEATHER SHALL BE PRESSURE TREATED OR PAINTED.ALL FASTENERS IN CONTACT WITH PRESSURE TREATED OR FIRE-RETARDANTTREATED LUMBER SHALL BE GALVANIZED OR STAINLESS STEEL (NOT REQUIRED ATENCLOSED AREAS PROTECTED FROM THE WEATHER WHERE SBX/DOT OR ZINCBORATE PRESERVATIVE TREATMENT IS USED, REFERENCE CODE SECTION 2304.9.5).PROVIDE DOUBLE JOISTS UNDER PARTITIONS RUNNING PARALLEL TO JOISTS,UNLESS SUPPORTED BY A WALL BELOW OR SHOWN OTHERWISE. NAIL DOUBLEDJOISTS WITH 16d AT 12" O.C., STAGGERED.UNLESS OTHERWISE NOTED, ALL WOOD SILL PLATES UNDER BEARING, EXTERIOR,OR SHEAR WALLS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE BOLTED TOCONCRETE OR MASONRY W/ 5/8"∅ X 12" BOLTS AT 48" O.C. BEGINNING AT 9" O.C.MAX. FROM EACH END OF THE PLATES WITH APPROPRIATELY SIZED CUT WASHERSAND NUTS. BOLTS SHALL EXTEND A MINIMUM OF 8" INTO CONCRETE OR MASONRY. AMINIMUM OF TWO ANCHOR BOLTS SHALL BE PLACED IN ANY ONE PIECE OF SILLPLATE. THESE AND ALL ADDITIONAL REQUIREMENTS OF THE CODE SHALL BEFOLLOWED IN THE INSTALLATION OF WALL SILL PLATES.METAL FRAMING ACCESSORIES ARE REFERRED TO ON PLANS BY PARTICULAR TYPEAS MANUFACTURED BY SIMPSON STRONG-TIE. ACCESSORIES OF OTHERMANUFACTURERS WITH EQUIVALENT LOAD CARRYING CHARACTERISTICS MAY BEUSED SUBJECT TO THE APPROVAL OF THE ENGINEER OF RECORD.MANUFACTURER'S DATA, INCLUDING A LOAD CAPACITY COMPARISON TABLE FOR ALLSUBSTITUTIONS AND/OR ICC/IAPMO EVALUATION REPORTS, SHALL BE SUBMITTED ASSHOP DRAWINGS TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION.JOIST AND BEAM HANGERS: UNLESS NOTED OTHERWISE, USE THE FOLLOWINGHANGERS (HANGER SIZE TO MATCH BEAM SIZE):2x & 4x...................................... LUS (ICC ESR-2549)6x, PSL, LSL, LVL & GLULAM.... WPU OR HWU (ICC ESR-2615)PWJ.............................................. MIU (ICC ESR-2552)STRUCTURAL WOOD SCREWS: WHERE INDICATED ON THE DRAWINGS, USE THEFOLLOWING STRUCTURAL FASTENERS:SDS.............................................. (ICC ESR-2236)SDWS ........................................... (IAPMO ER-192)SDWH ........................................... (IAPMO ER-192)FRAMING ANGLES AND PLATES: WHERE INDICATED ON THE DRAWINGS, USE THEFOLLOWING FRAMING ACCESSORIES:A34 & A35.................................. (IAPMO ER-112)LTP4............................................. (ICC ESR-2606)APPROVED METAL TYPE BRIDGING SHALL BE USED ONLY FOR ROOFS.FOR LAG BOLTS, PRE-DRILL HALF THE LAG DIAMETER IN THREADED PORTION ANDFULL SHANK DIAMETER IN THE UNTHREADED PORTION.RETIGHTEN BOLTS BEFORE CLOSING IN.WOOD STRUCTURAL PANELSALL WOOD STRUCTURAL PANELS SHALL HAVE THE FOLLOWING SPAN RATINGSU.N.O.:FLOOR SHEATHING SHALL BE 3/4" SQ. EDGE IDENT INDEX 48/24ROOF SHEATHING SHALL BE 1/2" SQ. EDGE IDENT INDEX 24/0WALL SHEATHING SHALL BE 1/2" SQ. EDGE IDENT INDEX 16/0ALL WOOD STRUCTURAL PANELS SHALL BEAR LEGIBLE APA STAMPS AND SHALLMEET THE REQUIREMENTS OF THE LATEST EDITION OF VOLUNTARY PRODUCTSTANDARD PS1, VOLUNTARY PRODUCT STANDARD PS2, OR APA PRP-108PERFORMANCE STANDARDS.SHEATHING PANELS USED FOR STRUCTURAL PURPOSES SHALL BE APASTRUCTURAL 1 RATED SHEATHING EXP 1. PANELS USED FOR PERMANENTLYEXPOSED APPLICATIONS SHALL HAVE MIN GRADE OF EXT. COMBINED SUBFLOORUNDERLAYMENT PANELS SHALL BE APA RATED STURD-I-FLOOR EXP 1.ROOF AND FLOOR SHEATHING SHALL BE LAID WITH THE GRAIN OF THE OUTERPLIES PERPENDICULAR TO THE FRAMING MEMBERS AND END JOINTS SHALL BESTAGGERED. WALL SHEATHING SHALL BE APPLIED VERTICALLY. SPACING OF 1/8"IS RECOMMENDED AT ALL PANEL EDGES. SHEATHING SHALL BE APPROVED BYTHE BUILDING INSPECTOR PRIOR TO COVERING.USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITEDEMONSTRATION FOR EACH PROJECT AND THE APPROVAL BY STRUCTURALENGINEER. THE APPROVAL IS SUBJECT TO CONTINUED SATISFACTORYPERFORMANCE. MACHINE NAILING WILL NOT BE APPROVED IN PLYWOOD 3/8" ORLESS. IF NAILHEADS PENETRATE THE OUTER PLY MORE THAN 1/8" OR IF MINIMUMALLOWABLE EDGE DISTANCES ARE LESS THAN 3/8", THE PERFORMANCE WILL BEDEEMED UNSATISFACTORY. ADD AN ADDITIONAL NAIL FOR EACH NAIL THAT ISDEEMED UNSATISFACTORY.FLOOR SHEATHING - UNLESS OTHERWISE NOTED, ALL FLOOR PANELS SHALL HAVEALL UNSUPPORTED EDGES BLOCKED. REFER TO SECTION ENTITLED "GLUED FLOORSYSTEM" FOR GLUING REQUIREMENTS. TYPICAL NAILING SHALL BE 10d AT 6"O.C. ATALL SUPPORTED EDGES AND OVER SHEAR WALLS (E.N. & B.N.), AND 10d AT 12"O.C. ATALL INTERMEDIATE SUPPORTS (F.N.), UNLESS OTHERWISE NOTED.ROOF SHEATHING - UNLESS OTHERWISE NOTED, EDGE BLOCKING OF UNSUPPORTEDEDGE OF ROOF PANELS MAY BE OMITTED. TYPICAL NAILING SHALL BE 10d AT 6"O.C.AT ALL SUPPORTED EDGES AND OVER SHEAR WALLS (E.N. & B.N.), AND 10d AT 12"O.C.AT ALL INTERMEDIATE SUPPORTS (F.N.), UNLESS OTHERWISE NOTED.WALL SHEATHING - UNLESS OTHERWISE NOTED, ALL WALL PANELS SHALL HAVE ALLUNSUPPORTED EDGES BLOCKED. FASTEN PANELS TO STUDS PER w/ 10d @ 6" O.C.EDGE NAILING (E.N.) AND 10d @ 12" O.C. FIELD NAILING (F.N.) MINIMUM UNLESSOTHERWISE NOTED.MULTIPLE PENETRATIONS OF ANY SIZE LOCATED WITHIN 4'-0" OF EACH OTHER ORSINGLE PENETRATIONS LARGER THAN 8" x 8" ARE NOT ALLOWED IN SHEAR WALLSWITHOUT APPROVAL OF THE ENGINEER. SEE SHEAR WALL SCHEDULE FORPENETRATION DETAIL AND ADDITIONAL INFORMATION.FIRE STOPPING, BACKING FOR INTERIOR FINISHES, NONBEARING WALLS, AND OTHERNON-STRUCTURAL FRAMING ARE NOT NECESSARILY SHOWN ON STRUCTURALDRAWINGS. COORDINATE THESE ITEMS WITH THE ARCHITECTURAL DRAWINGS.LUMBER & HARDWARE - THE CONTRACTOR SHALL PROVIDE 5% OF THE TOTALLUMBER AND HARDWARE (INCLUDING LABOR) AS EXTRA FOR THE ENGINEER TO USEAT THEIR DISCRETION DURING CONSTRUCTION. THE CONTRACTOR SHALLREIMBURSE THE OWNER FOR THE UNUSED PORTION.ALL NAILS FOR CONNECTING WOOD MEMBERS SHALL BE COMMON NAILS. ALL NAILSSHALL BE COLOR CODED OR OTHERWISE MARKED SO THE SIZE AND SHANKDIAMETER OF THE INSTALLED NAIL CAN BE DETERMINED. THE MINIMUM NAILINGREQUIREMENTS OUTLINED IN THE NAILING SCHEDULE SHALL BE FOLLOWED UNLESSOTHERWISE NOTED.WOOD FRAMINGTHICKNESSGRADE4" NOM. AND SMALLERGRADE No. 26" NOM.GRADE No. 1LARGER THAN 6" NOM.