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1969 PALOMAR OAKS WAY; ; CBC2021-0292; Permit
Building Permit Finaled (city of Carlsbad Commercial Permit Print Date: 07/25/2023 Job Address: 1969 PALOMAR OAKS WAY, CARLSBAD, CA 92011-1307 Permit No: Status: CBC2021-0292 Closed -Finaled Permit Type: BLDG-Commercial 2130922000 $0.00 Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: H2, H3, H4 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2019 Sprinkled: Yes Project Title: Track#: Lot#: Project#: Plan#: Construction Type:IIIB Orig. Plan Check#: Plan Check#: Applied: 08/06/2021 Issued: 01/28/2022 Fina led Close Out: 07/25/2023 Final Inspection: 05/31/2023 INSPECTOR: Kersch, Tim de Roggenbuke, Dirk Cheung, Nathaniel Description: VERSUM MATERIALS: (915 SF) EXTERIOR CONCRETE EQUIPMENT PAD AND 69LF OF (REVISED TO 12') PREV2022-0070 APPROVED/ CMU SCREEN WALL FOR (N) N2 TANK. Applicant: MKA INC MICHAEL KINOSHITA 7510 CLAIREMONT MESA BLVD, # STE 207 SAN DIEGO, CA 92111-1539 (858) 268-8176 FEE ABOVE GROUND STORAGE TANK (BLDG) BUILDING PLAN CHECK FEE (manual) Property Owner: VERSUM MATERIALS US LLC 7201 HAMILTON BLVD ALLENTOWN, PA 18195 (760) 931-9555 BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) FIRE Special Equipment (Ovens, Dust, Battery) SB1473 -GREEN BUILDING STATE STANDARDS FEE SITE IMPROVEMENTS Total Fees: $2,010.96 Total Payments To Date: $2,010.96 CoApplicant: ACCUBUILD CONSTRUCTION INC 6161 EL CAJON BLVD, # B407 SAN DIEGO, CA 92115-3987 (619) 726-8067 Balance Due: AMOUNT $232.00 $577.50 $194.00 $98.00 $417.00 $1.00 $491.46 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {'city of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit /- Date ~O::'-'-f-/-'Jo&7'--+b-~t-J _ 0.., T I Job Address 1969 PALOMAR OAKS WAY Tenant Name: VERSUM MATERIALS, LLC Year Built: _1_9s_5 ___ Occupancy: 8· H2, H3, H4 Suite: ___ __,APN: 213-092-20-00 Lot#: IIIB C:JD C:JD Construction Type-'' '-=---Fire Sprinklers: yes no A/C: yes no BRIEF DESCRIPTION OF WORK: CONSTRUCT 915 SF EXTERIOR CONCRETE EQUIPMENT PAD AND 69 LF OF 18'-0" CMU SCREEN WALL FOR (N) N2 TANK. 0 Addition/New:0 SF OF BUILDING AREA New SF and Use, ___________ New SF and Use, 915 Deck SF, ____ Patio Cover SF (not including flatwork) 0 Tenant lmprovement: _____ SF, _____ SF, Existing Use ______ Proposed Use _____ _ Existing Use Proposed Use _____ _ O Pool/Spa: ____ -'SF Additional Gas or Electrical Features? ___________ _ □□ □□ □□ 0 Solar: ___ KW, ___ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: ------------------------- [!] Other: 69 LF OF 18'-0" HIGH CMU SCREEN WALL 915 SF OF NEW CONCRETE EQUIPMENT PAD NEW ELECTRICAL, PLUMBING LINES TO SUPPORT NEW N2 TANK. This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. TURN IN PAGE ONE OF THIS APPLICATION UPON SUBMITTING PLANS. PAGE TWO IS REQUIRED AT PERMIT ISSUANCE. PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT Iii Name: VERSUM MATERIALS, LLC Address:1969 PALOMAR OAKS WAY City: CARLSBAD Phone: 760 603 2274 State:_C_A __ ,Zip: 92011 Email: michaelk@mkainc.net DESIGN PROFESSIONAL APPLICANT Iii Name:MICHAEL KINOSHITA, MKA INC Address: 7510 CLAIREMONT MESA BLVD., SUITE 207 City:SAN DIEGO State:CA Zip:92111 Phone:858 442 3613 Email: michaelk@mkainc.net Name: MICHAEL KINOSHITA, MKA INC. Address: 7510 CLAIREMONT MESA BLVD., SUITE 207 City: CARLSBAD State: CA Zip:_9_2_11_1 __ _ Phone: 858 4412 3613 Email: michaelk@mkainc.net CONTRACTOR BUSINESS APPLICANT 0 Name: Accubuild Construction, Inc. Address:6161 El Cajon Blvd. STE. B4O7 City: San Diego state: CA Zip:.....c.92_1_1..,;5'----- Phone: 619-726-8067 Email: nouri@accubuildconstruction.com Architect State License: _C_1_48_4_1 ________ State License: 7Q71 BB Bus. License:. _____ _ 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of 2 Email: Building@carlsbadca.gov Rev. 08/20 IDENTIFY THE PERMIT APPLICANT BELOW BY COMPLETING (OPTION A) (OPTION B) OR (OPTION C) (APPLICANT OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury thot I om 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 dee/orations /CHOOSE ONE): 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the labor Code, for the performance of the work which this permit is issued. Policy No .. ________________________________________ _ 111'1 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. ~Y workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: --~S~t~a~t~e~F~U~n~d,,_,.,.,,.=.,,.,.,.,----------- Policy No. 9054513 Expiration Date: ___ 6_/2_1_/2_2 _______ _ 0 Certificate of Exemption:\ certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _____________________ Lender's Address: _____________________ _ CONTRACTOR PRINT: NOURI NAHORAOF SIGN: Al_,,: Al ,4,,rd DATE: 1/27/22 (APPLICANT OPTION B): OWNER-BUILDER DECLARATION: 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). 01, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 0 FORM B-61 "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. 0 FORM B-62 "Owners Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner·builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/ca/ow.html. OWNER PRINT: _________ _ SIGN: __________ DATE: ______ _ (APPLICANT OPTION C) OWNER OR CONTRACTORS AUTHORIZED AGENT: By my signature below, I certify that: I am authorized to act on the property owner or contra'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. AGENT PRINT: /f1;d1,,_f /4*d,1;f,,, SIGN: DATE: 7-8-21 MICHAEL KINOSHITA -------------------------------- 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV 08/20 l_ CJtyof Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Oivisio n 163.5 Faraday Avenue 760-602-2719 www.carlsbadn.gov OWNER'S AUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for bu,/ding permits. To authorize o third-party agent to sign for a building permit~ the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what joti.s s/he may obtain permits, The form must be compieted in it.,; entirety to be accepted by the City for each separate permit application Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating on agent to apply for a construction permit on his/her beholf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S 8EHAI.F Excluding the Property Owner Acknowledgement. the execution of which I understand is my personai responsibility, : ht:reby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents nece!>::.ary to obtain an Owner-Builder Permit for rny project CONSTRUCT NEW EXTERIOR N2 TANK PAD Scope of Construction Project (or Description of Work):-----------··~.-----··•--.. -·-- 1969 PALOMAR OAKS WAY, CARLSBAD. CA 92011 Project Location or Address: ______________________ _ MICHAEL KINOSHITA 858 442 3613 Name of Authorize<;! Agent: __________________ Tel No. ______________ . 7510 CLAIREMONT MESA BLVD., SUITE 207 Address of Authorized Agent: ___________________________________ _ SAN DIEGO, CA 92111 i declare under penalty of perjury that lam the property owner for Hie addres5 listed above .;rid 1 per~oriolly iilied out the above information and cert,;;;;~ ?-B- 21 Property Owner's Signature: ---,•'f';'.,'-il~J--""illl""'il~""'"------------Date: ______ _ GRCUPDELTA 9245 Activity Road, Suite 103 San Diego, CA 92126 Tel. (858) 536-1000 Field Memorandum CLIENT: MKA Architecture & Planning CLIENT PROJECT No.: PROJECT NAME: N2 Tank Addition GROUP DELTA No.: SD707-02 CLIENT CONTACT: Michael Kinoshita GROUP DELTA PM: Taylor Latimer, PE CONTRACTOR: Accubuild Construction/ Keller ACTIVITY OBSERVED: Mat Foundation Excavation DATE: 11/30/22 LOCATION: Equipment Pad (Tank) Mat Foundation This memo is meant to document the result s of the above noted activities in the above noted location. Specific locations are also dated and delineated with yellow highlighter on the plans pictured below. This memo also serves as an update to and supersedes the memo dated 07/27/2022 for the same location. The referenced foundation excavation (described above, pictured and highlighted below) exposed clayey soil. The contractor stated that the soil was compacted. Based on hand probing, the excavation bottom probed firm and uniform throughout. The bearing conditions exposed are consistent with the conditions anticipated in the referenced geotechnical investigation report. Within the yellow highlighted areas, the footing dimensions meet the minimum geotechnical depth and width requirements as well as the dimensions per plan. RESOLUTIONS to previous EXCEPTIONS in 7 /27 /22 Memo: 1. The southern edge of the excavation, approximately where the CMU wall footing is located, exposes existing concrete associated with the demolished wall. SE has designed a solution. 2. A storm drain pipe, running north-south, was present at finish subgrade and has been removed from the excavation and capped beyond the limits of the excavation. 