(EXCEPT AS SHOWNON PLANS)GRADE SELECTSTRUCTURALSTUDS (2x)NON-BEARINGSTUD GRADEGRADE No. 2(PRESSURE TREATEDAT MUDSILLS ONLY)SILLS AND TOP PLATESGRADE No. 2EXTERIOR AND BEARINGSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S103.dwgdmahoney Apr 20,2021 - 11:25am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S103STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLGENERALSTRUCTURAL NOTESCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM G E N E R A L S T R U C T U R A L N O T E S (G.S.N.)ABBREVATIONSA.B.ANCHOR BOLT(S)@ATACIAMERICAN CONCRETE INSTITUTEADD'LADDITIONALAISCAMERICAN INSTITUTE OF STEELCONSTRUCTIONANCH.ANCHORANSIAMERICAN NATIONAL STANDARDS INSTITUTEAPPROX. APPROXIMATEARCHARCHITECT or ARCHITECTURAL DOCUMENTSASDALLOWABLE STRESS DESIGNASTMAMERICAN SOCIETY FOR TESTING ANDMATERIALSAWSAMERICAN WELDING SOCIETYAVGAVERAGEBLDGBUILDINGBLKBLOCKBLK'GBLOCKINGBMBEAMB.N. or BN BOUNDARY NAILINGBOT OR (B) BOTTOMBRGBEARINGBRKBRICKB.S. or BS BOUNDARY SCREWINGBTWNBETWEENCALCSCALCULATIONSCANTCANTILEVERCBCCALIFORNIA BUILDING CODEC-CCENTER TO CENTERCLGCEILINGCFSCOLD-FORMED STEEL (A.K.A. LIGHT GAUGE)CIPCAST IN PLACECJCONTROL JOINT or CONSTRUCTION JOINTCL OR CLR CLEARCMUCONCRETE MASONRY UNIT℄ or CLCENTER LINECLOSCLOSURECOLCOLUMNCOMDCONCRETE OVER METAL DECKCONCCONCRETECONNCONNECTIONCONSTR CONSTRUCTIONCONTCONTINUE or CONTINUOUSCONTR CONTRACTORCTR or CNTR CENTERCTR'DCENTEREDDBDRAG BEAMDCDEMAND CRITICALDIA or⌀DIAMETERDIAGDIAGONALDIMDIMENSIONDLDEAD LOADDNDOWNDPDEEP or DEPTHDSADIVISION OF THE STATE ARCHITECTDTDRAG TRUSSDWGDRAWING(S)DWLDOWELE (psi)MODULUS OF ELASTICITYEAEACHEF or E.F. EACH FACEEJEXPANSION JOINTEL or ELEV ELEVATIONEN or E.N. EDGE NAILINGENGRENGINEEREOR or E.O.R. ENGINEER OF RECORDEQEQUALES or E.S. EACH SIDE or EDGE SCREWINGEWEACH WAYE-WEAST-WESTEXIST or (E) EXISTINGEXPEXPANSIONEXTEXTERIORFABFABRICATEFNDFOUNDATIONFFFINISH FLOORFINFINISHFLGFLANGEFLRFLOORFN or F.N. FIELD NAILINGF.O.M.FACE OF MASONRYFP OR F.P. FULL PENETRATIONFRMGFRAMINGFSFAR SIDEFTFOOT or FEETFTGFOOTINGFYYIELD STRESS OF STEELGAGAGE or GAUGEGALVGALVANIZEDGC or GENCONTRGENERAL CONTRACTORGLBGLUE LAMINATED BEAMGLULAM GLUE LAMINATEDGRGRADEG.S.N.GENERAL STRUCTURAL NOTESGTGIRDER TRUSSH.A.S.HEADED ANCHOR STUDHORIZ or HOR HORIZONTALH.S.HIGH STRENGTHHT or H.T. HEIGHT or HIP TRUSSI (in4)MOMENT OF INERTIAIAPMOINTERNATIONAL ASSOCIATION OFPLUMBING AND MECHANICAL OFFICIALSIBCINTERNATIONAL BUILDING CODEICCINTERNATIONAL CODE COUNCILI.D.INSIDE DIAMETERI.F.INSIDE FACEININCHINFOINFORMATIONINTINTERIORIORINSPECTOR OF RECORDJT or J.T. JOINT or JACK/END TRUSSKKIP - 1000 POUNDSLFRSLATERAL FORCE RESISTING SYSTEMLGSLIGHT GAUGE STEELLLLIVE LOADLLHLONG LEG HORIZONTALLLVLONG LEG VERTICALLOCLOCATIONLSLLAMINATED STRAND LUMBERLWTLIGHT WEIGHTLVLLAMINATED VENEER LUMBERLWCLIGHT WEIGHT CONCRETEMACHMACHINEMATLMATERIALMAXMAXIMUMMBMACHINE BOLTMECHMECHANICALMEMBMEMBRANEMEPMECHANICAL, ELECTRICAL, PLUMBINGMFR or MANUF MANUFACTURERMIDMIDDLEMINMINIMUMMISCMISCELLANEOUSMJMASONRY JOINTMOMASONRY OPENINGNF or N.F. NEAR FACENo. or # NUMBERNOMNOMINALNS or N.S. NEAR SIDEN-SNORTH-SOUTHN.T.S.NOT TO SCALEOC or O/C ON CENTEROD or O.D. OUTSIDE DIAMETEROF or O.F. OUTSIDE FACEO.H.OPPOSITE HANDOPNGOPENINGOPPOPPOSITEOSBORIENTED STRAND BOARDOSHPDOFFICE OF STATEWIDE HEALTHPLANNING AND DEVELOPMENTOWJOPEN WEB JOISTPCIPRESTRESSED CONCRETE INSTITUTEP.C. or P/C PRECASTPCFPOUNDS PER CUBIC FOOTPENPENETRATIONPL orPLATE OR PROPERTY LINEPERPPERPENDICULARP.L.PROPERTY LINEPLFPOUNDS PER LINEAL FOOTPLY or PLWD PLYWOODPPPANEL POINT or PARTIAL PENETRATIONPRELIM PRELIMINARYPSFPOUNDS PER SQUARE FOOTPSIPOUNDS PER SQUARE INCHPSLPARALLEL STRAND LUMBERP.T. or P/T POST TENSIONEDPTPRESSURE TREATEDPWJPREFABRICATED WOOD JOISTPWSPUDDLE WELDR or RAD RADIUSREINFREINFORCED or REINFORCINGREQ'DREQUIREDRTROOF TRUSSS.A.D.SEE ARCHITECTURAL DRAWINGSSCHED SCHEDULESECTSECTIONSEORSTRUCTURAL ENGINEER OF RECORDSFRSSEISMIC FORCE RESISTING SYSTEMSHT'GSHEATHINGSHTSHEETSIMSIMILARSLSLOPEDSLVSLEEVE or SHORT LEG VERTICALSLHSHORT LEG HORIZONTALS.M.D.SEE MECHANICAL DRAWINGSSMSSHEET METAL SCREWSSJISTEEL JOIST INSTITUTESOGSLAB ON GRADESPCGSPACINGSPECSPECIFICATIONSQSQUARESSCSPECIAL SEISMIC CERTIFICATIONSTDSTANDARDSTIFFSTIFFENERSTLSTEELSTRUCT STRUCTURE or STRUCTURALSYMMSYMMETRICALT&BTOP AND BOTTOMT&GTONGUE AND GROOVETHKTHICK or THICKNESSTHK'ND THICKENEDTLTOTAL LOADT.O.C.TOP OF CONCRETET.O.F.TOP OF FOOTINGTOP'GTOPPINGT.O.SLAB TOP OF SLABT.O.W.TOP OF WALLTRTRUSSTN or T.N. TOE NAILTYPTYPICALU.N.O.UNLESS NOTED OTHERWISEVERTVERTICALV.I.F.VERIFY IN FIELDw/WITHw/oWITHOUTWDWOODWPWORKING POINTWT or WGT WEIGHTWWF or WWM WELDED WIRE FABRIC or MESHX-BRACE CROSS BRACINGXSEXTRA STRONGXXSDOUBLE EXTRA STRONGEWPENGINEERED WOOD PRODUCTDBLDOUBLEDJDRAG JOISTF.O.S.FACE OF STUDF.O.W.FACE OF WALLF.S.FIELD SCREWINGPLT.O.TOP OFT.O.S.TOP OF STEELLEGENDFFOOTING PER SCHEDULET.O.X.WOOD ANDCOLD-FORMEDSTEEL1000#SECTION B ON S310DETAIL 4 ON S600ELEVATION A ON S300DEPRESSED OR SLOPED SURFACESEE ARCHITECTURAL DRAWINGSTOP OF STRUCTURE ELEVATION ATTHE LOCATION SHOWN. SEEABBREVIATION LIST FOR MORE INFO.STRUCTURAL WALL ABOVE AND BELOWSTRUCTURAL WALL ABOVECONCRETEANDMASONRYSLOPE TRANSITION IN BOTTOM OF STRUCTURESTEP IN BOTTOM OF STRUCTURESTEP IN TOP OF STRUCTURESLOPE TRANSITION IN TOP OF STRUCTUREMECHANICAL EQUIPMENT MARKAND MAXIMUM WEIGHTSTRUCTURAL WALL BELOWGENERAL4S600BS310AS300XXXXSTRUCTURAL WALL ABOVE AT FOUNDATIONOR FIRST SUPPORTED LEVELSTEEL COLUMN PER SCHEDULESCHSS PIPE COLUMN BELOW THIS LEVELHSS TUBE COLUMN BELOW THIS LEVELHSS PIPE COLUMN AT THIS LEVELHSS TUBE COLUMN AT THIS LEVELWIDE FLANGE STEEL COLUMN BELOW THIS LEVELWIDE FLANGE STEEL COLUMN AT THIS LEVELSTEEL4SPAN OF STEEL FLOOR OR ROOF DECKCOMPOSITE WITH CONCRETE SLABSFRSA DETAIL WHICH IS PART OF THE SEISMIC FORCERESISTING SYSTEM. SEE STEEL PART OF THE SEISMICFORCE RESISTING SYSTEM (SFRS) G.S.N. SECTION FORREQUIREMENTS.DCA DEMAND CRITICAL WELD. SEE NOTE 6d OF STEEL PARTOF THE SEISMIC FORCE RESISTING SYSTEM (SFRS) G.S.N.SECTION FOR REQUIREMENTS.ARCHITECTURALLY EXPOSED STRUCTURAL STEEL, SEENOTE 9 OF STRUCTURAL STEEL G.S.N. SECTION FORREQUIREMENTS.AEW14x22 [6] c=12" (-3")(SL)NUMBER OF BOLTS AT CONNECTION, IFDIFFERENT THAN TYPICALBEAM BOTTOM FLANGE BRACE PER , U.N.O.BRACE FRAME DIAGONAL BELOW PER ELEVATIONBRACE FRAME DIAGONAL ABOVE PER ELEVATIONSTEEL BOLTED DRAG CONNECTION PER , U.N.O.GRAVITY OR ORDINARY MOMENT CONNECTION13S81016S810WT OR HSS FILLER AT TOP FLANGE PEROR U.N.O.WT/HSS16S80617S806SPAN OF STEEL ROOF DECK WITHOUT CONCRETE FULL-DEPTH CONNECTION PER , U.N.O.8S810ROUND WEB PENETRATION PER , U.N.O.4"Ø12S810RECTANGULAR WEB PENETRATION (INCHES) PER , U.N.O.8x1611S810STEELBEAM SIZENUMBER OF STUDS IF DIFFERENT FROM MINIMUMBEAM CAMBER AT MIDSPANSLOPE, WHERE OCCURSADDITIONAL T.O.S. OFFSET, WHERE OCCURS(ARROW AT TOP END OF BRACE)5S4155S500SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S104.dwgdmahoney Apr 20,2021 - 11:25am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S104STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLGENERALSTRUCTURAL NOTESCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM SCALE: 1/8"=1'-0"FOUNDATION PLAN - AREA 3D.1EFG8 LABEL & SAMPLE DRY BOXES STACKED 2-HIGH WEB DISPENSINGNITRO SPOTTERSTESTINGMACHINESHOPWOMENCRCRH KS KS CRWATER BATHSWATER BATHS KSKS LOCKERS (36 - 3 TIER = 108 TOTAL)MIRROR W/ HOOKSGOWNINGBENCHBENCHKSKSKSOFFICEKAN BAN KAN BANMARBLETABLE 05050506KAN BAN KAN BAN DANCER-FILLERGUIDE-IDLERS NILFISK3-T63N4DANCER-FILLERGUIDE-IDLERS NILFISK3-T63N4DANCER-FILLERGUIDE-IDLERS NILFISK3-T63N4DANCER-FILLERGUIDE-IDLERS NILFISK3-T63N403030303PROCESSTABLEPROCESSTABLEPROCESSTABLEPROCESSTABLEPROCESSTABLEPROCESSTABLEPROCESSTABLEPROCESSTABLESTOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)STOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)NILFISK3-T63N4NILFISK3-T63N4PROCESSTABLEPROCESSTABLEWIPPROCESSTABLECHILLERSELECTRICALFLOORSCALESTOP FUMEEXTRACTIONUNIT(INSIDEMEC H A N I C A L CABINET)STOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)NILFISK3-T63N4NILFISK3-T63N4PROCESSTABLEPROCESSTABLEWIPPROCESSTABLECHILLERSELECTRICALFLOORSCALESTOP FUMEEXTRACTIONUNIT(INSIDEMEC H A N I C A L CABINET)STOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)NILFISK3-T63N4PROCESSTABLEPROCESSTABLESTOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)STOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)NILFISK3-T63N4PROCESSTABLEPROCESSTABLESTOPNILFISK3-T63N4PROCESSTABLEPROCESSWIPPROCESSTABLECHILLERS ELECTRICAL FLOORSCALESTOPFUMEEXTRACTIONUNIT(INS IDEMECHANICALCABIN ET)STOPFUMEEXTRACT IONUNIT (IN SIDEMECHANICALCABINET )NILFISK3-T63N4NILFISK3-T63N4PROCESSTABLEPROCESSTABLEWIPPROCESSTABLECHILLERS ELECTRICALFLOORSCALE0102171819010217181901021718190102171819DRY ROOMKAN BAN 061'-6"CF-128'-0"13'-4"24'-0"28'-0"28'-0"CS300BS30010S5008'-0"8'-0"4'-0"1S50010'-0"4'-0"3S5004'-0"9S500GB-1GB-3 FACE OF WALL(E) CONCRETE WALL(E) WOOD FRAMEDSHEAR WALL(E) WOOD FRAMEDSHEAR WALLSC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC6F4A0'-0"T.O.F.TYP AT (E)GRID LINESC6F6-1'-0"T.O.F.TYP ATCOL OFFGRID0'-0"T.O.F.TYP ATCOL ONGRID-1'-0"T.O.F.TYP ATGRADE BEAM3S500TYPSC8ASC8A5.15432.121PLAN NOTES:1. SEE SHEET S104 FOR LEGEND.2. CONTRACTOR T FIELD VERIFY ALL EXISTING CONDITIONS AND NOTIFYARCHITECT AND STRUCTURAL ENGINEER IF DISCREPANCIES IN EXISTINGCONDITIONS ARE DISCOVERED.3. ALL EXISTING CONDITIONS AND DIMENSIONS SHALL BE FIELD VERIFIEDPRIOR TO FABRICATION.4. COLUMNS AND FOOTINGS ON GRID SUPPORTING ROOF AND NEWPLATFORM SHALL BE REMOVED AND REPLACED AS NOTED ON PLAN.EXISTING ROOF SHALL BE SHORED. SHORING DESIGN BY OTHERS.KEY NOTES:DEMO EXISTING COLUMN FOOTING TO ALIGN WITH EXISTING 18" WIDE WALLFOOTING AT ADJACENT NEW GRADE BEAM. CONNECT NEW GRADE BEAM TOEXISTING FOUNDATION PER1SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S200.3.dwgdmahoney Apr 20,2021 - 11:26am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S200.3STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLFOUNDATION PLANAREA 3CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM SCALE: 1/8"=1'-0"FOUNDATION PLAN - AREA 4SDGE/ELECTRICALCAROUSELCRV LAB EQUIPMENTKSKSKSKSWET CHEM.CR STORAGECHEMICALSTORAGEQC LABELEV.MACHELEV.SONICATIONAREAKSKSKSFIRESPR.RISERCRCRTEMPORARYOUTBOUND DRY VESTIBULECR CR STOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)STOP FUMEEXTRACTION UNIT(INSIDEMECHANICALCABINET)NILFISK3-T63N4NILFISK3-T63N4PROCESSTABLEPROCESSTABLEWIPPROCESSTABLECHILLERSELECTRICALFLOORSCALESTOP FUME EXTRACTIONUNIT(INSIDEMECHANICALCABINET)STOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)NILFISK3-T63N4NILFISK3-T63N4PROCESSTABLEPROCESSTABLEWIPPROCESSTABLECHILLERSELECTRICALFLOORSCALESTOP FUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)STOPFUMEEXTRACTIONUNIT(INSIDEMECHANICALCABINET)NILFISK3-T63N4NILF ISK3-T63N4PROCESSTABLEPROCESSTABLEWIPPROCESSTABLECHILLERS ELECTRICALFLOORSCALEDRY ROOMFRONTC.O .P.FIRESPR.RISERUP D.1EFGE.1F.11'-6"(E) C-3(E) PF-3(E ) C - 3 ( E ) P F - 3(E) C-3(E) PF-3CF-124'-0"24'-0"4'-0"50'-0"2'-0"DS300( E ) C - 1(E) PF-1(E) C-2(E) PF-2(E ) C - 1 ( E ) P F - 1 44'-0"3'-0"3'-0"1111S500SIM3'-0"3'-0"13S5004'-0"13S500SIMGB-19S500 FACE OF WALL(E) 18"x27" CONT FTG6'-0" SQ FTG x 27" THKw/ (6) #6 EA WAYTOP & BOTTOM(E) WOOD FRAMEDSHEAR WALL(E) WOOD FRAMEDSHEAR WALLSC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC7F11SC7F11SC6SC6-1'-0"T.O.F.TYP ATGRADE BEAMELEVATOR UNDER SEPARATE PERMIT0'-0"T.O.F.TYP ATCOL ON GRID-1'-0"T.O.F.TYP ATCOL OFF GRID6x6 POSTTYP3 1/2"x16" LVL NOTCHEDSTRINGER @16"MIN DEPTH = 9 1/2"2x6 @ 16" TYPAT LANDINGPOST TYP3 1/2x16" LVL3 1/2x16" LVLSEE S880 FORTYP STAIR DETAILSSC8AHSS4x4x316 MINV.I.F.3'x3' FTG MINV.I.F.876.165.157.16.21S5001PLAN NOTES:1. SEE SHEET S104 FOR LEGEND.2. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS ANDNOTIFY ARCHITECT AND ENGINEER IF DISCREPANCIES IN EXISTINGCONDITIONS ARE DISCOVERED.3. ALL EXISTING CONDITIONS AND DIMENSIONS SHALL BE FIELDVERIFIED PRIOR TO FABRICATION.4. COLUMNS AND FOOTINGS ON GRID SUPPORTING ROOF AND NEWPLATFORM SHALL BE REMOVED AND REPLACED AS NOTED ON PLAN.EXISTING ROOF SHALL BE SHORED. SHORING DESIGN BY OTHERS.KEYNOTES:DEMO EXISTING COLUMN FOOTING TO ALIGN WITHEXISTING 18" WIDE WALL FOOTING AT ADJACENT NEWGRADE BEAM. CONNECT NEW GRADE BEAM TO EXISTINGFOUNDATION PERSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S200.4.dwgdmahoney Apr 20,2021 - 11:26am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S200.4STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLFOUNDATION PLANAREA 4CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM SCALE: 1/8"=1'-0"FOUNDATION PLAN - AREA 5GHIJWOUTBOUND DRY VESTIBULENITRO SPOTTERS8' WIDEINTERLOCKEDHIGH-SPEEDROLL-UP8' WIDEINTERLOCKEDHIGH-SPEEDROLL-UP8' W (CLEAR) X 8'-6" H SLIDING DOOR CR CR06KAN BANMARBLETABLE04KAN BANMARBLETABLE 0404KAN BA CRUP -(E) PF-6 -(E) PF-1-(E) PF-9-(E ) P F - 9 -(E ) P F - 9CF-138'-0"10'-0"28'-0"AS300-(E) PF-19S500(E) TOP OF SLAB ELEVATION = 0'-0"10S50024'-0"7'-0"7'-0"2'-6"5'-1"9'-2"AS301BS3012'-0"4'-538"20'-658"1'-158"GB-3 SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC8F11SC6F6SC6F6SC6F8GALVANIZED STEELSTAIR, SEE SHEET S880FOR TYP STAIR DETAILS-1'-0"T.O.F.TYP-1'-0"T.O.F.TYP ATGRADE BEAM0'-0"T.O.F.0'-0"T.O.F.TYP AT (E)GRID LINESC8F11SC6F8SC5F3SC5F3SC5SC5C12x20.7 C12x20.7 -1'-0"T.O.F.0'-0"T.O.F.TYP ATCOL ON GRID1"Ø GR36 ROD BRACEIN EACH DIRECTIONCS3015.15432.1211S5001PLAN NOTES:1. SEE SHEET S104 FOR LEGEND.2. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS ANDNOTIFY ARCHITECT AND ENGINEER IF DISCREPANCIES IN EXISTINGCONDITIONS ARE DISCOVERED.3. ALL EXISTING CONDITIONS AND DIMENSIONS SHALL BE FIELDVERIFIED PRIOR TO FABRICATION.4. COLUMNS AND FOOTINGS ON GRID SUPPORTING ROOF AND NEWPLATFORM SHALL BE REMOVED AND REPLACED AS NOTED ON PLAEXISTING ROOF SHALL BE SHORED. SHORING DESIGN BY OTHERS.KEYNOTES:DEMO EXISTING COLUMN FOOTING TO ALIGN WITHEXISTING 18" WIDE WALL FOOTING AT ADJACENT NEWGRADE BEAM. CONNECT NEW GRADE BEAM TO EXISTINGFOUNDATION PERSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S200.5.dwgdmahoney Apr 20,2021 - 11:27am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S200.5STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLFOUNDATION PLANAREA 5CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM 1S5001PLAN NOTES:1. SEE SHEET S104 FOR LEGEND.2. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS ANDNOTIFY ARCHITECT AND ENGINEER IF DISCREPANCIES IN EXISTINGCONDITIONS ARE DISCOVERED.3. ALL EXISTING CONDITIONS AND DIMENSIONS SHALL BE FIELDVERIFIED PRIOR TO FABRICATION.4. COLUMNS AND FOOTINGS ON GRID SUPPORTING ROOF AND NEWPLATFORM SHALL BE REMOVED AND REPLACED AS NOTED ON PLAN.EXISTING ROOF SHALL BE SHORED. SHORING DESIGN BY OTHERS.KEYNOTES:DEMO EXISTING COLUMN FOOTING TO ALIGN WITHEXISTING 18" WIDE WALL FOOTING AT ADJACENT NEWGRADE BEAM. CONNECT NEW GRADE BEAM TO EXISTINGFOUNDATION PERSCALE: 1/8"=1'-0"FOUNDATION PLAN - AREA 6WAREHOUSEELECTRICALMENWOMENINTERLOCKEDHIGH-SPEEDROLL-UPINTERLOCKEDHIGH-SPEEDCRCRCRCRCRCR UP 876.165.15GHIJ(E) C-3(E) PF-3(E) C-3(E ) P F - 3(E) C-2(E ) P F - 2-(E) PF-9-(E ) P F - 9-(E) PF-9-(E ) P F - 1 -(E ) P F - 1 CF-1 CF-1CF-128'-0"28'-0"4'-0"50'-0"2'-0"36'-0"ES300(E) TOP OF SLAB ELEVATION = 0'-0"2'-6"2'-6"9S500SC8F11SC8F11SC8F11SC6F6SC7F11SC7F11SC8F11COL OFF GRIDGB-26x6 POSTTYP2x6 @ 16" TYPAT LANDINGPOST TYP3 1/2x16" LVL3 1/2x16" LVLSEE S880 FORTYP STAIR DETAILSV.I.F.876.165.157.16.2SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S200.6.dwgdmahoney Apr 20,2021 - 11:27am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S200.6STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLFOUNDATION PLANAREA 6CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM 876.165.15432.121ABCDD.1EFGHIJ876.165.15432.121ABCDD.1EFGHIJ7.1E.1F.16.2SCALE: 1/16"=1'-0"FOUNDATION PLANMARKSQUARETHKDIMENSIONS BOTT REINFEA WAYPF-1PF-2PF-3PF-4PF-5PF-6PF-7PF-8PF-94'-6"5'-0"5'-6"6'-0"6'-6"8'-0"8'-6"9'-0"11'-0"12"12"15"15"15"18"21"24"30"(4) #5(5) #5(5) #5(5) #6(6) #6(7) #7(8) #8(7) #7(7) #6 T, E.W.(9) #7(9) #6 T, E.W.(E) PAD FOOTING SCHEDULEMARKWIDTH THKDIMENSIONSREINFCF-1CF-21'-8"2'-0"12"12"(2) #5 T&B(E) CONT FOOTING SCHEDULE(3) #5 T&BMARKCOLUMNBASE PLATEC-1C-2TS7x7x3/1634"ø x 12"x12"(E) COLUMN SCHEDULEANCHORBOLTSC-3C-4C-5TS7x7x1/4TS7x7x5/16TS8x8x3/8TS4x4x3/1678"ø x 12"x12"34"ø x 12"x12"118"ø x 12"x12"34"ø x 12"x12"(4) 34"Ø(4) 34"Ø(4) 34"Ø(4) 34"Ø(4) 34"Ø1'-6"1'-6"(E) CONCRETE WALL(E) CONCRETE WALLCF-1CF-1CF-1CF-1CF-1 CF-1 CF-1CF-2 24'-0"24'-0"10'-0"28'-0"28'-0"28'-0"13'-4"24'-0"28'-0"28'-0"4'-0"50'-0"2'-0"36'-0"17'-0"14'-3"(E) WOOD FRAMEDSHEAR WALL(E) WOOD FRAMEDSHEAR WALL(E) WOOD FRAMEDSHEAR WALL(E) WOOD FRAMEDSHEAR WALL** INDICATES EXISTING TS4x4x316 (5 TOTAL) 6'-0" SQ x 27" THICK FTG w/ (5) #5 EA WAYGALVANIZED STEEL STAIR24'-0"(E) TOP OF SLAB ELEVATION = 0'-0"PLAN NOTES:1. SEE SHEET S104 FOR LEGEND.2. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS ANDNOTIFY ARCHITECT AND STRUCTURAL ENGINEER IF DISCREPANCIESIN EXISTING CONDITIONS ARE DISCOVERED.3. ALL EXISTING CONDITIONS AND DIMENSIONS SHALL BE FIELDVERIFIED PRIOR TO FABRICATION.4. COLUMNS AND FOOTINGS ON GRID SUPPORTING ROOF AND NEWPLATFORM SHALL BE REMOVED AND REPLACED AS NOTED ON PLAN.EXISTING ROOF SHALL BE SHORED. SHORING DESIGN BY OTHERS.FUTURE RACK. NOTINCLUDED IN PERMITSCOPE OF WORK INTHIS AREA UNDER ASEPARATE PERMITSDGE/ELECTRICALWAREHOUSEELECTRICALMENWOMENELEV.MACH.LOBBYCONFERENCEBREAK ROOMCHEMISTRY MANUFACTURINGOUTBOUND DRY VESTIBULECAROUSELWEB DISPENSINGNITRO SPOTTERSIN PROCESSTESTINGIDFELECT. RM2-8CCOLD ROOMMACHINESHOPMENWOMENSTAIRSTAIRGLASSWASHMICRO.DWCRCR ACID SOLVENT CRCRCRCRKS KS KS KSKSKSKSKSKSKSKSKSCR CRCR CRCOFFEEWATER/ ICE RODIMICRO.COFFEERODI VENDINGREFRIG.REFRIG.REFRIG. REFRIG.REFRIG. FREEZERCR CRCRILLUMINATED SIGNAGE LAB EQU IPMENT KSKSKSKSWET CHEM.CR STORAGECHEMICALSTORAGEQC LABELEV.MACHELEV.CRKS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KS KSSONICATIONAREA KSKSKSKSKSKSKSKSKSKSKSFIRESPR.RISERKS KSKSKS SUPPLYGOWNINGKS KSKSKSMECH./LEAD/QCOFFICECRCRCRCRCR KSKSKSTEMPORARYOUTBOUND DRY VESTIBULEFREEZERCRCRCR CR CR06DRY ROOMFRONT C.O.P . KAN BAN 06VENDINGVENDINGVENDINGVENDINGVENDING FIRESPR.RISERCRCR UP UP 4'-0"3'-0"30'-6 1/2"14'-5"33'-3"11'-8"S200.4S200.3S200.5S200.6SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S200.dwgdmahoney Apr 20,2021 - 11:25am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S200STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLFOUNDATION PLANCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM PLAN NOTES:1. SEE SHEET S104 FOR LEGEND.2. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS ANDNOTIFY ARCHITECT AND STRUCTURAL ENGINEER IFDISCREPANCIES IN EXISTING CONDITIONS ARE DISCOVERED.3. MECHANICAL PLATFORM FINISH FLOOR ELEVATION = 17'-0"ABOVE FINISH FLOOR. TOP OF STEEL ELEVATION = 16'-714"ABOVE FINISH FLOOR.4. EQUALLY SPACE BEAMS IN BAYS U.N.O.5. SEE ARCHITECTURAL DRAWINGS FOR SLAB OPENINGS, SLOPESAND DEPRESSIONS NOT SHOWN.6. PROVIDE 34"ø SHEAR CONNECTORS ON ALL STEEL BEAMS AT12" OC U.N.O. SEE TYPICAL COMPOSITE DECK DETAILS ONSHEET S805. STEEL MEMBERS WITH FLANGE THICKNESS LESSTHAN 14" DO NOT REQUIRE SHEAR CONNECTORS.7. SEE SHEETS S810 AND S815 FOR TYPICAL STEEL BEAM ANDSTEEL COLUMN CONNECTION DETAILS.8. 4" CONCRETE HOUSEKEEPING SLAB UNDER EQUIPMENT, TYP.9. ALL BEAMS ADJACENT TO INTERIOR OPENINGS ARE TO BE SET6" FROM BEAM CENTRLINE TO EDGE OF SLAB OPENING, TYP.10. SEE SHEET S870 FOR TYPICAL INTERIOR METAL STUD DETAILS.EQUIPMENT ANCHORAGE SCHEDULEALL DH's8000#16S805EQUIPMENTNAMEMAX WT(lbs)ANCHORAGEDETAILSCALE: 1/8"=1'-0"LEVEL 2 FRAMING PLAN - AREA 3EQUIPMENTPLATFORMWOMENFILESWELLNESSJAN.CR CONFERENCECENTRAL STOREQASTORAGEEEFIRE KINGE ESERVERRMFIREDRYAGENTDRY AGENT GENERATOR ANNUNCIATOR UPS FUTURE BATT BYPASS BF BFBFBF W27x94 [48]c=112"W12x19 [22]W21x48W12x19 [22]W12x19 [22]W12x19 [22]W12x19 [22]W12x19 [22]W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W18x35 [22]W21x44 c=134" [48]W24x76 [40]c=1"W18x35 [24]W21x44 [40]c=34"W16x26 [28]W24x68 [60]c=114"W24x68 [86]c=114"W21x44 [28]W21x44 c=34" [48]W18x35 [20]W21x48 [34]c=34"W21x50 [50] c=3 4" W21x44 c=112" [48]W21x44 c=112" [48](E)(E) W24X104W27x94 [40]c=1"W21x44 c=112" [48]W21x44 c=112" [48]W21x44 c=112" [48]W21x44 c=112" [48]W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48] W21x44 c=112" [48]W12x19W12x19W27x94 [40]c=1"W27x94 [40]c=1"W27x114 [68]c=112"W21x48 [40]c=34"W27x94 [54]c=1"W27x94 [40]c=1"W27x94 [40]c=1"W27x114 [98]c=112"W21x44 [48]c=112"W21x44 [48]c=112"W21x44 [48]c=112"W21x44 [48]c=112"W21x44 [48]c=112"W21x44 [48]c=112"W21x44 [48]c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [48] c=112" W21x44 [50] c=112" W21x44 [50] c=112" W12x19 [22] 4" MINSEISMICGAP TYP 4" MINSEISMICGAP TYP14S415BFW12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22] W12x19 [22]4" HOUSEKEEPING PADUNDER EQUIPMENT PER16S805TYP3 1/4 " LWT CONCRETE SLABOVER 1 1/2" 18GA DECK10S815TYP15S815TYPOPENING INSLAB PER11S8059S810SIM6.165.15432.126.2D.1EFGSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S201.3.dwgdmahoney Apr 20,2021 - 11:27am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S201.3STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLLEVEL 2 FRAMINGPLAN - AREA 3CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:19 AM CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM PLAN NOTES:1. SEE SHEET S104 FOR LEGEND.2. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS ANDNOTIFY ARCHITECT AND STRUCTURAL ENGINEER IFDISCREPANCIES IN EXISTING CONDITIONS ARE DISCOVERED.3. MECHANICAL PLATFORM FINISH FLOOR ELEVATION = 17'-0"ABOVE FINISH FLOOR. TOP OF STEEL ELEVATION = 16'-714"ABOVE FINISH FLOOR.4. EQUALLY SPACE BEAMS IN BAYS U.N.O.5. SEE ARCHITECTURAL DRAWINGS FOR SLAB OPENINGS, SLOPESAND DEPRESSIONS NOT SHOWN.6. PROVIDE 34"ø SHEAR CONNECTORS ON ALL STEEL BEAMS AT12" OC U.N.O. SEE TYPICAL COMPOSITE DECK DETAILS ONSHEET S805. STEEL MEMBERS WITH FLANGE THICKNESS LESSTHAN 14" DO NOT REQUIRE SHEAR CONNECTORS.7. SEE SHEETS S810 AND S815 FOR TYPICAL STEEL BEAM ANDSTEEL COLUMN CONNECTION DETAILS.8. 4" CONCRETE HOUSEKEEPING SLAB UNDER EQUIPMENT, TYP.9. ALL BEAMS ADJACENT TO INTERIOR OPENINGS ARE TO BE SET6" FROM BEAM CENTRLINE TO EDGE OF SLAB OPENING, TYP.10. SEE SHEET S870 FOR TYPICAL INTERIOR METAL STUD DETAILS.EQUIPMENT ANCHORAGE SCHEDULEALL DH's8000#16S805EQUIPMENTNAMEMAX WT(lbs)ANCHORAGEDETAILEQUIPMENTPLATFORMWOMENMENIDFCLOSETIDFCOSETOPEN TOBELOWSTAIRFILESPLOTROOMWELLNESSPLOTTERSHELVING FACILITYMGRJAN.CR CR PHONEDN CR202203 201 204205206 230 231 008 CONFERENCECONFERENCECENTRAL STOREOPEN OFFICEHUDDLEPHONECOPYOFFICEHRSTORAGESPAREPARTSSTAIRPHONECR CREEE CREECRELEV.SWABMANUF.EEESMR ESMR ESMR E0808080808SMR E SMR E 08 08 08 FACILITIESSMR E SMR ECA E QASTORAGEEEEFIRE KING FIRE KINGCR E E E E E EEE EI.T.HELP-DESKSMR ESMR ESMR ESMR ECRCREH&SSTOR.EE EESERVERRMFIREDRYAGENTPHONE JCI LENELBOSCH DRYAGENT GENERATORANNUNCIATORPANEL ELPRO UPS FUTUREBATT BYPASS CR211212 213 216 215219 218 221220 222 223 224225226 227 007 007A FRONT C.O.P .210209214OFFICEOFFICE.72.5'SCALE: 1/16"=1'-0"LEVEL 2 FRAMING PLAN(E) W24X104(E) W24X104(E) W24X104(E) W24X104(E) W24X104(E) W24X104(E) W24X104(E) W24X104ELECTRICAL201FEC ELEVATORSTAIRSSTAIRS(E) 28" TJI@16" (E) 12" TJI @ 16"(E) W8x10(E) (E) (E) (E) 12" TJI @ 16" (E) 28" TJI@16" (E) 28" TJI@16"ELECTRICAL201FEC ELEVATORSTAIRSSTAIRS(E) 28" TJI@16" (E) 12" TJI @ 16" (E) MOMENT FRAME (E) W24x68 (E) W8x13 (E) W8x10(E) W24x94(E) HSS18x6x38(E) W18x35(E) (E) (E) (E) W8x13 (E) W24x84 (E) W24x62 (E) W24x62 (E) W24x62 (E) W18x40 (E) W12x44 (E) W12x44 (E) W24x94(E) 12" TJI @ 16" (E) 28" TJI@16" (E) W24x624" MIN 4" MIN876.165.15432.121ABCDD.1EFGHIJ876.165.15432.121ABCDD.1EFGHIJ7.1E.1F.16.2SCOPE OF WORK INTHIS AREA UNDER ASEPARATE PERMITS201.4S201.3S201.5S201.6SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S201.dwgdmahoney Apr 20,2021 - 11:27am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S201STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLLEVEL 2 FRAMINGPLANCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM SCALE: 14"=1'-0"BRACED FRAME ELEVATIONBF(E) SLAB 0N GRADE+0'-0"T.O.STEEL+16'-714"SCALE: 14"=1'-0"BRACED FRAME ELEVATIONAI(E) SLAB 0N GRADE+0'-0"T.O.STEEL+16'-714"SCALE: 14"=1'-0"BRACED FRAME ELEVATIONC(E) SLAB 0N GRADE+0'-0"T.O.STEEL+16'-714"54SCALE: 14"=1'-0"BRACED FRAME ELEVATIOND(E) SLAB 0N GRADE+0'-0"T.O.STEEL+16'-714"ESCALE: 14"=1'-0"BRACED FRAME ELEVATIONE(E) SLAB 0N GRADE+0'-0"T.O.STEEL+16'-714"65.16.274'-0"17'-0"7'-0"28'-0"16'-0"12'-0"28'-0"F24'-0"24'-0"28'-0"28'-0"W18X65 [28]HSS6x6x12HSS8x8x58 HSS6x6x12HSS6x6x12 W18X65 [28]H S S 6 x 6 x 1 2 HSS6x6x12 HSS8x8x58HSS6x6x12W18X65 [28]HSS6x6x12HSS6x6x12HSS6x6x12HSS6x6x12W18x65 [28]HSS6x6x12HSS6x6x12HSS6x6x12 W18X65 [28]HSS6x6x12 HSS6x6x12HSS6x6x12 W18X65 [28]HSS6x6x12 HSS6x6x12HSS6x6x12 HSS6x6x12 W18X65 [24]H S S 6 x 6 x 1 2 HSS6x6x12HSS6x6x12 W18X65 [24]H S S 6 x 6 x 1 2 HSS6x6x12HSS6x6x12 HSS8x8x58 HSS8x8x58 HSS8x8x58 HSS8x8x58 HSS8x8x58 HSS8x8x58 HSS8x8x58HSS8x8x58 HSS8x8x58 12S830TYP 2S830TYP16S810TYP7S500TYP7S830TYPSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S300.dwgdmahoney Apr 20,2021 - 11:28am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S300STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLBRACED FRAMEELEVATIONSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM 1438"x4"x8"GUSSET PLATE6"STAIR BEAMPER PLANCOLUMNPER PLAN1"Ø ROD BRACEFOOTING PER PLANEXISTING GRADE4'-5"6"EXISTING FOOTINGSCALE: 12"=1'-0"STEEL STAIR ELEVATIONCSCALE: 14"=1'-0"STEEL STAIR ELEVATIONBSCALE: 14"=1'-0"EXISTING WALL ELEVATIONA1'-412"17'-0"7'-2"3(2) #6 CHORD BARS(9) #5 E.F.(7) #5 E.F.NEW OPENING(E) OPENINGTOP OF (E)SLAB ON GRADE19S810JC4x4.5C4x4.5 C4x4.53'-0"3'-0"20S815TYP15S81514S4158S5008S50020S880(E) TILT-UP WALL316WEB TOFLANGEEA ENDSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S301.dwgdmahoney Apr 20,2021 - 11:28am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S301STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLSTAIR ELEVATIONSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM COLUMN CLOSURE PLATE DETAILSTEEL GRAVITY COLUMN SCHEDULEBEAM ON TOP OF COLUMNGRAVITY COLUMN BASE PLATE DETAILANCHOR BOLT HOLE AND WASHER SIZE TABLEBEAM WIDERTHAN COLUMNBEAM NARROWERTHAN COLUMNCHANNELTO COLUMNTOP CONNECTIONSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S415.dwgdmahoney Apr 20,2021 - 11:28am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S415STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLSTEEL COLUMNTYPICAL DETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM 1S415PLAN VIEW7S600STEEL COLUMN ON SPREAD FOOTINGFOOTING SCHEDULEFOOTING ELEVATION TRANSITIONCONTINUOUS FOOTING CONSTRUCTION JOINTTYPICAL STEPPED FOOTING DETAILTYPICAL PIPE PENETRATIONS AT FOOTINGSELEVATIONELEVATIONSECTION X - XTYPICAL FOUNDATION INTERSECTIONS7S6007S600MIN. FOUNDATION SETBACKSCORNERINTERSECTIONOPTIONAL CORNERNEW COLUMN BASE CONNECTIONMARK SIZEMIN.THICKNESSREINFORCINGBOTTOMREINFORCINGTOPMARKSIZE (WxD)TOPREINFORCINGBOTTOMREINFORCINGTRANSVERSEBARSTIES DETAILGB-1*6'-0"x3'-0"(6) #8(6) #8#8 @ 12" T&B#4 @16"(2 LEGS)GB-2*6'-0"x3'-0"(6) #8(6) #8#8 @ 8" T&B#4 @16"(2 LEGS)GB-3*8'-0"x3'-0"(8) #8(9) #8#8 @ 10" T&B#4 @16"(2 LEGS)3-3-3-1S600GRADE BEAM SCHEDULESTRENGTHENING (E) FOOTINGSTEEL COLUMN BASE AT EXPOSED CONDITIONZIPPER COLUMN9-GRADE BEAM ADJACENT TO (E) FOOTING2S830COLUMN FOOTING ADJACENT TO (E) FOOTINGGRADE BEAM DETAIL9S5007S830SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S500.dwgdmahoney Apr 20,2021 - 11:28am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S500STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLCONCRETEFOUNDATIONDETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM REBAR WELDINGREBAR BUTT WELDINGVERT. BARHORIZ. BARFIG. 