3. CIDH Piles were designed and installed to support the mat foundation. 4. This memo resolves item #4. NOTES: 1. The locations and elevations of the footing excavations were provided by others and not independently verified by Group Delta. 2. Group Delta should be called to inspect the rebar prior to concrete placement. ~ llw ~iPicj=l=f =-~==-~.-~==--==-=:::'.-~_=~::t-~~~~~~=I= I~-=- ¼ ---~il--1----1--,..""-'.,.J,------t ~-+--+- E&-1 "" LL IU=!-.-~==~:._,..._::;:l--) ..... _ ----- Geotechnical Reports: Group Delta Consultants, Inc. (2022). Supplemental Pile Foundation Recommendations, Nitrogen Tonk Addition, 1969 Palomar Oaks Woy, Project No. S0707, dated August 16. Project Plans: Group Delta Consultants, Inc. (2021). Updated Geotechnical Recommendations, Nitrogen Tonk Addition, 1969 Palomar Oaks Woy, Project No. S0707, dated October 13. MKA Inc (2022). Installation of 11,000 Gallon LIN Tank & Vaporizers, Versum Materials, Structural Plans by SGE, Sheets S-1 and S-2, dated 09/09/22. SIGNATURE: City of Carlsbad NAME: atimer, Senior Engineer MAY 3 1 2023 ... -"'vRD COPY BUILDING DIVISION Page 1 of 2 Field Memo (continued) CLIENT: MKA Architecture & Planning CLIENT PROJECT No.: 5171 PROJECT NAME: N2 Tank Addition GROUP DELTA No.: 5D707-02 CLIENTCONTACT: Michael Kinoshita GROUP DELTA PM: Taylor Latimer, PE Foundation Excavation (looking west) City of Carlsbad MAY 31 2023 BUILDING DIVISION -~1:CORD COPY Page 2 of 2 PERMIT INSPECTION HISTORY for (CBC2021-0292) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 08/06/2021 Owner: VERSUM MATERIALS US LLC Status: Closed -Finaled Issue Date: 01/28/2022 Subdivision: PARCEL MAP NO 12354 Expiration Date: 10/23/2023 IVR Number: 35059 Address: 1969 PALOMAR OAKS WAY CARLSBAD, CA 92011-1307 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio Status COMMENTS Fire hold. TEXT 760-613-4585 Peter// Pre-final walk thru // Still needs fire 05/31/2023 05/31/2023 BLDG-Final Inspection 212601-2023 Passed Dirk de Roggenbuke Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio Angie Teanio COMMENTS Fire hold. TEXT 760-613-4585 Peter// Pre-final walk thru // Still needs fire 760-207-4643 Randy 06/08/2023 05/26/2023 BLDG-Fire Final 212206-2023 COMMENTS Passed Nathaniel Cheung Checklist Item FIRE-Building Final Tuesday, July 25, 2023 Passed No Yes Yes Yes Yes Created Date 05/24/2023 Passed Yes Yes Yes Yes Yes Created Date 0512412023 05/30/2023 Passed Yes Complete Complete Page 2 of 2 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for {CBC2021-0292) Permit Type: BLDG-Commercial Application Date: 08/06/2021 Owner: VERSUM MATERIALS US LLC Work Class: Tenant Improvement Issue Date: 01/28/2022 Subdivision: PARCEL MAP NO 12354 Status: Closed -Finaled Expiration Date: 10/23/2023 Address: 1969 PALOMAR OAKS WAY IVR Number: 35059 CARLSBAD, CA 92011-1307 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07/28/2022 07/28/2022 BLDG-SW-Pre-Con 187905-2022 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/15/2022 11/15/2022 BLDG-11 196572-2022 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/08/2022 12/08/2022 BLDG-12 Steel/Bond 198263-2022 Passed Tim Kersch Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/23/2022 12/23/2022 BLDG-11 199563-2022 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/30/2022 12/30/2022 BLDG-11 199963-2022 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/18/2023 01/18/2023 BLDG-11 200870-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/26/2023 04/26/2023 BLDG-11 209184-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 760-613-4585 Peter 04/25/2023 05/25/2023 05/25/2023 BLDG-Final Inspection 212177-2023 Partial Pass Tim Kersch Reinspection Incomplete Tuesday, July 25, 2023 Page 1 of 2 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE lHAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO lHE MAXIMUM EXTENT PRACTICABLE TO AVOID lHE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO A VOID lHE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WllH lHIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP lHROUGHOUT lHE DURATION OF lHE CONSTRUCTION ACTIVITIES UNTIL lHE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY lHE CITY OF CARLSBAD. MICHAEL KINOSHITA OWNER(S)/OWNER'S AGENT NAME (PRINT) /f1d~-(' /4-d,;/., OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) E-29 8-6-21 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CBC 7£,;Z,)-(;Z,C.i z_ SW_ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Stenn Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C -C C 0 -0 0 :;:; C C 'O :;:; :;:; "' C Q) 'O ., 'O a, C " " C C "' E C E C -C -C, C, 0 'c ·c: .9-C C C E Q) L L :;:; L ., :::E 'O a, "' L --C '-C, >-"' "' C Q) c.. L C Q) c a, a, a, g ·c: 0-L C C Cc Q) ·c: -C a, C L Q) 0 Best Management Practice' <'<I C C [Il 'a. L 0 Q) 0 L c:, Q) w > C :;:; :.c: a, ., a, .:: Q) C .5 u ., -Q) C -a, a, Vl C E "' Q) "' [Il (..) L a, 'O a, ~ 'O .; a, :::E C Q) C (BMP) Description ➔ " ·e a, CC "' C C ~ -., Q) :; ~ Q) Q) C C 3' C -g~ il >-Cc D ::::, :g E " -c L Q 0 u, C c, Q) :;S C D [Il v, •-"' D,-u Q) C 0 Q) X :::E D c, D C ., "' E C -N u, NC " en:;:; Q) Q) C E~ c 'ii L-3: ., ., C ., E "" ~ -C, .0 E :rl = rn =3 ~:;:; :a u ·c ·c: c.. 0 C, -'O .C C Q) u._ " L ., C, 'O ·-., ·-'O CC Le ., "" L 'O C -·-c.. 'c L-.0 L .0 C -" "i5 ~ .B •-C Q) L " --0 0 Q) Q) ~ " C -o -=C ·-C LC 0 -C 0 0 Cc, .B 0 CC .c ., 0 ., ~ 0 L ., .c .0 L -C C -L 0 c_ C -br8 c,C c:, WD in vi (J) u [;: c:, (J) > (J) (J) c.. U, C (J) "' 3: a: C..0 c.. ~u :::E Vl :::E (J) (J) :::E CASQA Designation ➔ r--a:, a, ..., sj-"' r--a:, 0 N ..., r--a:, N ..., sj-"' 'T <O I I I 'T I I I I I I 'T 'T I I I I I I I I I I u u u u w w w w w w w w g:: g:: (J) (J) (J) (J) i i i i i Construction Activity w w w w (J) (J) (J) (J) (J) (J) (J) (J) z z z z Grodinn /Soil Disturbance X X X X T renchina /Excavation )( )( Stockoilina Drillinn IBorinn Concrete/Asohalt Sawcuttina Concrete Flatwork Pavina Conduit/Pioe Installation Stucco/Mortar Work Waste Disoosal y Staainn /Lav Down Area Enuinment Maintenance and Fuelinn Hazardous Substance Use/Storaae Dewaterina Site Access Across Dirt Other /list): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Page 1 of 1 PROJECT INFORMATION Site Address: 1969 PALOMAR OAKS WAY Assessor's Parcel Number: 213-092-20-Q0 Emergency Contact: Name: DOUGLAS TANIGUCHI 24 Hour Phone: 760 603 227 4 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM (xJ LOW Q) -a, C 3:-C "' Q) " E 0 Q) 'O ,,, L 0 SC CC :r: :::E <O I i Q) -a, c-3: C ., ., E -Q) ~ ,,, U C CC 0 C U:::E a:, I i V REV 02/16 ft, ..... ..... Ir tt r-..._. ~ ~ I L.: ,._I L C:-~ -. L~ t-;_ I. -r---i . I ·' -·1 '-~ J ~ lfll ,_.' :.-~. ! .. ·.' T~F I R I H ;-,,,~~, I I f""l"'j7 ---·-•--• __ t ___ .... _l.:_...,_Jt:~.~, ... • " I_,_ I J ,.l* -.,_:;<:;"'L'··sl' ~ . ~ ~ ~ •,4,-.. • ,, _: . 'r-..,._,_,__ I ' : : ,:---..... : / ; ...,_~'"''•·--.. : / . / . /~----/ i ! , ' ' i 11 I: u ~1~ T...:J, ~ .... ; ✓ --::......,.:_" ' ,/'·, -~~r :..-, 1 • , -·"--~ -✓ ___ ... .......... tfcl " '----~ ., -: i i --r-LL .1, ..J~r ·1,~_,_,.__1--1 .__..) · L\ "I I ~'/' \---'7-:--TJ ' ~ t;-.l.... f ••• ~-r::77" /"'' /-, ' c,f ·'t•,'\.•, •. ,~\;,c, .; ~-;.... "':'r L~ :- L ~ . . ... ~ Lr ~~ -= .. ,f~,.,~ r•1t-.., . , --.• ~ __ • r ::. ,,.-:--. , r ,·--~ -= , -r-, .L ... l '·. r 1 1969 PAL.OMA~ :t\"Ks-' .._ -1 •;---;-- _j . I I : I ·-:-·· f _, ~i ' '--. --. ::: -,:: l ,. . l ··1·-·, , , , ,-)~I ~-• I -· .----, --,-, rrr --e--• ---1-.~ ,it t· I • .. ~ c...; l .; ='"' -~ f ~ ~;_1 1 'f --.. -·-· I r-1• ·"-i • f J I l' 1 ' _ . ..! ')1-~--i ~ : . I . : ~ :--,er· l,,,[.J ---·; . l , f .--,,-~--'Tl , 1 ----; . , -~-\ ~1 i.J t -•-''i---1---.,l t-::-r' . ✓-v< -':.-~ ------- ~\ ' I.-~ -l I ~-• l1 I ' L--l ~l ! ,~ -------,. ft.-------,-L-, .. ! ,-· :_,,,, _,......._.t1. t.---1.." :-, L--..------L-J;-,s,r ,r i-, --/',___ __ 2-y ~ ~"'-, -,,v;, ·--,{~ Lf.J·....,_.._.,-;=,,_-,_ ... -.. -_--.---_--. /~ ri L i (.-" ,,~ :-: ~ r , Jr -..· ~ -".,1"7 r 1-1_ ':--~~--~ ;/ ,.,. . ,, I · ,-fi:11_ . r_Q•·~ if~OrA~ I I --, ' 1· i •,r I ,_l I_::~[ I ' Ti'' '.~ t~-r-- ~-·• '-,. Li.) ~ I,...._.-.,,·.,··----:/ .,,. ··~--~' f! ~-~--_,. r --=.,.,.~.~.j' -- t;: --"'i.~£=L~'!.=c~-,.~ ... a:=!(~'-~'~~~::-(/.,._ -----ih I r::;:-..-~.:::!_-z..~, I ~ lfJ··~1o~@l=tl-J\U wl I f I . . --~t ·~· . ... ;. · f'_ ,~-, Lr , C - I . ~-8 I~ I WM-5 ! I ~ 7--w-/'w...-1' i • • LEGEND ! EC-2 ! I EC-8 I i EC-9 ! [ SE-1 [ SE-5 i WM-5 ! I WM-8 ! STORM WATER CONTROL PLAN ... ______ .;;_~-~ AREA OF WORK SCALE: 1" = 60'-0" n..J 1 ! 0 15 30 60 120 PRESERVATION OF EXISTING WOOD MULCH ---w---w...- EARTH DIKES & DRAINAGE SWALE ....,,-.. 0 ...-0 ...