2REBAR DEVELOPMENT LENGTHS AND LAP SPLICESFIG. 1CASE 1 - BAR CENTER TO CENTER SPACING > 6" (NORMAL WEIGHT, GRADE 60, UNCOATED)REINF. AT OPENINGS AND REENTRANT CORNERSTYPICAL SLAB ON GRADEEDGE OF SLAB ON GRADESLAB ON GRADE TRANSITIONS AND STEPSSLAB TRANSITIONSTEPS LESS THAN OR EQUAL TO 3"STEPS LESS THAN OR EQUAL TO 12"STAIR STRINGER TO SLAB ON GRADEOPENINGS GREATER THAN 12"x12" IN SLAB ON GRADEREENTRANT CORNERS IN SLAB ON GRADECONTROL JOINT LAYOUTMECHANICAL PAD ON GRADETRENCH DRAIN IN SLAB ON GRADECASE 2 - ALL OTHER BAR SPACINGS (NORMAL WEIGHT, GRADE 60, UNCOATED)TYPICAL REINFORCING BAR BENDS180° HOOKTYPICAL BAR OFFSETSTANDARD HOOKSHOOKED AND HEADED REBAR EMBEDMENTHOOKED BAR EMBED, LdhTIES & STIRRUPS HOOKS ONLY135° HOOK90° HOOKHEADED BAR EMBED, Ldt90° HOOKSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S600.dwgdmahoney Apr 20,2021 - 11:28am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S600STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLTYPICAL CONCRETEDETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM METAL DECK SUPPORT AT COLUMNHEADED ANCHOR STUD (H.A.S.) PLACEMENT DETAILTYPICAL OPENINGS IN COMPOSITE METAL DECKDECK PERPENDICULAR TO BEAMDECK PARALLEL TO BEAMINTERIOR COLUMNSEXTERIOR COLUMNSPLANSECTION DSECTION ESECTION FSECTION GPLANPLANMEMBER TO MEMBER CONNECTION AROUND OPENINGPLACEMENT AND SPACING OF OPENINGSSMALL OPENINGS IN COMPOSITE METAL DECKLARGE OPENINGS IN COMPOSITE METAL DECKGIRDER FILLER AS REQ'DAT CHANGE IN DECK DIRECTIONCOMPOSITE METAL DECK SCHEDULEPLANSECTIONSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S805.dwgdmahoney Apr 20,2021 - 11:28am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S805STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLCOMPOSITE METALDECK DETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM TYPICAL EDGE OF COMPOSITE DECK AT INTERIOR OPENINGS££££££DECK PARALLEL TO BEAMDECK PERPENDICULAR TO BEAM7-CLADDING AT FLOOR (SLIP CONNECTION)SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S806.dwgdmahoney Apr 20,2021 - 11:28am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S806STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLCOMPOSITE METALDECK DETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM STANDARD BOLTED CONNECTION SCHEDULEBEAM SIZENO. & SIZE OFBOLTS REQUIREDPLATETHICKNESS'A' WELDSIZECONNECTION NOTES:1. ALL BOLTS TO BE ASTM A325N AND FULLY PRETENSIONED PER AISCSTANDARDS EXCEPT AS DESCRIBED IN NOTE 2.2. BOLTS IN BEAM TO BEAM CONNECTIONS MAY BE TIGHTENED TO AISC"SNUG TIGHT" CONDITION UPON APPROVAL OF ENGINEER AND OWNER.3. CONNECTION PLATES TO HAVE AISC STANDARD ROUND HOLES UNLESSNOTED OTHERWISE.4. ALL CONNECTION PLATE MATERIAL TO BE A36, U.N.O.5. ALL BEAM MATERIAL TO BE GRADE 50.W8(2) 7/8"øW10W12W14W16W18W21W24W27W30W33W36W40(2) 7/8"ø(3) 7/8"ø(3) 7/8"ø(4) 7/8"ø(4) 7/8"ø(5) 7/8"ø(6) 7/8"ø(7) 7/8"ø(8) 7/8"ø(9) 7/8"ø(10) 7/8"ø(11) 7/8"ø5/16"5/16"5/16"5/16"3/8"3/8"3/8"3/8"3/8"3/8"1/2"1/2"1/2"1/4"1/4"1/4"1/4"5/16"5/16"5/16"5/16"5/16"5/16"5/16"5/16"5/16"AT TWO-SIDED CONNECTIONSAT ONE-SIDED CONNECTIONSCLBEAM1 3/4"1 3/4"MIN3"TYP 3"MIN (2 1/2" AT W8) AISC 'K' DISTANCE 1 1/2" TYP COPE FLANGEAS REQ'DFOR SHEAR PLATE ANDBOLTS, SEE SCHEDULEASEESCHEDCLBEAM1"1 3/4"1 3/4"MINBEAMPER PLANASEESCHEDREMOVE BOTTOMFLANGE NEAR SIDEFLUSH W/ WEBAISC 'K' DISTANCE FOR GIRDEREXTEND SHEARPLATE TYPICALLYAS SHOWNGIRDERPER PLAN.IF > 6" USEONE-SIDEDDETAILING ATDEEPER BEAM1"1 1/2"AISC 'K' DISTANCE (1 1/2" MIN)NOTE:PROVIDE STIFFENER BOTH SIDES OF BEAM WEB UNLESS NOTEDOTHERWISE ON PLAN. USE THIS DETAIL WHEN STIFFENER INFORMATION ISNOT OTHERWISE NOTED. OF BEAM OR BACK OF CHANNEL1/4T&B1/4 2-6AT WEBCLSTIFF PLATE THICKNESSPER SCHEDULEBEAM SIZEPLATETHICKNESSUP TO W81/4"W10 TO W165/16"W18 TO W213/8"W24 TO W301/2"W33 TO W365/8"K1 PER AISCTYPENG. NOTE:FOR HEAVY CONCENTRATEDLOADS CONFIRM STIFFENER &WELDS ARE ADEQUATE.TYPICAL STIFFENER PLATE DETAIL15TYPICAL BOLTED BEAM CONNECTION DETAIL3W6 OR C6 CONNECTIONFULL DEPTH CONNECTION OF BEAM TO GIRDERSKEWED BEAM CONNECTIONBEAM WEB DUCT OPENING DETAILBEAM WEB PIPE OPENING DETAILLATERAL BRACE DETAILMITERED BEAM DETAILBEAM TO GIRDER MOMENT CONNECTION7891112131420FOR SKEWS UP TO 30 DEGREESAFOR SKEWS UP TO 60 DEGREESBFOR SKEWS GREATER THAN 60 DEGREESCAT IN-LINE PARALLEL BEAM////////////16BOLTED DRAG CONNECTIONBOLTED DRAG CONNECTION SCHEDULEABBEAM TO WF COLUMN FLANGEBEAM TO HSS COLUMNABEAM SHALLOWER THAN GIRDERBBEAM SAME DEPTH AS GIRDERPOST-INSTALLED EMBED PLATE DETAIL19EMBED ELEVATIONBSECTIONAB6CANTILEVERED BEAM AT HSS COLUMNSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S810.dwgdmahoney Apr 20,2021 - 11:29am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S810STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLSTEEL DETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:15 AM CHANNEL TO TILT-UP WALL20CHANNEL SECTIONgCLBEAM & COLdepfopfi bpA572 GR 50 END PLATEPER SCHEDULEA490 BOLT PER SCHEDULE(8 TOTAL)MOMENT FRAMEBEAM PER PLANMOMENT FRAMECOLUMN PER PLANEND PLATE ELEVATIONC.P FLANGEDO NOT USE BACKING5/16FLANGE TO FACEOF END PLATE0.75 twbC.P. ALTERNATEtep5/16FLANGE TO FACEOF END PLATEC.P FLANGEDO NOT USE BACKINGBEAM ELEVATIONFRAME SCHEDULEBEAMSIZEW16x40 1" 8" 1.5"tepbpdepfopfigA490 BOLTDIA.2" 2" 5.5"1"⌀NOTE: ALL BOLTS TO BE FULLY PRETENSIONEDBOLTED UNSTIFFEND EXTENDED END PLATE DETAIL6NOT USED1 3/4"1 3/4"CLCOLTOP OF COLUMNWHERE OCCURSBEAM PER PLANFOR SHEAR ANDBOLTS, SEEASEESCHEDCOLUMNPER PLAN1"PLWF BEAM TO WF COLUMN FLANGE1BEAM TO HSS COLUMN - WT CONNECTION10£PLANWF BEAM TO HSS COLUMN15PLAN10A10B10C10DSECTIONNOT USED SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S815.dwgdmahoney Apr 20,2021 - 11:29am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S815STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLSTEEL DETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM SCALE: 3"=1'-0"REINF. PLATE DETAIL BRACEBRACE PER ELEVATIONGUSSET PLATE PER9S830"P1" PER4S830NOTE:SEE FOR ADD'L INFORMATION20S830SFRS1"MINT.O. FTGPER PLANSCALE: 3"=1'-0"SCBF WING PLATESFRSCJPEMBED ⅊AND BARSPER AND2S8307S830BASE ⅊PER AND2S8307S8301/2" ⅊ A572 GR 50WING ⅊PER AND2S8307S8305/16DC#6 BAR516ddowel/21"PER SCHEDULE 2'-0" EMBED 3"912"912"3"3"912"912"3"3"3"℄ BRACE℄ BRACE℄ COL1" MINTYPICAL4S830"t" GUSSET ⅊ PERBRACE WITHSLOTTED ENDPER20S830ERECTION BOLT2" NON-SHRINKGROUTT.O.FDN.W.P.SCALE: 34"=1'-0"BRACE TO FOUNDATIONSFRSPLANELEVATION(12) 1 1/2"ØF1554 