- SILT FENCE ■ ■ FIBER ROLLS -FR-FR- SOLID WASTE MANAGEMENT CONCRETE WASTE MANAGEMENT N2 TANK ADDITION VERSUM MATERIALS LLC 1969 PALOMAR OAKS WAY CARLSBAD, CA 92011 8-6-21 C1 ... ff"'" (. CJtyof Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements appiy to their project. This completed checklist (B-50) must be included with the building permit application for a1! proJects that require CAP compliance. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: Thefollowing-typ$ii!f~• nGt requirecUqfill owl tfiil foon 7 ❖ Patio ❖ Decks ❖ PME (w/o panel upgrade) ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist 1n filling out this documem. Non-licensed individuals should not attempt to fill this out without consultation. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/ HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item 1n the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance check NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided The proJect plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . Project Name/Building Psrmit No .. Property Address/APN: Applicant Name/Co.: ,j,pplicallt 1~ddress· Contact Phone: VERSUM MATERIALS, LLC BPNo~"L{ -'0'>..."f'Z.--- 1969 PALOMAR OAKS WAY, 213-092-20-00 MICHAEL KINOSHITA, MKA INC. 7510 CLAIREMONT MESA BLVD., SUITE 207, SAN DIEGO, CA 92111 Contact Email: michaelk@mkainc.net Contact information of person completing this checklist (if different than above): Company name/address· B-50 MICHAEL KINOSHITA MKA INC. Contact Phone 858 442 3613 Contact Email: michaelk@mkainc.net Page 1 of 7 Revised G4.121 Use the table below to determine which sections of the Ordinance checklist are applicable to your pro1ect. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet Building Permit Valuation (BPV) $ breakdown ________ _ Residential L~ ijgh-rise miXed-use lllllldlng In which at least 20% of its conditioned floor -area is residential use LJ New construction 2A', 3A', 1B, 2B, 'Includes detached. newly constructed ADU 4A', 3B, 4A C Additions and alterations: D BPV < $60,000 N/A N/A All residential additions and alterations □ BPV;, $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. 'Multi-family dwellings only where interior finishes are removed □ BPV;, $200,000 1A, 4A' 18, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed_ - D Nonresidential □ New construction 1 B, 2B, 3B, 4B and 5 !l!l Alterations: --------- l!!! BPV" $200,000 or additions :e 1,000 1B, 5 EXTERIOR CONCRETE EQUIPMENT PAD. square feet ·---- □ BPV" $1,000,000 1B, 2B, 5 Building alterations of :e 75% existing gross floor area □ ;, 2,000 sq. ft_ new roof addition 2B,5 1B also applies if BPV;, $200,000 -------- Piease refer to Carlsbad Municipal Code (CMC) 18.21-155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections ohosen in the design. A. 0 Residentialadditionoralteration~$60,000buildingpennitvaluation. □ N/A _________ _ Details ofselectionchosenbelowmustbeplacedontheplansreferencingCMC □ Exception Home energy score" 1 18.30.190. (attach certification) Year Built 1985 Single-family Requirements Multi-family Requirements -- [i Before 1978 Select one option: □ Ductsealing □ Attic insulation □ Cool roof □ Attic insulation --Select one option: r. 1978 and later -□ Lighting package □ Water heating Package C Between 1978and 1991 Select one option: □ Ductsealing □ Attic insulation C Cool roof --.. ------------··---------··--Select one option □ 1992 and later □ Lighting package □ Water heating package --------~------------------ l j rdated 4/16/2021 .J 8. Iii Nonresidential' new construction or alterations~ $200,000 building pennit valuation, or additions21,000square feet. See CMC 18.21.1 SSand CAL Green Appendix AS □ N/A ---------- AS.203.1.1 Chooseone: !!1.1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) cl .3 Warehouse dock seal doors. D .4DaylightdesignPAFs D .5Exhaustairheatrecovery □ NIA AS.203.1.2.1 Choose one: D .95 Energy budget (Pro1ects with indoor lighting OR mechanical) D .90 Energybudget (Pro1ectswithindoorlightingANDmechanical) !!! NIA NO INDOOR LIGHTING -~---------------=c'---=--'----'-------=-.:.....-----'--=----'-==========~ AS.211.1" D On-site renewable energy: D NIA NONE ON-SITE AS.211.3" □Green power. (If offered by local utility pro~der, 50% minimum renewable sources) o NIA NONE AVAILABLE AS.212.1 □ Elevators and escalators: (Projectwith more than one elevatorortwoescalators) o N/ANO ELEVATORS AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) o N/ANO STEEL FRAMNIG • Includes hotels/motels and high-rise residential buildings "For alterations~ $1 , 000, 000 BPVand affecting> 75% existing gross ffoorarea. OR alterations that add 2, ODO square feet of new roof addition comply w1tn CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc• Exception sheets if necessary) □ ~-------------------·-- □ -- 0 - -- --~ Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) ·Formula calculation where CFA = conditional floor area, #du= number of dwelings per plan type If proposed system size is less than calculated size, please explain. □ - kWdc B. [1 Nonresidential new construction or alterations 2$1,000,000 BPV AND affecting 275% existing floor area, OR addition that increases roof area by ~,000 square feet Please refer to CMC 18.30.130 when completing this section. •Note: This section also applies to high-rise residential and hoteUmotel buildings. --------------------------------·--------------- Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: 0 If< 10,000s.f. Enter 5kWdc Min. System Size: 0 1/2: 10,000s.f. calculate: 15 kWdcx (GFA/10,000) •• kWdc .. Round building size factor to nearest tenth, and round system size to nearest whole number l ,1pdatL:<l 4/16/2021 □ Time-Dependent Valuation Method AnnualTDVEnergyuse:••• ______ x .80= Min. system size: ______ ,kWdc ... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. 0 Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. O For systems serving individual dwelling units choose one system: LJ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following. □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(6) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. 0 Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. u Water heating system derives at least 40% of its energy from one of the following (attach documentation): Ci Solar-thermal □ Photovoltaics □ Recovered energy LJ Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) [lSolar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculat,ons and documentation as specified by the ordinances. 5 ·4. Electric Vehicle Charging A O Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. □ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □ Exception : □ Mutti-familyresidential· □ Exception · Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" ·- Other ·capable Calculations: Total EVSE spaces= .10 x Total parking spaces proposed ( rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" 'Majoralterations are: ( 1) forone and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages). alterations have a building penmit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. 'ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. cJ Nonresidential new construction (includes hotels/motels) □ Exception: _____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) \ I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces □ 0-9 1 Other" Ready" I I Other "CapalJle" Number of required EVSE Installed Spaces 1 .. ------□ 10-25 2 1 ·-----------□ 26-50 4 2 --, □ 51-75 6 3 ·----------··----· L.J 76-100 9 5 ··----·----·· --C 101-150 12 6 ----- [' 151-200 17 9 □ 201 and aver 10 percent of total 50 percent of Required EV Spaces Calculations: TotalEVSEspaces= .10xTotalparking spaces proposed (roundeduptonearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" l 'pdakd 4i 16/2021 I I I ---------------------~---------------------------- 5. 0 Transportation Demand MLJII illllt~ Nanl'9klelltlal-GNI. V An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ACr City staff will use the table below based on your submitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTDM is applicable to your pernnit. staff will contact the applicant to develop a site-specific TOM plan based on the pernnit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all), 20 Restaurant 11 Retail, 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10thEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket. gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sam Rift ,,,,,,1,t1001 · Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknol'Aedge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pernnit require a TOM plan and understand that an approved TOM plan is a condition of pernnit issuance. ApplicantSignature: __ ~d;,, /" /4ne,ef-;,(,, _____ Date 7-8-21 Person other than Applicant to be contacted for TOM compliance (if applicable): Name(Printed): MICHAEL KINOSHITA Ph N b 8858442361 one um er: _____ _ E .1A d 7510 CLAIREMONT MESA BLVD., SUITE 207 ma1 dress: ___________________ _ 7 Building Permit Finaled Revision Permit Print Date: 07/25/2023 Job Address: 1969 PALOMAR OAKS WAY, CARLSBAD, CA 92011-1307 Permit No: Status: (city of Carlsbad PREV2022-0070 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: 2130922000 Valuation: $0.00 Occupancy Group: H2, H3, H4 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2019 Sprinkled: Yes Project Title: Track#: Lot#: Project#: Plan#: Construction Type: 111 B Orig. Plan Check#: CBC2021-0292 Plan Check#: Applied: 06/07/2022 Issued: 06/24/2022 Fina led Close Out: 07/25/2023 Final Inspection: INSPECTOR: Description: VERSUM MATERIALS: REVISION TO LOWER SCREEN WALL (REVISED TO 12FT) WITH REVISED PAD FOOTING Applicant: MKA INC MICHAEL KINOSHITA 7510 CLAIREMONT MESA BLVD, # STE 207 SAN DIEGO, CA 92111-1539 (858) 268-8176 FEE BUILDING PLAN CHECK FEE (manual) Total Fees: $210.00 Building Division Property Owner: VERSUM MATERIALS US LLC 7201 HAMILTON BLVD ALLENTOWN, PA 18195 (760) 931-9555 Total Payments To Date: $210.00 CoApplicant: ACCUBUILD CONSTRUCTION INC 6161 EL CAJON BLVD, # 8407 SAN DIEGO, CA 92115-3987 (619) 726-8067 AMOUNT $210.00 Balance Due: $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 FaradayAvenue 442-339-2719 www.carlsbadca.gov Original Plan Check Number c_sc 2021 -o 292_ Plan Revision Number 'P R.~Zci'z2 - ProjectAddress 1969 PALOMAR OAKS WAY ________ 0070 General Scope of Revision/Deferred Submittal: PERMIT REVISION TO LOWER SCREEN WALL FROM 18'-0" TO 12'-0" ------·------ CONTACT INFORMATION: MICHAEL KINOSHITA-MKA INC. Name ____________ _ Phone 858 442 3613 Fax858 724 1556 Address 7510 CLAIREMONT MESA BLVD., SUITE 207 Email Address michaelk@'!lkain~.ne1 City SAN DIEGO Zip_921!_!_ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Ii) Plans Ii) Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List pagels) where each revision is shown REVISED TANK PAD FOOTING. AO .1, A 1 . 1, S-1 LOWERED SCREEN WALL FROM 18'-0" TO 12'-0" A1.1, A2.1, A3.1, S-2, S-3 nr,-,.rn1r-r,; 11 , ___ IV 1. ... ~B~J" -JUI~ U I LUU, CITY OF CAHlSLoi\LJ ,..,, "' nrcrro 1,l\11<·1n:·.1 -·- 4. Does this revision, in any way, alter the exterior of the project? [j) Yes 0 No 5. Does this revision add ANY new floor area(s)? D Yes D No 6. Does this revision affect any fire related issues? D Yes [j) No 7. Is this a complete set? Ii) Yes D No £$'Signature _____ /ft-A"-/.,;· /4,,.,.,<,:;;/~, _ Date ~-3-22 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov i I -- --I 1-- I I t-J , j I i-. j i THIS STRUCTURAL DESIGN & ANALYSIS PACKAGE MARKED "REV 1" SUPERSEDES AND VOIDS ALL DOCUMENTATION PREVIOUSLY SUBMITTED BY SGE FOR THE SUBJECT SITE S. GORDIN STRUCTURAL DESIGN & ENGINEERING SERVICES, Inc. (SGE) connect@sgeconsulting.com sgeconsult1ng.com J (949) 552-5244 Rev 1 June 2, 2022 STRUCTURAL CALCULATIONS Project: Location: Client: Code: SGE Job No. June 2021 Installation of LIN Equipment Versum Materials 1969 Palomar Oaks Way, Carlsbad, CA 92011 MKA Inc. Architecture & Planning 2019 CBC 521.053.39BRECE\VE.D JUN O 7 'l.027. CARLS6AD c\TY OF G 01v1s10N BU\LDIN PREV2022-0070 > 1--0 1969 PALOMAR OAKS WAY VERSUM MATERIALS: REVISION TO LOWER SCREEN WALL FROM (18 FT TO 12FT)WITH REVISED PAD FOOTIN< 2130922000 CBC2021-0292 6/7/2022 PREV2022-0070 l,,11IJ :il!!!!!!I liim1!:,, Project: Location: SGE No.: Structural Calculations Versum Materials 1969 Palomar Oaks Way, Carlsbad, CA 92011 521 023.326 Table of Contents Project and Site Location Information................................................................. 1.1 Equipment Data.................................................................................................. 2.1 Tank: 11,000 Gallon LIN Forces & Loads......................................................................................... 3.1 Anchorage Design..................................................................................... 3.5 Vaporizer: PAU-808-SVS Forces & Loads......................................................................................... 4.1 Anchorage Design . . . . . . . . . . ............... .................. ..... . . . . . . .... . . . . ...... . . . . . . . .. . . . . . . . 4.6 Vaporizer: VAl-1220-SVSBL 12 Forces & Loads......................................................................................... 5.1 Anchorage Design ............................................................................... ..... 5.6 Tank: 6,000 Gallon TEOS Forces & Loads ........................................................................................ . Enclosure Wall Loads ...................................................................................... .. (E) Pad Analysis ............................................................................................... . (N) CMU Wall ................................................................................................... . (N) Equipment & CMU Wall Pad Design ......................................................... .. (N) CMU Containment Wall .............................................................................. . 0 -Referenced page number of structural calculations 6.1 7.1 8.1 9.1 ~ 10.1 11.1 2/17/2021 ATC Hazards by Location l\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 1969 Palomar Oaks Way, Carlsbad, CA 92011, USA 33,118212, -117,2831136 162 ft 2021-02-17T15:57:10.5692 Seismic ASCE7-16 Ill D-default na -;t:ntiai ·labit@L Basic Parameters Name Value Ss 1.004 s, 0.365 SMs 1.205 SM1 * null Sos 0.804 So1 * null ' See Section 11 .4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA •Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0,897 Coefficient of risk (0.2s) CR1 0.908 Coefficient of risk (1.0s) PGA 0.44 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.528 Site modified peak ground acceleration 1.1 Temecula " 162 ft\i:1 Cleveland Ocea .. 0 .nA Nal!onal !"ores! ' 'Ti:scond1do 0 AnzaB< D1:s1 Slate I San Diego V O Map data ©2021 Google, lNEGI 2/17/2021 TL 8 SsRT 1.004 SsUH 1.12 SsD 1.5 S1RT 0.365 S1UH 0.402 S1D 0.6 PGAd 0.5 • See Section 11.4.8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in SO years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or focal amendments to the values or any delineation lines made during the budding code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design, Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the fteld 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. 1.2 2/l7/2021 ATC Hazards by Location L\TC Hazards by Location Search Information Address: Coordinates: Elevation: nmestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill Risk Category IV 1969 Palomar Oaks Way, Carlsbad, CA 92011, USA 33.118212, -117.2831136 162 fl 2021-02-17T15:56:03.9872 Wind 67 mph 72 mph 77 rnph 82 mph 89 mph 96 mph 102 mph 107 mph ASCE 7-10 MRI 10-Year MRI 25-Year MRI SO-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill-IV gle 72 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph Tem;,,cula 0 162 fl"' Clevc,11md Ot:,eanA Na11onal f orc,st 0 TEscondido 0 Anzr;,•Bt [10;,, Stah: I San Diego "7 O Map data ©2021 Google, INEGI ASCE 7-05 ASCE 7-05 Wind Speed 85 rnph 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 promontor·1es, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is be1'1eved 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 1.3 GR □UPDELTA October 13, 2021 MKA Architecture & Planning 7510 Clairemont Mesa Boulevard, Suite 207 San Diego, California 92111 Attention: Mr. Michael Kinoshita SUBJECT: UPDATE_l)_GEOTECHNICAL RECOMMENDATIONS Nitrogen Tank Addition, 1969 Palomar Oaks Way Carlsbad, Call~nia Mr. Kinoshita: This report provides up~ated g~otl!t:linical recommendations for the proposed nitrogen tank and screen wall additions to the Versum Materials (Versum) property in Carlsbad, California. This report and our associated geotechnical servltes were provided in general accordance with the provisions of the referenced proposal (Group 1/)elta, 2021). No new subsurface investigations were conducted for this update. Instead, we visited the site to review the current conditions and reviewed the geotechnical conditions described in the geotechnical reports referenced in Appendix A. The updated geotechnical recommendations provided l,erein supersede any recommendations we provided previously. SITE DESCRIPTION The Versum Materials property (formerly Schumacher) is located at 1969 Palomar Oaks Way as shown on the Site location Map, Figure 1A. The geotechnical conditions at the property were described in detail in the referenced geotechnical report (Geotechnics, 1995). The subject site consists of the area of the proposed nitrogen tat1k addition located along the southern edge of the Versum property. The site may be accessed using a palled driveway entrance along the south side of Palomar Oaks Way, as shown on the Site Vicinity Plan, Figure 1B. The subject site is located immediately east of four existing chemical storage tanks. Existing asphalt concrete driveways cover the ground surface immediately to the north and east of the site. The Encinas Creek channel borderS"the southern edge of the site. The ge()technical conditions beneath the existing chemical storage tanks located immediately west of the subfllpt s(te were investigated previously (Geotechnics, 1996). In addition, a portion of the channel imm"edlli~ •• to the south was recently investigated and subsequently regraded and protected from ongrnng·ernsion using a prefabricated Cable Concrete liner (Group Delta, 20'.tZ, 2019, respectively). The generi!tilayout of the site is shown in the Proposed Addition Plan, Figure 2. ,,, ·• As described in the previous Geotechnical lnves.