GR 55ANCHOR BOLTSDC"D3"2'-0"1"DC"D3"℄ COL & ⅊2'-0" EMBED 3"3"3"3"2" A572 GR 50BASE ⅊1"BRACE WITHSLOTTED ENDPER20S830DCDCDC1" MINTYPICAL4S8302"Ø GROUT HOLE℄ COL & ⅊(10) 112"Ø F1554GR 55 ANCHOR BOLTS℄ BRACE"t" GUSSET ⅊ PER2" NON-SHRINKGROUTW.P.ERECTION BOLTT.O. FDN."D3""D3"2'-6"℄ COL℄ COLPER SCHEDULE 3"10"3"10"10""D3"2'-0"1"SCALE: 34"=1'-0"BRACE TO FOUNDATIONSFRSBASE PLATE PLANUPLIFT ⅊ BELOWTYPUPLIFT ⅊ 1"x3"x3'-10"A572 GR 50GRADE BEAMREINFORCEMENT PER3S500(6) EQUAL SPACESBASE ⅊ + 4" 2" TYP2"TYPANCHOR RODHOLES PER BASE ⅊PLAN⅊ 12"x1'-8"x4'-0"A572 GR 50EQ TO BASE ⅊OUTLINE OFBASEPLATE ABOVE2'-6"UPLIFT⅊ 1"x3"x4'-6"A572 GR 50GRADE BEAMREINFORCEMENTPER3S500℄ BRACE2"Ø GROUTHOLE2" A572 GR50 BASE ⅊UPLIFT ⅊BELOW TYPDC"D3"STRUCTURAL EMBED PLAN8"8"(10) EQUAL SPACESBASE ⅊ + 4" 2" TYP 2"TYPANCHOR RODHOLES PERBASE ⅊ PLANSTRUCTURAL EMBED PLANOUTLINE OFBASE ⅊ABOVE30° MINTYP90°2t 90°2t 30° MINTYP(14) #6 BARSWELDEDTO ⅊W/ 1'-6" EMBEDPER12" WING PLATEEA SIDE PER1S8301S83012" WING ⅊EA SIDE PER1S830(22) #6 BARSWELDED TO ⅊ w/ 1'-6" EMBEDPER1S83012" WING ⅊EA SIDE PER1S830⅊ 12"x1'-10"x6'-0"A572 GR 5012" WING ⅊EA SIDE PER1S830#6 BAR w/1'-6" EMBED#6 BAR w/1'-6" EMBED2"2" 2"2"℄ BRACEBRACED FRAME SCHEDULENo ScalePROTECTED ZONE NOTENo ScalePROTECTED ZONE NOTE:THIS PORTION OF BEAM IS "PROTECTED". SPECIAL CARE SHALL BE TAKEN TOCOMPLY WITH THE FOLLOWING REQUIREMENTS:1) WITHIN THE PROTECTED ZONE, DISCONTINUITIES CREATED BY FABRICATION OR ERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, AIR-ARC GOUGING AND THERMAL CUTTING SHALL BE REPAIRED AS REQUIRED BY ENGINEER OF RECORD.2) WELDED SHEAR STUDS AND DECKING ATTACHMENTS THAT PENETRATE THE BEAM FLANGE SHALL NOT BE PLACED ON BEAM FLANGES WITHIN THE PROTECTED ZONE. DECKING ARC SPOT WELDS AS REQUIRED TO SECURE DECKING SHALL BE PERMITTED.3) WELDED, BOLTED, SCREWED OR SHOT-IN ATTACHMENTS FOR PERIMETER EDGE ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING OR OTHERCONSTRUCTION SHALL NOT BE PLACED WITHIN THE PROTECTED ZONE.b b 0 . 3 7 5 L b T YP .PROTECTED ZONETYP.L b0. 2 5 L b BRACE FRAME SCHEDULEHSSWELD LENGTH "L1" WELD SIZE "D1"PLATE "P1"DIMENSIONSGUSSET ⅊ "t"WELDSIZE "D2"WELD SIZE"D3"MIN "B"ASLOTTED ⅊ "tP"45°<q £55°6x6x1216"12"1'-4"x3"x12"34"316"12"24"10"34"GUSSET AND STIFFENER PLATE GEOMETRYSCALE: 1"=1'-0"38"x3" STIFFENER PLATE FOR EDGEOF GUSSET PLATESTIFFENER OFFSET FROMHINGE ZONE= 2tGUSSET PLATEGUSSET PLATESTIFFENEROFFSET FROMHINGE ZONE= 2tBNOTE:DETAILER PROVIDE L1 THRU L6 . DIMENSIONS BASEDON THE GIVEN INFORMATIONA Bqq30°b(b/2.5)"L1" + 1" MAX SLOT WIDTHEA. ENDEA. SIDE4S830DCDCDCINCREASE WELDFOR OVER SIZESLOT WIDTHW.P.W.P.SLOT DETAIL FOR HSS BRACESCALE: 1"=1'-0"30° ± 1°TYPICAL(L1+1")L3L6 L5L4L4 L2 "D2"1818"D1" "L1"EQ. EQ.2tSFRSBRACE TO BEAM AT MIDSPANSCALE: 1"=1'-0""t" GUSSET ⅊* WIDTH OF STIFFENER ⅊'S SHALLEQUAL THE WIDTH OF THE BEAMFLANGE TYP.W.P.DCBEAMPER PLANERECTION BOLTCJP30°TYPICAL12" FULL DEPTH STIFF.BOTH SIDESSFRS90°90°2t2t2t2t ℄℄6" MAX COLUMN PERELEVATION4 SIDES51618" MIN BBNOTE:FOR WELD SIZES ANDLENGTHS, SEE SCHED."D2"BRACE w/ SLOTTEDEND PLATE PER20S830REINFORCING PLATE PER19S8302tSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S830.dwgdmahoney Apr 20,2021 - 11:29am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S830STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLSTEEL SPECIALBRACED FRAMEDETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM BOTTOM TRACKCEILINGTYP. AT HDR.HEADER @ DUCTOPN'G WHEREOCCURS PERCONT. STUD BRACING AT4'-0" O.C. AS REQ'D PERBACKING FOR CABINETS OREQUIPMENT ANCHORAGE,TYP. SEET.O. CONC. SLABOR CONC. CURBWHERE OCCURSPROVIDE A BAY OF BLKG. EA.SIDE OF OPN'G TOP, BOTTOMAND MID-HEIGHT SEEJAMB STUDPERSILL ANCHORAGEPERTYP @SPLICETYP @SPLICEPARTIAL HEIGHTPARTITION WHEREOCCURSCABINETS OREQUIPMENTTYP. AT PARTIAL HEIGHTPARTITION WALLSFLOOR LINEHEADER PERSILL PER5-10-5S8726-3S8715S8715S8714AS8715S8719-PER ARCHOPENING(12' - 0" MAX)4' - 0" MAX9S8715S8716-6-TYP6-8AS8715S8718BS8719S8713"3"6"TYP FLOORBACKING CHANNEL,TYP.SEE DETAILCEILING LINESTUDS PER SCHEDULECABINETRY ANDBACKING LOCATIONSPER ARCHITECT(2) #10 SMS T&B @ 32" O.C.TO BACKING P(4 T&B MIN. PER CABINET)CENTER OF CABINETOR EQUIPMENTBRACE PERPL7S873.3"9-6' - 0" MAX 362S162-54+T150-54(2) 400S162-33 +400T162-43(2) 400S162-54 +400T162-54(2) 600S162-33 +600T162-43(2) 600S162-54 +600T150-54--10S-8715S-8607NOTES:1. SEE ARCHITECTURAL DRAWINGS FOR STUD WALL WIDTH AND SCHEDULE FOR STUD SIZE AND THICKNESS,U.N.O. STUD SIZES SHOWN ARE THE MINIMUM REQUIRED. COORDINATE WITH DETAIL SHEETS FOR SPECIALREQIUREMENTS AT SPECIFIC LOCATIONS.2. DIMENSIONS, PROPERTIES AND TYPES NOTED ARE BASED ON METAL STUDS AND TRACK BY STEEL STUDMANUFACTURERS ASSOCIATION (SSMA), ESR-3064P, U.N.O.3. ALL TOP AND BOTTOM TRACKS SHALL BE THE SAME THICKNESS AS STUDS, U.N.O.4. SEE ARCHITECTURAL DRAWINGS FOR SIZE OF OPENINGS AND LOCATIONS OF WALLS.5. WHERE FLANGES OF STUDS ARE UNSHEATHED, BRACE STUDS AT 4'-0" O.C. PER NON-BEARING WALL STUD SCHEDULESTUD WALLWIDTHSTUD TYPEMAX. HEIGHT21/2"250S162-33 @16"13'-0"35/8"362S162-33 @16"17'-6"4"400S162-33 @24"16'-6"400S162-43 @12"22'-6"6"600S162-33 @24"22'-6"600S162-43 @12"31'-0"8"800S162-33 @24"28'-0"NOTES:1. MAXIMUM WALL HEIGHTS BASED ON A DEAD LOAD = 10.0 PSF & LATERAL LOAD OF 5.0 PSF.2. MAXIMUM HEADER SIZES BASED ON EFFECTIVE SECTION PROPERTIES3. FOR HEADER/SILL TO JAMB CONNECTION, SEE4. ALL HEADER & JAMB DESIGNS DEFLECTIONS ARE LIMITED TO L/240.5. ALL HEADER SECTIONS SHALL BE UNPERFORATED.6. ALL SILL DESIGNS ARE BASED ON A MAXIMUM HEIGHT OF 3'-0".7. ALL TABULATED VALUES ARE VALID FOR NON-LOAD BEARING WALLS ONLY.8. FOR NESTED JAMB TYPES, SEE FOR CONNECTION.HEADER / JAMB / SILLSTUDWALLWIDTH (IN)WALL HT.(FT)MAX. SPANOF HEADER(FT)HEADER TYPEJAMB TYPE3 5/811'-0"6'-0"362T150-33362S162-4310'-0"15'-0"6'-0"362T150-43362S162-43+T150-4310'-0"411'-0"6'-0"400T150-33400S162-4310'-0"15'-0"6'-0"400T150-43400S162-43+T150-4310'-0"611'-0"6'-0"600T150-33600S137-3312'-0"15'-0"6'-0"600T150-43600S137-3312'-0"(2) 362S162-33 +362T162-43 T&B600S137-33400S162-43+T150-43362S162-43+T150-43(2) 362S162-43 +362T150-54400S162-54+T150-54600S162-54+600T150-54550S162-54 BACKING ASREQUIRED FOR ATTACHMENTW/ (4) #10 EA ENDSTUDS PER PLAN(24" OC TYP)2" OR 3" x33MIL FLATSTRAP WITH (2) #10SCREWS AT EA STUD350S162-33 BACKINGAS REQUIRED FORATTACHMENTW/ (3) #10 EA ENDBLOCKING AS REQUIREDCUT AND BEND ORREMOVE FLANGES OVERSTUDS(2) #10 ATEACH STUDGRAB BARCABINETSCONT BLOCKING AT STUD WALL1.2.NOTES:SEE ARCH FOR LOCATIONSAND HEIGHTS.ANCHOR BACKING TO(3) STUDS MINIMUM.1"MIN1/2 "MINWEB BRACINGFLANGE BRACINGONE-SIDED BRACING2"x2"x54 MIL CLIP ANGLE, LENGTH= STUD DEPTH - 1/2" w/ (2) #10 EA LEGMTL STUDPER PLANMIN. 