(igatian Report (Geotechnics, 1996), the addition of the tank foundation loads created the potential for sc5N•,$ettlement. Conseq1,1ently, both compaction grouting and remedial grading was conducted prior to b~lld!!ll! the· ":exiS!ing chemical storage tank mat foundation. The grouting operations were described in ci~taiHn"the referenced Report of Grouting and Earthwork (Geotechnics, 1998). Section 4.2 of that referenced report states: 1.4 9245 Activity Rodd, Suite 103. Sari Diego, CA 9212G TEL: (858) SJG-1000 Anaheim··-\rvirH' --Ontario···· S·,m Diego~ Torrance www .Grau pDel ta .com Updated Geotechnical Recommendations Nitrogen Tank Addition, 1969 Palomar Oaks Way MKA Architecture & Planning FOUNDATION RECOMMENDATIONS Group Delta Project No. S0707 October 13, 2021 Page 5 The following foundation recommendations apply to the planned nitrogen tank addition. These recommendations are based on empirical and analytical methods typical of the standard of practice in southern California and are consistent with the recommendations provided previously in the referenced reports (Geotechnics, 1995, 1996). If these recommendations do not to cover a specific feature of the project, please contact our office for amendments. Tank Mat Foundation The following design parameters assume that remedial grading will be conducted, and that the compressible fill and alluvium beneath the proposed nitrogen tank mat foundation will be compaction grouted in order to mitigate the settlement and liquefaction potential, in a similar manner to the previous tank additions (Geotechnics, 1998). Provided that remedial grading and compaction grouting is conducted per our recommendations, the mat foundations for the proposed nitrogen tank addition may be designed using the initial design recommendations summarized below (Geotechnics, 1995, 1996). Allowable Soil Bearing: 2,000 lbs/ft' (½ increase for wind or seismic loads) Minimum Footing Depth: 24 inches below lowest adjacent soil grade (or 36 inches below the top of the southern slope) Minimum Reinforcement: As designed by the project structural engineer Settlement Our analyses indicate that a 1,300 psf service load beneath the mat may result in up to 4-inches of total settlement, with up 2-inches of differential settlement across the width of the mat. Provided that the tank pad is compaction grouted, we estimate that the total settlement will be less than 1-inch, with less than ¾-inch differential settlement across 40-feet. Lateral Resistance Lateral loads against structures may be resisted by friction between the bottoms of footings and slabs and the supporting soil, as well as passive pressure from the portion of vertical foundation members embedded into compacted fill. A coefficient of friction of 0.30 and a passive pressure of 300 psf per foot of depth is recommended. Seismic Design Seismic design parameters were developed in accordance with the 2019 California Building Code. Based on the previous subsurface explorations, recommended earthwork, and underlying geology, the site classification for seismic design is Site Class D, in accordance with Chapter 20 of ASCE 7-16. Based on the site subsurface conditions and the mapped seismic demand, the mapped design acceleration parameters are presented in the table below. Per Section 11.4.8 of ASCE 7-16, a site-specific ground motion hazard analysis is required for "structures on Site Class D and E sites with 51 greater than or equal to 0.2", unless certain exceptions are met. The mapped design acceleration parameters can only be used if Exception 2 of ASCE 7-16 Section 11.4.8 is met. Based on Exception 2, and the assumption that the fundamental period is less than or equal to 1.5Ts, Sos must be used to determine the seismic response coefficient Cs with equation 12.8-2. 1.5 ~, ~ GRCJUP OEL. 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STRUCTURAL IRREGULARITIES PRESENT YIN N HEIGHT HSFIVE STORIES (50 FT) y REDUCTION PERIOD Ts0.5 SEC y REDUNDANCY p=l.0 y APPLICABLE FOR 12.8.1.3 SDS>1 SITE CLASS A,B,C,D y RISK CATEGORY 1 OR2 y SITE DATA@COORDINATES 33.118212, -117.2831136 ss 1.004 (0 S1 0.365 SITE CLASS D SEIS. DESIGN CATEGORY D FA 1.200 TBL. 11.4-1 FV 1.935 TBL. 11.4-2 SMS FA'SS 1.205 11.4-1 SM1 FV'S1 0.706 11.4-2 sos (2/3)'SMS 0.803 11.4-3 REDUCED VALUE NIA 0.803 12.8.1.3 SD1 (2/3)'SM1 0.471 11.4-4 PERIOD, LONG-PERIOD TRANS TL SEC 8 0 FUNDAMENTAL PERIOD T crH•x SEC 0.12 12.8-7 TO o.2·so11sos SEC 0.12 < 0.12 TS SD1/SDS SEC 0.59 > 0.12 1.5TS 0.879 KSD1 1.00 I SITE-SPEC GROUND MOTION KSD2 1.00 11.4.8 PROCEDURE REQUIRED FOR KSD3 1.00 SITE CLASS GIVEN? D KSD# USED NO 11.4.8 E EXEMPT! F ONS SEISMIC COEFFICIENTS APPLICABLE YIN y 15.4.1 SDS/(All)'KSD1 0.268 MIN 12.8-2 SD1 /T/(Rll)'KSD2 1.299 MAX 12.8·3 AS FOR A STRUCTURE SD1 -TL/(r(R/1)) • KSD3 10.394 MAX 12.8-4 (CHAPTER 12) 0.044"1'SDS 0.035 12.8-5 0.5'S11(AII) NIA MIN 12.8·6 ~ 0.01 12.8-5 cs 'p 0.268 12.8-1 APPLICABLE YIN y AS FOR A NON-BUILDING 0.044'1'SDS 0.035 STRUCTURE ~ 0.03 15.4-1 (CHAPTER 15) 0.8'S1/(R/I) NIA 15.4-2 o.3•sos·1 NIA 15.4-5 cs 0.035 APPLICABLE YIN N 13.1.5 AS FOR NON-STRUCTURAL 0.4'AP'SDS"( I +2'Z/H)l(RPIIP) NIA 13.3-1 COMPONENT (Al' AX)'APl(RPIIP) NIA 13.3•4 (CHAPTER 13) S1 .6'SDS'IP NIA 13.3-2 ~0.3'SDS'IP NIA 13.3-3 cs NIA I LRFD lei ASD 7 SUMMARY EH/W cs .. .,. I 0.268 l 3.3 I 0.19 l 12.4-4a EVN-I o.2·sos 0.161 0.11 3.1 S. Gordin Structural Design & Engoneenng Services (SGE) www.sgeconsult1ng.com Tel. (949) 552-5244 WIND LOAD PARAMETER RISK CATEGORY HEIGHT OF STRUCTURE FUNDAMENTAL PERIOD FUNDAMENTAL FREQUENCY BASIC WIND SPEED EXPOSURE CATEGORY DIRECTIONALITY FACTOR SITE FACTOR TERRAIN EXPOSURE CONSTANTS GROUND ELEVATION FACTOR VELOCITY PRESSURE EXPOSURE COEFFICIENT AT Zs 15' ATH VELOCITY PRESSURE AT Zs 15' ATH WIND I SYMBOL I FORMULA OR COMMENT H T 1fT, f;,1 WIND RIGID V KO KZT CHECK TOPO · FLAT SITE I\ ZG KE 2.01·(Z1ZG)2/n, b z15FT KZ oz 0.00256·Kz·KZT·Ko·KE·v2 3.2 Veraum Materials 11 K LIN • LL2.2.xlsm 2/22121 UNITS VALUE ? SUPPL I REFERENCE !ASCE 7-16 UNO) I 2 TBL. 1.5-2 @ FT 11 SEC 0.12 SEE SEISMIC HZ 8.28 26.2 MPH 96 SEE MAP C 26.7.3 TBL. 26.6-1 1.00 26.8.2 9.5 l~BL 26.11· 900 1.00 26.9 TBL. 26.10-1 0.849 100% 0.849 100% PSF 20 e 26.10-1 20 S. Gordin Structural Design & Engineering Services (SGE) www.sgeconsulting.com Tel. (949) 552-5244 HORIZONTAL EQUIPMENT HORIZONTAL Versum Materials -t 1 K LIN -HV18.2.xlsm PROJECT Versum Materials LOCATION Carlsbad, CA SGE# 521.023.326 2122121 D SLIDING SPPT./ FOOTING FIXEDSPPT./ FOOTING Pwind H HP ' Le DAG (/) z ~ ... I PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS PRODUCT VESSEL CAPACITY GAL EMPTY WEIGHT WE K FULL WEIGHT WF K CG HEIGHT ABOVE PEDESTAL H FT PEDESTAL HEIGHT HP FT WIDTH/ DIAMETER D IN OVERALL LENGTH L IN DISTANCE BETWEEN SADDLES LS IN BASEPLATE LENGTH LB IN BASEPLATE WIDTH WB IN ANCHOR EDGE DIST ALONG EDL IN ANCHOR EDGE DIST ALONG EDW IN CONT. BASEPLATE Y/N ANCHOR ARM DAG FT SEISMIC SEISMIC COEFFICIENTS LATERAL FORCE VERTICAL FORCE MOMENT LRFD LATERAL EH/W VERTICAL EV/W EH EV ME (EH/W)"WF (EV/W)'WF EH'H REACTIONS PER ANCHOR GROUP @ wO (AS APPLICABLE) LONGIT, TENSION TL (0.9'WF-EV)/4-ME'w0/(2"LS) LONGIT, SHEAR VL EH/2 TRANSVERSE, TENSION TT (0.9'WF-EV)/4-ME/(2'DAG) TRANSVERSE,SHEAR VT EH/2 ASD LATERAL FORCE EHA EH/1.4 VERTICAL FORCE EVA EV/1.4 MOMENT MEA EH'H/1.4 REACTIONS PER ANCHOR GROUP LONGIT, TENSION TL (0.9'WF-EVA)/4-MEN(2'LS) LONGIT, SHEAR VL EHN2 TRANSVERSE, TENSION TT (0.9'WF-EVA)/4-MEN(2'DAG) TRANSVERSE.SHEAR VT EHN2 3.3 K K FT-K K K K K K K FT-K K K K K L VALUE LIN 11,000 48.10 121.80 6.00 0 120.00 367 311 110.00 15.00 9 3.5 y 5.61 I I ···r···r··· I I I I I I I IPTR I ·1··-- 1 > (/) z <( a: ... -----: ........ , Le ' ' L GIT ? SUPPL REFERENCE (ASCE 7-16 UNO) EQUIPMENT DATA BY OTHERS G [J:J (0 1 I 32.6 19.6 195.9 1.0 0.0 16.3 0.0 16.3 23.3 14.0 139.9 0.0 7.0 0.0 7.0 0.0 NO UPLIFT 0.0 0.0 NO UPLIFT 0.0 0.0 NO UPLIFT NO UPLIFT @ TOP OF PEDESTAL (TOP) @ FIXED SUPPORT ONLY @ BOTH SUPPORTS @ TOP OF PEDESTAL (TOP) @ FIXED SUPPORT ONLY @ BOTH SUPPORTS S Gordon Structural Design & Engineering Services (SGE) www.sgeconsulling.com T et. (949) 552-5244 PARAMETER I SYMBOL I VELOCITY PRESSURE oz GUST FACTOR G SHAPE (SQ OR CYL) SURFACE CF TOTAL WIND PRESSURE, LRFD FF LRFD TOTAL WIND SHEAR @TOP TRANSVERSE PWT LONGITUDINAL PWL WIND O/T MOMENT@TOP MWT REACTIONS PER ANCHOR GROUP TRANSVERSE, TENSION TT TRANSVERSE,SHEAR VT ASD TOTAL WIND SHEAR @TOP TRANSVERSE PWTA LONGITUDINAL PWLA WIND O/T MOMENT@TOP MWT REACTIONS PER ANCHOR GROUP TRANSVERSE, TENSION TT TRANSVERSE,SHEAR VT THERMAL EXPANSION-CONTRACTION COEFF OF FRICTION FULL W EIGHT PER SADDLE FRICTION FORCE, SLIDE SADDLE THERMAL MOVEMENT TEMPERATURE DIFFERENTIAL EFFECTIVE LENGTH MOVEMENT (ONE WAY) TOP TOP OF PEDESTAL X SHORT SIDE (OR ALONG HOR UNIT -LONGIT) Y LONG SIDE (OR ACROSS HOR UNIT -TRANSV) WF/2 VFR ..\T L ..\L FORCES WEIGHTS p ,(5 ~ ~ c;f ii HORIZONTAL WIND FORMULA OR COMMENT UNITS VALUE PSF 20.00 0.85 UD 3.06 D"(OZ)0' 536.66 CYL SMOOTH 0.53 QZ-G ·CF PSF 9.08 FF~16PSF 16 F' D ·u 1000 K 4.89 F"0.79'D'2 K 1.26 PWT"H FT-K 14.68 0.9'WE/4-MWT/(2'DAG) K 0.0 PWT/2 K 2.4 PWT/1.6 K 3.06 PWUl.6 K 0.79 MWT/1.6 FT-K 9.18 0.9'WE/4-MWT/(2"DAG) K 0.0 PWT/2 K 1.5 /1 0.2 K 60.9 11'WF/2 K 12.2 ±DEG F 60 FT 26.61 65',H'L"12/(107) IN 0.12 SUMMARY FOR FOOTING DESIGN PARAMETER DESIGN AXIS LATERAL ALONG X ASD y VERTICAL FROM LONG LATERAL X VERTICAL z MAX COMPR PER LEG LRFD z EQUIPMENT, EMPTY EQUIPMENT, FULL LAT RESULTANT ELEV ABOVE T.O.P. EQUIV OR ACTUAL, BASEPLATE WIDTH LENGTH LEG BASEPLATE EQUIV SQUARE SIDE ANCHOR CIRCLE DIAMETER 3.4 Versum Matenats . 11 K LIN • HV18.2.xlsm 2122121 I ? SUPPL REFERENCE (ASCE 7-16 UNO) (0 ASCE WIND LOADS FOR PETROC MIN 26.11.1 0 OK FIG 29.4•1 EQ. 29.4·1 OK 29.7 SEISMIC GOVERNS SEISMIC GOVERNS SEISMIC GOVERNS NO UPLIFT @ BOTH SUPPORTS SEISMIC GOVERNS SEISMIC GOVERNS SEISMIC GOVERNS NO UPLIFT @ BOTH SUPPORTS STEEL ON STEEL, LUBRICATED SYMBOL UNITS FORCES PER FOOTING SEISMIC WIND vx K 23.32 0.79 VY K 11.66 1.53 ex K 5.26 0.18 PZ K 700 0.00 C K 0.00 0.00 WE K 24.05 WO K 60.90 HCG FT 6.00 FT BO 1.25 FT LO 9.17 IN BBP 0.00 FT DA 0.00 S. Gordin Structural Design & Engineering Services (SGE) Irvine CA Tel. (949) 552-5244 Versum Materials -11 K LIN -AC62.4.xlsm HY200 (2) 3/12/21 ANCHORAGE TO CONCRETE EPOXY ANCHOR HIL Tl HIT-HY 200 REFERENCES' ACI ACI 31&-14 ESR ICC ESR 3187 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE UNIT 7 COMMENT REFERENCE FORCES & CONDITIONS @ FACTORED PULLOUT FORCE Nn1 0.00 K FACTORED SHEAR FORCE Vn1 ~ 16.30 K OPTIONAL FORCE FACTOR KF 1.00 TEMPERATURE ('F) AND TEMPERATURE RANGE T 130 ESR TBL 14 DESIGN PULLOUT FORCE Nan Nn1•KF 0.00 K DESIGN SHEAR FORCE Vn Vn1 "KF 16.30 K SDCC·F ACI 17.2.3. 1 SEISMIC COEFF (TENSION. CONCRETE ONL YJ ksdc 0.75 FACTOR TENSION FORCE BY O YIN (l N 1.00 OK ACI 17.2 3.4.3 (d) FACTOR SHEAR FORCE BY O YIN (l y 2.00 OK CONCRETE STRENGTH (NWC) re ~ 4,500 PSI LIGHTWEIGHT CONCRETE YIN N INSTALLATION CONDITION DRY -"D": WET/SATURATED-·w· w ACI 17.51.3 GROUT PADS (SHEAR STEEL ONLY) kg y 0.80 CRACKED CONCRETE YIN N GEOMETRY # OF ANCHORS IN THE GROUP. EFFECTIVE STEEL & CONCRETE, TENSION n1 ~ 1.00 <•4 0 CONCRETE, SHEAR nv 1.00 STEEL, SHEAR ns 2.00 ALONG LOADED EDGE NALE 1.00 DIAMETER ANCHOR d ~ 1.000 IN INSERT di 1.000 IN SPECIFIED STRENGTH OF STEEL ANCHOR, TENSILE ful 125 KSI F1554 GR 105 OR SIM ANCHOR, YIELD fy r:1.1 r z,< r c::1:2. t 105 KSI OK~ fy1<•125,000 PSI; fy1<•1.9fy 200 KSI Ma '"° e 125 KSI INSERT, TENSILE fu1 r~~ CII 125 KSI ANCHOR. YIELD fy • + 1-f'l'd 105 KSI ir -INSERT/ANCHOR($) EMBEDMENT, ASSUMED hef j ! ~ 8.00 IN OK INSERT/ANCHOR EMBEDMENT, MINIMUM hef min ,-+-4.00 IN ~ ESR TBL14 PAD THICKNESS, MINIMUM Ip" vf'I, 10.25 IN ESR TBL12 PAD THICKNESS, ASSUMED Ip AtJ<-/ICfl'-28.00 IN OK HOLE DIA d0 ""~· 1 1/8 IN ESR TBL 12 ANCHOR SPACING 0 DIRECTION 1 (MINIMUM) SX ACROSS SHEAR FORCE 60.00 IN DIRECTION 2 (MAXIMUM) sa ALONG SHEAR FORCE ~ 8.00 IN ALONG LOADED EDGE SL 60 IN ESR TBL12 MIN. ANCHOR SPACING smm 5.00 IN OK 3hef 24.00 IN AVAIL. WIDTH OF HALF-PYRAMID BASE wpa 10.00 FT ANCHOR EDGE DISTANCE 0 DIRECTION 1 C11 MIN ALONG SHEAR FORCE 26.00 IN OK c12 MAX ALONG SHEAR FORCE 60.00 IN OK DIRECTION 2 c21 MIN ACROSS SHEAR FORCE 48.00 IN OK c22 MAX ACROSS SHEAR FORCE~ 60.00 IN OK 1.Shef 12.00 IN MIN. EDGE DIST cmin 6"d 6.00 IN OK 17 7.3, 17.7.4 STEEL STRENGTH, TENSION ANCHOR INSERT THREADS PER INCH nlr 8.00 EFFECTIVE AREA Ase-rr/4(d-0.9743/n1r)2 0.6057 IN' NOM. STRENGTH OF ANCHOR GROUP STEEL Ns nt"(Ase)fu1a 75.72 K STEEL STRENGTH REDUCTION FACTOR 4'S 0.75 ACI 17.4.1.2 DESIGN STRENGTH. STEEL <1>S•Ns 56.79 K NS1 56.79 K NS2 1.2NS1 90.86 K 3.5 S. Gordin Structural Design & • Versum Materials -11 K LIN -AC62.4.xlsm Engineering Services (SGE) HY200 (2) Irvine CA Tel. (949) 552-5244 3/12/21 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE UNIT ? COMMENT REFERENCE CONCRETE BREAKOUT STRENGTH, TENSION LIGHTWEIGHT CONCRETE KLWC 1.00 ACI 19.2.4.2, 17.2.6 PRQ,J_. dRf;A QF Tf;.N:i,IQ/::i. FAIW.R/;. :i.!.J.RFAQ./;. FQR ANQ.HOR QRQ!.J.P nt•1 CLOSE TO EDGE AN1c (c11+c12)(c21+c22) IN2 cij<1.5hef ACI 17.4.5.2 nl•1 AWAY FROM EDGE ANO 9her' 576 IN2 nl•2 CLOSE TO EDGE AN2c (c1 1+c12)(c21+sx+c22) IN2 n1.2 AWAY FROM EDGE AN2a nI.4 CLOSE TO EDGE AN4c IN2 cij<1.5hef, si<3hef nl•4 AWAY FROM EDGE AN4a (c11+sa+c12)(c21+sx+c22) IN2 n"ANO 576 AN <•n•ANO 576 IN2 kc 24 UNCRACKED ESR TBL12 BASIC BREAKOUT STRENGTH IN CONCRETE Nb kc"(fc)112'(hef)312 36.43 K ACI I7.4.2.2a ECCENTRICITY OF PULLOUT FORCE e'N1 0.00 IN e'N2 0.00 IN MODIFICATION FACTOR FOR ECCENTRICITY ,j,t 1 f1 +2e'N/(3hef)1'1 1.00 ACI 17.4.2.4 ,i,12 f1+2e'N/(3he~] 1 1.00 ,i,I ,i,I1·-i-I 2 1.00 MODIFICATION FACTOR FOR EDGE EFFECT 1.00 c1>•1.5hef ACI 17.4.2.5a c1<1.5hef ACI 17.4.2.5b -l-2 1.00 MODIF FACTOR FOR CRACKED TENSION ZONE ,;3 IF (11 d,) • 1.25, 1.00 1.25 NO TENSION CRACKS NOMINAL CONCRETE BREAKOUT STRENGTH FOR SINGLE ANCHOR Neb (AN/ANO) (-l-2 )(-l-3)Nb 45.54 K ACI 17.4.2. 1 a FOR GROUP OF ANCHORS Ncbg (AN/ANO) (-l-1) ('¥2 )(-l-3 )Nb 45.54 K ACI 17.4.2.1 b STRENGTH REDUCTION FACTOR >PC1 DUCTILE FAILURE 0.75 ACI 17.3.J(b) DESIGN BREAKOUT STRENGTH ,;,c1·Ncbg"KLWC 34.15 K CONCRETE PULLOUT STRENGTH, TENSION LIGHTWEIGHT CONCRETE KLWC1 1.00 ACI 19.24.2.17.26 MIN. EMBEDMENT helm 4 IN ESR TBL12 MINIMUM SPACING smin 5.00 IN ESR TBLI2 BOND STRENGTH IN CONCRETE FACTOR FOR f c>2500 PSI kfc 1.06 ESR TBL 14'2 UNCRACKED r 2,354 PSI ESR TBL 14 CRACKED (IF APPLICABLE) 'l I 2,354 PSI UNCRACKED ESR TBL 14 kcc 3.1·0.7hlhef, hlhekc2.4 1.42 ESR 4.1. 10.2 CRITICAL EDGE DISTANCE cac her( ~ l/1, 160)0 '"kcc 15.08 IN ESR 4.1.10.2 cna 10d'('l uncr/1,I00)05 14.21 IN ACI 17.4.5.1d cc1 MIN(cac, cna) 14.21 IN MODIFICATION FACTORS FOR: POST INSTALLED ANCHORS "'CPNA 1.00 cmin2:cc1 ACI 17.4.5.Sa cmin/cc1 cmin<CC1 ACI 17.4.5.Sb EDGE EFFECTS '¥EDNA cmin~cc1 ACI 17.4.5.4a 0.7+0.3"cmintcc1 N/A cmin<CC1 ACI 17.4.5.4b FOR ECCENTRICITY "'r,QIA 1.00 NO ECCENTRICITY ACI 17.4.5.3 STRENGTH REDUCTION FACTORS: FOR BOND IN SEIS. CATEGORIES C-F "•• 0.97 ESR TBL14 STRENGTH REDUCTION FACTOR <Pl 0.65 ESR TBL14 3.6 S. Gordin Structural Design & ii Versum Materials • 11 K LIN • AC62.4.xlsm Engineering Services (SGE) HY200 (2) Irvine CA Tel. (949) 552-5244 3112121 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE UNIT ? COMMENT REFERENCE PROJ AREA OF PULLOUT FAILURE SURFACE FOR ANCHOR GROUP PULLOUT, CONTINUED nt-1 CLOSE TO EDGE AN1c 1 (c11+c12)(c21+c22) IN2 C1<CC1 ACI 17.4.5.1 nt-1 AWAY FROM EDGE ANO 1 (2'cac)2 807 IN2 C1>CC1 nt-2 CLOSE TO EDGE AN2c 1 (c11+sx+c12}(c2t+c22} IN2 C 1 <CC 1; SX<2CC1 nl=2 AWAY FROM EDGE AN2a 1 IN2 c1>cc1;sx<2cc1 nl•4 CLOSE TO EDGE AN4c 1 (C11+sx+c12)(c21+sa+c22) IN2 C1<CC1; C2<CC1: sx<2cc1; sa<2cc1 nt-4 AWAY FROM EDGE AN4a 1 IN2 c1>cc1;c2>cc1; sx<2cc1: sa<2cc1 n'AN0 807 IN2 AN 1 <•n'AN0 1 807 IN2 Nao r / ',r'd'hef'""• 57.4 K ACI 17.4.5.2 NOMINAL STATIC PULLOUT (BOND) STRENGTH FOR SINGLE ANCHOR Na (AN1/AN01)' ,i,,,..,,i,c.,.,Na0 57.4 K ACI 17.4.5. la FOR GROUP OF ANCHORS Ncbg (AN1/AN01)' '¥eDNA'¥EcNA'¥cPNANa0 57.4 K ACI 17.4.5. 