150U50-54 CONT.SPLICE WHERE REQ'D @ C OF BLK'G(8) #10 SMS TO BLK'G,(4) EA. SIDE OF SPLICE,TYP.STUD BLK'G @ EA SPLICELOCATION & END OF WALL@ 8'-0" O.C. MAX. SEECENTERLINE OF BRACINGMETAL STUDNOTES:1. BRACE STUDS @ 4'-0" O.C., TYP. WHEREBOTH FLANGES OF THE METAL STUDSARE NOT SHEATHED FOR THE FULLHEIGHT OF THE WALL.2. BRACE STUDS AT MID-HEIGHT AT ALLWALLS GREATER THAN 20'-0"REGARDLESS OF WHETHER WALL ISSHEATHEDAPPROVED SHT'GATTACHED TO STUDFLANGE150U50-54@ 4'-0" O.C.#10 SCREWS@ EA STUDSTUDS PERELEVATIONSAND SECTIONSSPACED ALONGHEIGHT OF WALLPER NOTE 1BCA33 MIL x 1/8" CONT STRAPw/ (1) #10 SMS, SCEW TOEA STUD TYP EA SIDE OF WALLCL3S871EQ3/4" MIN TYP1/2" MINOPENING LESS THAN OR EQUAL TO 6'BBUILT-UP HEADER FOR OPENING GREATER THAN 6'-0"ABUILT-UP BOX HEADER SECTIONHEADER TO JAMBBUILT-UP BOX HEADER SECTIONCAP TRACKAS NEEDEDSILL PERSCHEDULE#10 SCREWS FROMFLANGES OF SILL(HEADER) TO JAMB STUDSJAMB STUD PER SCHEDULEEXTEND FLANGESOVER STUDSCUT WEB @ FLANGES& BEND WEB DOWN(2) #10 SMSHEADER PERSCHEDULESTUDPERSCHEDULE#10 SCREWS FROMFLANGES OF SILL(HEADER) TO JAMB STUDSEXTEND FLANGESOVER STUDSCUT WEB @ FLANGES& BEND WEB UP(2) #10 SMSTRACK PER SCHED#10 SMS @ 6" TYPSTUDS PER SCHEDJAMB PER SCHEDTRACK PER SCHEDBEND TRACK WEB &ATTACH w/ (2) #10 SMS#10 SMS @ 24" O.C.#10 SMS @ 24" TYP#10 SMS @ 12"AT EACH FLANGE(4) #10 SMS EQUALLY SPACED(4) CONT STUD WEBS OVERJAMB BOTH SIDESTYPICAL STUD CONNECTIONBACK TO BACK STUD CONNECTIONTOP OR BOTTOM TRACKHEADER OR SILL TRACKMIN. #10 SCREW EA. FLANGEOF EACH STUD TO TRACK(TYP.)TYP. STUDS &ADDED JAMBSTUDSSILL ANCHORAGE PER#10 @ 12"STAGGEREDBACK TO BACK STUDTOP OR BOTTOM TRACKHEADER OR SILL TRACKMIN. #10 SCREW EA. FLANGEOF EACH STUD TO TRACK (TYP.)NOTE:STUDS TO BEARON TRACK, TYP9-AB1 1/2" MIN #10 SMS EA.FLANGE, TYP.MTL TRACK TO MATCH STUD x 9"LONG W/ (2) #10 SMS EA. FLANGEMTL STUDPER PLANMTL TRACK TOMATCH STUDU.N.O, CUT ANDBEND WEB ASSHOWN(2) #10 SMS TYP.AT OPEN STUD FACETYPICAL INTERSECTIONTYPICAL CORNERPLAN (TOP CONN).TRACK#10 SMS, TYP.AT TRACK TOSTUD, T.&B.END OF TRACK ATCORNER CONDITION3"x5"x43 MIL. TIE P w/ (4) #10SCREWS EA. SIDECONT. TOP TRACKTOP TRACK#10 SMS @ 3'-0"WALL FINISH,TYP.WALL FINISH,TYP.#10 SMS, TYP. ATTRACK TO STUD,T&B#10 SMS @ 3'-0"CAB6"6"6" MAX6"MAXTOP TRACK SPLICEBOTTOM TRACK SPLICEABSTUD SECTION (SAME GAUGE AS TRACK)INSIDE TRACK w/ (6) #10 SCREWS THRUFLANGES AT EA. SIDE OF SPLICE, U.N.O.SILL ANCHORAGE PER9-TYPICAL METAL STUD INTERIOR WALL ELEVATION2WALL STUD BACKINGWHERE REQUIREDSEETOP AND BOTTOM TRACK SPLICE6PARTITION WALL WITH CABINETRY OR CASEWORK7HEADER / SILL TO JAMB16HEADER / JAMB / SILL SCHEDULE (NON-BEARING STUD WALLS)8BACKING CONNECTIONS13WALL BRACING14WALL CORNERS AND INTERSECTIONS20METAL STUD BLOCKING19STUD AND TRACK CONNECTIONS18(E) PLYWOOD(E) 2x418GA SLIP TRACK w/#12 WOOD SCREWSAT EA. EXISTING 2x43 1/2" MIN STUDPER ELEVATION w/(2) #10 SMS EA. ENDMEZZANINE WALL HEAD ATTACHMENT1SHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S870.dwgdmahoney Apr 20,2021 - 11:29am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S870STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLNON-BEARING CFSDETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM (E) 3x NAILER(E) BM PER PLANE.N.ITS TOP-FLANGESCALE: 1 1/2"=1'-0"INFILL FRAMING TO STEEL BEAM193/4" PLYWOOD W/ 10d@ 6" EN, 6" B.N., 12" F.N.STAIR LANDING2x6 @ 16" (MAX=6')W/ HANGER EA ENDBEAM PER PLAN(MIN 6x12)STAIR STRINGER SCHEDULELOCATION STAIR SPANUP TO 9'-6"UP TO 12'-6"1.75"x14" LVL @ 16"1.75"x14" LVL @ 16"STAIR STRINGER PER SCHEDW/ MIN LSSU28 HANGER EA ENDEXIT STAIR1" PLYWOOD TREADSNOTES:1. STAIR TREADS SHALL BE SCREWED AND GLUED.2. RISE & RUN PER ARCHDEPTHPER SCHEDSPANMIN 12" PLYWOODAT FACE TYP TREADSTREAD FLUSHWITH TOPPINGCONCRETE TOPPINGOVER SHTG PER PLAN13WOOD STAIR SECTIONSCALE: 112"=1'-0"BEAM PER PLAN(MIN 6x12)JOIST PER PLANAS NEEDEDAS NEEDEDUP TO 16'-6"3.5"x16" LVL @ 16"DEPTHSTRINGER712"712"912"CUT (E) CONCRETE ATFACE OF BEAM(E) CONC OVERPLYWOODCUT (E) PLYWOOD ATCL OF BEAMTJI FRAMINGPER PLANCONCRETE OVERPLYWOOD PER PLANNOSINGLINE, TYPSTRINGERPER PLAN1 1/2" MIN2" MAXSTRINGERPER PLANHEADERPER PLANTYP1/4TYP1/4ATYPB(2) #5 CONT1/43-SIDES1'-6"2'-0"SCALE: 1"=1'-0"TYPICAL TREAD SUPPORT5SCALE: 1"=1'-0"EXTERIOR DOG LEG STRINGER9SCALE: 1"=1'-0"STAIR STRINGER TO SLAB ON GRADE2018CENTERED ONANGLESTAIR TREADPER PLANSTRINGERS2x8 P.T. ⅊ w/(3) 14"Ø x4" A.B.'sEQUALLY SPACEDA35 @ EA. STRINGERAT SLABSWOOD STAIR BASEScale: 1"=1'-0"15#4 DOWELS EMBED 4" INEPOXY CENTERED IN SLABCONCRETE FILLED METALPAN STAIRS PER PLANL3X3X3/8 x0'-6" W/ (1)1/2"Ø HILTI KB-TZ INLONG SLOTTEDHOLES ( )(E) SLAB ONGRADE PER PLANCJP3163 SIDES ATSTIFF. PLATETYP. GUARDRAIL CONNECTIONTYPICAL CHANNEL STRINGERBENT CHANNELSTRINGER PER PLANSC.J.P. @FLANGESTYP.@ WEB, TYP. TUBE & STRINGERGUARDRAIL PER ARCH @4'-0" O.C. MAX14" STIFF PLATEWHERE POST OCCURSSTRINGER PER PLANSCALE: 1"=1'-0"SCALE: 1"=1'-0"44" MAX TO TREAD NOSING S.A.D.410GRATING PER PLAN3/4" PLYWOOD W/ 10d@ 6" EN, 6" B.N., 12" F.N.STAIR STRINGER SCHEDULELOCATION STAIR SPANUP TO 9'-6"1.75"x14" LVL @ 16"STAIR STRINGER PER SCHEDW/ MIN LSSU28 HANGER EA ENDEXIT STAIR1" PLYWOOD TREADSNOTES:1. STAIR TREADS SHALL BE SCREWED AND GLUED.2. RISE & RUN PER ARCHDEPTHPER SCHEDMIN 12" PLYWOODAT FACE TYP TREADSTREAD FLUSHWITH LANDINGAS NEEDEDDEPTHSTRINGER712"SPAN4x8 BEAM w/ HANGEREA END, 5'-0' MAXSCALE: 1"=1'-0"INTERIOR WOOD STAIR SECTION6BEAM PER PLANSDS@6"4x8 BLK'Gw/ HANGER16d@16" TO 4x8 BLK'G4" WALL MAX4'-0" TALL TYP2x12 BLK'G w/(2) 16d@8"E.N.(E) WALL PER PLANSHEET NUMBERSHEET TITLECONSTRUCTION DOCUMENTSP:\120\2000554_Quidel TI_2285 Rutherford Road\Dwg\_CP-2\S880.dwgdmahoney Apr 20,2021 - 11:29am 2285 RUTHERFORD ROADCARLSBAD, CA 92008REASONDATE ISSUED6256 GREENWICH DRIVE, SUITE 510SAN DIEGO, CALIFORNIA 92122P: 858.453.1150www.mcfarlanearchitects.cominfo@mcfarlanearchitects.comPROJECT NO.20-108-073131 Camino Del Rio North, Suite 1080San Diego, California 92108(619) 521-8500 Fax (619) 521-8591www.kpff.com kpff project #20000554S880STRUCTURAL PACKAGE SUBMITTAL CP2PLAN CHECK RESUBMITTALPLAN CHECK RESUBMITTALSTRUCTURAL STEEL SUBMITTALMILL ORDER PACKAGE04-20-202104-06-202103-08-202102-19-2021Exp. 3/31/22No. S3406REGISTE R E D PROFESSIONAL ENGINEERSTATE OF CALI FORN IASTRUCTURAL ERICLEHMKUHLSTEEL STAIR DETAILSCBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM CBC2021-0078 SET 3 4/21/21 Approved 04/29/2021 7:47:20 AM CBC2021-0078 SET 3 4/21/21 Approved 04/29/2021 7:47:20 AM CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:20 AM CBC2021-0078 SET 3 4/21/21Approved04/29/2021 7:47:21 AM CBC2021-0078 SET 3 4/21/21 Approved 04/29/2021 7:47:21 AM CBC2021-0078 SET 3 4/21/21 Approved 04/29/2021 7:47:21 AM CBC2021-0078 SET 3 4/21/21 Approved 04/29/2021 7:47:21 AM