1 b DESIGN PULLOUT STRENGTH ¢1 •Ncbg,KLWC1 37.3 K ANCHOR GROUP TENSION STRENGTH STEEL Ns 56.8 K CONCRETE Ne 34.2 K DUCTILE STEEL ANCHOR YIN y STEEL STRENGTH GOVERNS YIN N CONSERV., NO SUPPL RE/NF. , COND B, YIN y FACTO TENSILE STRENGTH, ANCHOR GROUP MIN(Ns, Nc'ksds) 25.61 K OK SHEAR LIGHTWEIGHT CONCRETE KLWC 1.00 STEEL STRENGTH IN SHEAR Vs ns'kg'n"0.6' Ase'fut 72.69 K ACI I7.5.1.2b REDUCTION, SEISMIC SHEAR (STEEL ONLY) avs 0.70 ESR TBL 11 STRENGTH REDUCTION FACTOR ¢2 0.70 ESR TBL 11 CONCRETE BREAKOUT STRENGTH (SHEAR) SHEAR FORCE PARALLEL TO EDGE YIN ksd N 1.00 SHEAR FORCE ECCENTRICITY e'V 0.00 OK MOO/FICA TION FACTORS FOR SHEAR STRENGTH: FOR ECCENTRICITY i'ECV [1 +2'e'v/(3'C1)1"'s1 1.00 NOECC ACI 17.5.2.5 EDGE EFFECTS '11,ov 1.00 ca2/ca1~1.5 ACI 17.5.2.6a 0.7+0.3'cmin/cc1 ca2/ca1<1.5 ACI 17.5.2.6b FOR TENSION IN THE ANCHORING ZONE CRACKING IN THE TENSION ZONE N SUPPLEMENTARY REBAR >•#4 y "'"' 1.40 ACI 17.5.2.7 ha/c1~1.5 'Yuv 1.18 ha/c1<1.5 ACI 17.5.2.8 1.18 LOAD BEARING ANCHOR LENGTH, SHEAR Le 8.00 IN L<•8d ACI 17.5.2.2 1.5c1 39.00 IN PAD THICKNESS tp 28.00 IN DEPTH OF SHEAR FAILURE HALF-PYRAMID BASE dp MIN(1.5c1 ,tp) 28.00 IN ANCHOR SPACING ALONG LOADED EDGE SL 60.00 IN cef EDGE DISTANCE ACROSS SHEAR FORCE ca 48.00 IN cd MIN(1.5c1,c21 , Ip) 28.00 IN BASIC BREAKOUT STRENGTH, SINGLE ANCHOR 7(Le/d)02(d) '"(re) '12(c1)' 5 94.36 K ACI I 7.5.2.2a Vb 9(f'c) '"(cl} 15 80.04 K ACI 17.5.2.2b 80.04 K # OF ANCHORS ALONG LOADED EDGE NALE 1,00 3.7 S. 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(949) 552-5244 DESIGN PARAMETER WIDTH OF SHEAR FAILURE HALF-PYRAMID BASE GROUP NAME wp SINGLE wp1 DESIGN WIDTH OF HALF-PYRAMID BASE wpd AREA OF SHEAR FAILURE HALF-PYRAMID BASE SINGLE ACTUAL AV SINGLE, DEEP CONCRETE AV0 NOMINAL CONCRETE BREAKOUT STRENGTH ANCHOR GROUP CONCRETE PAYOUT STRENGTH IN SHEAR kcp PAYOUT STRENGTH, SINGLE ANCHOR Vcp PAYOUT STRENGTH, ANCHOR GROUP Vcpg ANCHOR GROUP NOMINAL STRENGTH, SHEAR STEEL Vs CONCRETE Ve DUCTILE STEEL ANCHOR YIN STEEL STRENGTH GOVERNS YIN CONSERV., NO SUPPL RE/NF., COND B, YIN FACTORED SHEAR STRENGTH, GROUP <P V FORMULA OR SWITCH VALUE UNIT ? 2'1.5c11 +(NALE· 1 )"SL NIA IN c21+1.5cl 1+(NALE-1)"SL NIA IN c21 +c22+(NALE-1)'SL N/A IN NIA IN MIN l3c11,(c21+c22)] 78.00 IN Choose from (wp,wpl) 78.00 IN 2,184 IN2 dp'wpd 2,184 IN2 4.5c112 3,042 IN2 AV/AV0(,J,eovhcv•,j,HV/Vb 95 K AV/AV0(,J,eovhcv·+Hv+Hvl Vb 95 K Versum Materials -11 K LIN -AC62.4.xlsm HV200 (2) COMMENT REFERENCE SHEAR, CONTINUED ACI 17.5.2. tc ACI 17.5.2.1a ACI 17.5.2.1b 3/12/21 IF MIN(c11 c21 c22,-tp\-> PRYOUT STRENGTH CONTROLS kcp'Ncb kcp'Ncbg ¢2 •V.s•t:r VS ~?'Vc'KLWC y N y MIN(Ns, Ne) 2.00 91.07 K 91.07 K 35.62 K 63.75 K 35.62 K OK hef>-2.5 IN ACI 17.5.3 ACI 17.5.3.1a ACI 17.5.3.1b STRENGTH DESIGN INTERACTION SUMMARY KN KV DUCTILITY CHECK PER ANCHOR GROUP (na ~ 1) NOMINAL SHEAR STRENGTH, STEEL VS NOMINAL SHEAR STRENGTH, CONCRETE VG SHEAR DEMAND V NOMINAL TENSILE STRENGTH STEEL TSU CONCRETE,BREAKOUT TCU1 CONCRETE, PULLOUT TCU2 CONCRETE. MIN TCU TENSILE DEMAND T SHEAR.STEEL kvs SHEAR. CONCRETE kvc TENSION. STEEL kts TENSION, CONCRETE ktc TOTAL, STEEL KS TOTAL. CONCRETE KC RECOMMENDED DIMENSIONS WASHER HOLE DIAMETER: dh TOP WASHER SIZE/DIA atw TOP WASHER THICKNESS dtw BASEPLATE HOLE DIAMETER REGULAR HOLE dr SHEAR HOLE ds n' (Nu/FNn)o 1.0 n' (Vu/FVn)<• 1.0 (KN)513+(KV)513s1 N/A for "x n· cases ID 17.2.3.4.3(d)] UTILIZATION RATIOS VNS VNC TITS T/TC kvs+kts kvc+ktc 3.8 0.00 0.92 X !l, NIA K x n, NIA K x n, NIA K 90.86 K 45.54 K 59.15 K 45.54 K 0.00 K x n. NIA x n. NIA 0.000 0.000 0.000 0.000 1 1/8 IN 3.000 IN 0.500 IN 2 1/16 IN 1 9/16 IN OK OK <:::::; OK ACI 17.6 ACI 17.6.1 ACI 17.6.2 A17.6 ACI 17.2.3.4.3a ACI A 17.2.3.4.3 AISC TBL 14-2 S. Gordin Structural Design & m Versum Materials -PBV -LL2.2.xlsm Engineering Services (SGE) www.sgeconsulting.com 2/22/21 Toi. (949) 552-5244 SEISMIC SEISMIC FORCES PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS VALUE ? SUPPL I REFERENCE !ASCE 7-16 UNO! I SEISMIC DESIGN PARAMETERS RISK CATEGORY 2 TBL. 11.6-1, -2 OK TBL 1.5-2 IP 1 R 2 Z/H 0 AT GRADE AP 1.0 TBL 13.6-1 RP 2 TBL 13.6-1 Al.AX 0 13.3-4 STRUCTURE DESIGN PARAMETERS HEIGHT H FT 2.59 ITBL 12.8-2 CT 0.02 0.75 REDUNDANCY FACTOR p pz 1.0 FOR EQUIPMENT 1.00 12.3.4 REDUCED SOS APPLICABLE? STRUCTURAL IRREGULARITIES PRESENT YIN N HEIGHT HSFIVE STORIES (50 FT) y REDUCTION PERIOD Ts0.5 SEC y APPLICABLE FOR 12.8.1.3 REDUNDANCY µ=1.0 y SDS>1 SITE CLASS A,B,C,D y RISK CATEGORY 1 OR2 y SITE DATA@COORDINATES 33.1 18212, -117.283113 ss 1.004 (0 S1 0.365 SITE CLASS D SEIS. DESIGN CATEGORY D FA 1.200 TBL. 11.4-1 FV 1.935 TBL. 11.4-2 SMS FA·ss 1.205 11.4-1 SM1 Fv·s1 0.706 11.4-2 sos (2I3,-SMS 0.803 11.4-3 REDUCED VALUE NIA 0.803 12.8.1.3 SD1 (2/3).SM1 0.471 11.4-4 PERIOD, LONG-PERIOD TRANS TL SEC 8 0 FUNDAMENTAL PERIOD T crH•x SEC 0.04 12.8-7 TO 0.2'SD1/SDS SEC 0.12 > 0.04 TS SD1/SDS SEC 0.59 > 0.04 1.5TS 0.879 KSD1 1.00 I SITE-SPEC GROUND MOTION KSD2 1.00 11.4.8 PROCEDURE REQUIRED FOR KSD3 1.00 SITE CLASS GIVEN? D KSD# USED NO 11.4.8 E EXEMPT! F ONS SEISMIC COEFFICIENTS APPLICABLE YIN y 15.4.1 SDS/(R/l)'KSD1 NIA MIN 12.8-2 SD1ff/(Rll)'KSD2 NIA MAX 12.8-3 AS FOR A STRUCTURE SD1 ·TU[T·(R/1)] • KSD3 N/A MAX 12.8-4 (CHAPTER 12) o.044•1·sos NIA 12.8-5 o.5•s 1I(RJI) NIA MIN 12.8-6 ~ 0.01 12.8-5 cs "p 0.010 12.8-1 APPLICABLE Y/N y AS FOR A NON-BUILDING 0.044"1"SDS N/A STRUCTURE ~ 0.03 15.4-1 (CHAPTER 15) o.8·s1I(RJI) NIA 15.4-2 o.3·sos·1 0.241 15.4-5 cs 0.241 APPLICABLE YIN N 13.1.5 AS FOR NON-STRUCTURAL 0.4.AP"SDS"(1+2"Z/H)l(RPIIP) N/A 13.3-1 COMPONENT (Al" AX)• AP/(RP/IP) NIA 13.3-4 (CHAPTER 13) s1 .6·sos•1p NIA 13.3-2 ~o.3•sos•1p N/A 13.3-3 cs NIA I LRFD 1(01 ASD I SUMMARY EH/W CSMAX I 0.241 I 4.3 I 0.17 l12.4-4a EV/W o.2·sos 0.161 0.11 4.1 S. Gordin Structural Design & Engineering Services (SGE) www.sgeconsulting.com Tel. (949) 552-5244 WIND LOAD PARAMETER RISK CATEGORY HEIGHT OF STRUCTURE FUNDAMENTAL PERIOD FUNDAMENTAL FREQUENCY BASIC WIND SPEED EXPOSURE CATEGORY DIRECTIONALITY FACTOR SITE FACTOR TERRAIN EXPOSURE CONSTANTS GROUND ELEVATION FACTOR VELOCITY PRESSURE EXPOSURE COEFFICIENT ATZ:s 15' ATH VELOCITY PRESSURE ATZ:s 15' ATH m WIND I SYMBOL I FORMULA OR COMMENT H T f 1/T, f.e1 WIND RIGID V KO KZT CHECK TOPO FLAT SITE " ZG KE 2.01•(Z1ZG)2fo, Z>=15FT KZ oz 0.00256.KZ'KZT'KD'KPV2 4.2 Versum Materials • PBV • LL2.2.xlsm 2122121 UNITS VALUE ? SUPPL I REFERENCE (ASCE 7-16 UNO! I 2 TBL. 1.5-2 @ FT 3 SEC 0.04 SEE SEISMIC HZ 24.49 26.2 MPH 96 SEE MAP C 26.7.3 0.9 TBL. 26.6-1 1.00 26.8.2 9.5 l~BL 26.11- 900 1.00 26.9 TBL. 26.10-1 0.849 100% 0.849 100% PSF 18 (0 26.10-1 18 S. GORDIN STRUCTURAL DESIGN ENGINEERING SERVICES (SGE) www.sgeconsulting.com Versum Materials -PBV -E23.16.xlsm Telephone (949) 552-5244 EQUIPMENT PAU-808-SVS H Li I EQUIP-GENERAL F, PROJECT Versum Materials LOCATION Carlsbad, CA SGE# 521.023.326 Fw ~ :2 + I " -' I I rw) I Weight I I Seismic force I I Wind force I dls~ribution distribution distribution Etevatk>n I diagram diagram dalagram PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS VALUE VALUE ? PRODUCT LIN WEIGHT EMPTY/ DRY WE K 0.50 OPERATIONAL WF K 0.92 DIMENSIONS HEIGHT OVERALL H IN 31.13 LEG h IN 6 AT LAT FORCE RESULTANT HL (H+h)/2 FT 1.55 IN-PLANE, OVERALL WIDTH XE ~LE IN 36.25 LENGTH YE IN 139.38 DIAGONAL DE IN 144.01 BTWN LEG/BASEPLATE Cls ALONG X XA IN 30.50 ALONG Y YA IN 115.50 BASEPLATE EQUIV. SQ. SIDE BP IN 4.00 %SOLID AT HEIGHT PH 100% AREA PA 100% SEISMIC SEISMIC COEFFICIENTS LATERAL EH/W ~ VERTICAL EV/W 1 LRFD ASD LATERAL FORCE EH (EH/W)"WF K 0.2 0.2 VERTICAL FORCE EV (EV/W).WF K 0.1 0.1 WIND PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS VALUE VALUE ? VELOCITY PRESSURE oz PSF 18.00 @ GUST FACTOR G 0.85 MIN HID MAX (H/XE, YE/XE) 3.84 FORCE COEFFICIENT NORMAL TO FACE CFN 1.35 DIAGONAL CFO 1.05 VERTICAL CFV 1.3 DESIGN WIND PRESSURE NORMAL TO FACE FN QZ·G·CFN PSF 20.62 ASSUMED PSF 21 OK DIAGONAL FD QZ·G·cF PSF 16.03 F~16PSF PSF 16.03 OK VERTICAL FV PSF 19.89 TOTAL WIND SHEAR LRFD ASD MAX (WIND ALONG X) FWX FN •YE• (H-h)'PH K 0.50 0.31 MINIMUM (WIND ALONG Y) FWY FN ' XE • (H-h).PH K 0.13 0.08 WIND ACROSS DIAGONAL FWD FD • DE ' (H-h)"PH K 0.40 0.25 WIND VERTICAL -UP FWU FV"XE•YE'PA K 0.70 0.44 4.3 2/22/21 I REFERENCE !ASCE 7-16 UNO! I EQUIPMENT DATA BY OTHERS @ @ 0 REF !ASCE 7-16 UNO) 26.11.1 FIG 29.4-1 FIG.27.3-1 EQ. 29.4-1 29.7 WIND GOVERNS 0 SEISMIC GOVERNS WIND GOVERNS WIND GOVERNS S. GORDIN STRUCTURAL DESIGN ENGINEERING SERVICES (SGE) www.sgeconsulting.com Telephone (949) 552-5244 FORCES WEIGHTS p ,g ~ ~ cy Versum Materials -PBV • E23.16.xlsm EQUIP-GENERAL SUMMARY FOR FOOTING DESIGN PARAMETER DESIGN AXIS LATERAL ALONG X ASD y VERTICAL FROM LONG LATERAL X VERTICAL z MAX COMPR PER LEG LRFD z EQUIPMENT, EMPTY EQUIPMENT, FULL ASD LAT RESULTANT ELEV ABOVE T.O.P. FOOTPRINT WIDTH LENGTH LEG BASEPLATE EQUIV SQUARE SIDE ANCHOR CIRCLE DIAMETER 4.4 2/22/21 SYMBOL UNITS FORCES PER FOOTING SEISMIC WIND vx K 0.16 0.31 VY K 0.16 0.06 ex K 0.00 0.00 PZ K 0.11 0.44 C K 0.38 0.48 WE K 0.50 WO K 0.92 HL FT 1.55 XA FT 2.54 YA FT 9.63 BBP IN 4.00 DA FT S. GORDIN STRUCTURAL DESIGN ENGINEERING SERVICES (SGE) www.sgeconsulting.com Telephone (949) 552-5244 EQUIPMENT REACTIONS Versum Materials -PBV -E23.16.xlsm EQUIP -REACTIONS PARAMETER I SYMBOL I FORMULA OR COMMENT EQUIPMENT DIMENSIONS SHORT (ALONG X) LONG (ALONG Y) ANCHOR LAYOUT, TOTAL OC ALONGX ALONGY # ANCHORS ALONG X, PER ROW # ANCHORS ALONG Y, PER ROW # ANCHORS TOT AL FORCES, LRFD XE YE XA YA NX NY NO sYE SEISMIC, LATERAL EH SEISMIC, VERTICAL EV WIND, MAX (ALONG X) FWX WIND, MIN (ALONG Y) FWY WIND, DIAGONAL FWD WIND, VERTICAL FWU LAT FORCE RESULTANT ABOVE TOG HL SEISMIC FORCE COMPONENT ALONG X FORCE COMPONENT ALONG Y MOMENT ABOUT X MOMENT ABOUT Y MAX TENSION, LAT SEISMIC ONLY OVERSTRENGTHFACTOR MAX SEISMIC REACTIONS PER LEG, LRFD WIND OIAG FORCE COMPONENT ALONG X DIAG FORCE COMPONENT ALONG Y LEG TENSION, WIND ONLY WIND ALONG X WIND ALONG Y DIAG WIND MAX FROM LAT WIND FORCE FROM VERT WIND TOTAL, MAXIMUM TENSION COMPRESSION DUE TO WEIGHT MAX WIND REACTIONS PER LEG, LRFD a ATAN(XE/YE) VX EH"COSa VY EH"SINa MXX VY"HL MYY VX"HL TWL MXX/(NX"YA)+MYY/(NY"XA) Oo TMAXU Oo(TWL)+EV/N0-0.9"WF/N0>0 CMAXU TWL+EV/N0+ 1.2WF/N0 VMAXU Oo"EH/NO FWX1 FWD"COSa FWY1 FWD"SINa PWX PWY PWD PWL PWU PW CF TMAXU CMAX VMAXU FWX'HU(NY"XA) FWY'HU(NX"YA) [FWX1 /(NY"XA)+FWY1 /(NX"Y A)]"HL MAX(PWX,PWY,PWD) FWU/N0 PWL+PWU WF/N0 PW-0.9WE/N0>0 PW+ 1.2WE/N0>0 MAX(FWX, FWY, FWD)IN0 4.5 2/22/21 ANCHOR DESIGN, LRFD USE OF Oo FACTOR PROCEDURE: 1) IFWIND GOVERNS, USE Oo:1.0; 2) IF SEISMIC GOVERNS, TRY Oo>1.0 TO BOTH T & V, NON-DUCTILE FAILURE OK, 99% UTILIZATION OK; 3) IF SEISMIC GOVERNS AND (2) DOESN'T WORK, APPLY 00> 1.0 TO SHEAR (V) ONLY AND PREVENT NON-DUCTILE TENSION FAILURE UNITS IN IN IN IN K K K K K K FT DEG K K FT-K FT-K K K K K K K K K K K K K K K K K VALUE 36.25 139.38 30.50 115.50 2 2 4.00 0.22 0.15 0.50 0.13 0.40 0.70 1.55 14.8 0.21 0.06 0.09 0.33 0.07 1.00 0.00 ? 0.38 LRFD 0.06 0.39 0.10 0.15 0.01 0.13 0.15 REF 0 0 0.17 ANCHOR DESIGN 0.33 GOVERNED BY: ~ WIND 0.23 ~ ~-----' □ LRFO WIND GOVERNS SEISMIC GOVERNS WIND GOVERNS i = i t 5 • • ----------------------Hilti PROFIS Engineering 3.0.67 www.hllti.com ------ Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: I Concrete -Feb 19, 2021 Kwik Bolt TZ -SS 304 3/8 (2) not available h01 = 2.000 in., hnom = 2.313 in. AISI 304 ESR-1917 1/1/2020 15/1/2021 Design Method ACI 318 / AC193 Page: Specifier: E-Mail: Date: Base material: cracked concrete, 2500, fc' = 2,500 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 Note: the Kwik Bolt TZ -SS 304 anchor is in the process of phase-out. Application also possible with Kwik Bolt TZ2 -SS 304 under the selected boundary conditions. Application also possible with Kwik Bolt TZ2 -SS 304 3/8 (2) hnom2 under the selected boundary conditions. More Information In section Alternative fastening data of this report. Geometry [in.) & Loading [lb, In.lb) ' X Input data and results must be checked for confom,ity with the eX1st.1ng conditions and tor pfaus1bihtyl PROFIS Eng,neenng ( c) 2003-2021 H111J AG, FL-9494 Schaen Hilb is a reg,slered Trademark of Hilb AG. Schaen 4.6 2/22/2021 •=llS9'• ---------------------------------H ii ti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case I Concrete -Feb 19, 2021 Description Combination 1 Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb) N = 210; V, = 0; Vy= -260; M, = 0; My= 0; M, = 0; Input data and results must be checked tor conformity with the existing conditions and for ~ausibillly! PROFIS Engineering ( c) 2003-2021 H1lti AG, FL-9494 Schaan Hilti is a registered Trademal1< of Hilti AG, Schaan 4.7 2 2/22/2021 Seismic Max. Util. Anchor [%) no 16 2 i = i i S • • ----------------------Hilti PROFIS Engineering 3.0.67 www.hilti.com --------------------Company: Address: Phone I Fax: I Design: Concrete -Feb 19, 2021 Fastening point: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Failure Pryout Strength Combined tension and shear loads 3 Warnings 0.138 Please consider all details and hints/Warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb] Load 210 260 0.154 Capacity 1,563 1,683 5/3 Fastening meets the design criteria! Input data and results must be checked for conformity with the ex!Stmg conditions and for plausibilltyl PROFIS Engineering ( c) 2003-2021 H1lti AG, FL-9494 Schaan Hilb IS a registered Trademari< o( H111l AG, Schaan 4.8 3 2/22/2021 Utilization PN t llv [%] 14 /- • / 16 Status OK OK Utilization PN,v ~ Status 9 OK 3 S. Go<d,n Structural Design & Engineenng Services (SGE) www .sgeconsulting.com Tel. (949) 552-5244 SEISMIC FORCES PARAMETER RISK CATEGORY HEIGHT REDUNDANCY FACTOR REDUCED SOS APPLICABLE? STRUCTURAL IRREGULARITIES HEIGHT PERIOD REDUNDANCY SITE CLASS RISK CATEGORY SITE CLASS SEIS. DESIGN CATEGORY REDUCED VALUE PERIOD, LONG-PERIOD TRANS FUNDAMENTAL PERIOD SITE-SPEC GROUND MOTION PROCEDURE REQUIRED FOR SITE CLASS GIVEN? AS FOR A STRUCTURE (CHAPTER 12) AS FOR A NON-BUILDING STRUCTURE (CHAPTER 15) AS FOR NON-STRUCTURAL COMPONENT (CHAPTER 13) SUMMARY I SYMBOL I IP R Z/H AP RP Al"AX H CT X p ss S1 FA FV SMS SM1 sos SD1 TL T TO TS 1.5TS KSD1 KSD2 KSD3 D E F cs cs cs EHIW EV/W SEISMIC FORMULA OR COMMENT UNITS SEISMIC DESIGN PARAMETERS STRUCTURE DESIGN PARAMETERS FT µ•1.0 FOR EQUIPMENT PRESENT YIN HsFIVE STORIES (50 FT) TS0.5 SEC p=l.D A,B,C,D 1 OR2 VALUE 3 1.25 1.5 2 0 2.5 2 0 14.50 0.02 0.75 1.00 N y y y y N ? OK Versum Materials · VAl-1220 • LL2.2.xlsm 2122121 SUPPL I REFERENCE !ASCE 7-16 UNO! I TBL. 11.6-1, -2 TBL 1.5-2 AT GRADE TBL 13.6-1 TBL 13.6-1 13.3-4 ITBL 12.8-2 12.3.4 NO REDUCTION 12.8.1.3 SITE DATA@COORDINATES 33.118212, -117.2831136 G 1.004 0.365 D D 1.200 TBL. 11.4-1 1.935 TBL. 11.4-2 FA"SS 1.205 11.4-1 FV"S1 0.706 11.4-2 (2/3)"SMS 0.803 11.4-3 NIA 0.803 12.8.1.3 (2/3)"SM1 0.471 11.4-4 SEC 8 0 CT•H•x SEC 0.15 12.8-7 o.2·so1Isos SEC 0.12 < 0.15 SD1/SDS SEC 0.59 > 0.15 0.879 1.00 I 1.00 11.4.8 1.00 KSD# USED NO 11.4.8 EXEMPTI ONS SEISMIC COEFFICIENTS APPLICABLE YIN y 15.4.1 SDS/(R/l)"KSD1 0.502 MIN 12.8-2 SD1/T/(R/l)"KSD2 1.980 MAX 12.8-3 SD1 "TU(T"(R/1)) ' KSD3 15.842 MAX 12.8-4 o.044•1·sos 0.044 12.8-5 0.5"S1/(R/I) NIA MIN 12.8-6 :i: 0.01 12.8-5 •p 0.502 12.8-1 APPLICABLE Y/N y 0.044TSDS 0.044 :i: 0.03 15.4-1 0.8'S1/(R/I) N/A 15.4-2 o.3·sos·1 N/A 15.4-5 0.044 APPLICABLE YIN N 13.1.5 0.4 • AP"SDS"( 1 +2"Z/H)/(RP/IP) N/A 13.3-1 (Al•AX)"AP/(RP/IP) N/A 13.3-4 s1.s·sos•1p NIA 13.3-2 :i:o.3•sos•1p NIA 13.3-3 NIA I LRFD l§[!j CSMAX I 0.502 5 3 0.36 o.2·sos 0.161 I -0.11 12.4-4a 5.1 S. Gordin Structural Design & Engoneenng Sen,ices (SGE) www.sgeconsuHing.com Tel. (949) 552-5244 WIND LOAD PARAMETER RISK CATEGORY HEIGHT OF STRUCTURE FUNDAMENTAL PERIOD FUNDAMENTAL FREQUENCY BASIC WIND SPEED EXPOSURE CATEGORY DIRECTIONALITY FACTOR SITE FACTOR TERRAIN EXPOSURE CONSTANTS GROUND ELEVATION FACTOR VELOCITY PRESSURE EXPOSURE COEFFICIENT AT Z s 15' ATH VELOCITY PRESSURE AT Z s 15' AT H WIND I SYMBOL I FORMULA OR COMMENT H T f 1/T, f;,1 WIND RIGID V KD KZT CHECK TOPO • FLAT SITE " ZG KE 2.01 ·(ZJZG)2/11, Z>=15FT KZ oz o.002ss·Kz·KZT·KD'KE•v2 5.2 Versum Materials• VAi• 1220 LL2.2.xlsm 3112/21 UNITS VALUE ? SUPPL j REFERENCE !ASCE 7•16 UNO) I 3 TBL. 1.5·2 G) FT 15 SEC 0.15 SEE SEISMIC HZ 6.73 26.2 MPH 102 SEE MAP C 26.7.3 TBL. 26.6·1 1.00 26.8.2 9.5 l~BL 26.11· 900 1.00 26.9 TBL. 26.10·1 0.849 100% 0.849 100% PSF 23 e 26.10·1 23 S. GORDIN STRUCTURAL DESIGN ENGINEERING SERVICES (SGE) www.sgeconsulting.com Versum Materials • VAl-1220 • E23.16.xlsm EQUIP-GENERAL Telephone (949) 552-5244 EQUIPMENT VAl-1220-SVSBL 12 F, H Li ' I I (•w) I Weight J I Seismic force I I Wind force I dis~ribution distribution distribution I Elevation I diagram dlaaram daiagram PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS PRODUCT WEIGHT EMPTY/ DRY WE K OPERATIONAL WF K DIMENSIONS HEIGHT OVERALL H IN LEG h IN AT LAT FORCE RESULTANT HL (H+h)/2 FT IN-PLANE, OVERALL WIDTH XE sLE IN LENGTH YE IN DIAGONAL DE IN BTWN LEG/BASEPLATE CLs ALONG X XA IN ALONG Y YA IN BASEPLATE EQUIV. SQ. SIDE BP IN %SOLID AT HEIGHT PH AREA PA SEISMIC SEISMIC COEFFICIENTS LATERAL EH/W VERTICAL EV/W LATERAL FORCE EH (EH/W)'WF K VERTICAL FORCE EV (EV/W)'WF K WIND PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS VELOCITY PRESSURE oz PSF GUST FACTOR G HID MAX (H/XE, YE/XE) FORCE COEFFICIENT NORMAL TO FACE CFN DIAGONAL CFO VERTICAL CFV DESIGN WIND PRESSURE NORMAL TO FACE FN QZ'G"CFN PSF ASSUMED PSF DIAGONAL FD oz· G 'CF PSF F~16PSF PSF VERTICAL FV PSF TOTAL WIND SHEAR MAX (WIND ALONG X) FWX FN • YE • (H·h)'PH K MINIMUM (WIND ALONG Y) FWY FN' XE' (H·h)'PH K WIND ACROSS DIAGONAL FWD FD • DE • (H-h)'PH K WIND VERTICAL · UP FWU FV"XE'YE"PA K 5.3 PROJECT Versum Materials LOCATION Carlsbad, CA SGE# 521.023.326 Fw ~ :2 + I " .J I VALUE VALUE ? TEOS 1.20 3.60 174.00 30 8.50 44.88 56.00 71.76 22.25 42.88 800 100% 1000/o ~ 1 LRFD ASD 1.8 1.3 0.6 0.4 VALUE VALUE ? 23.00 @ 0.85 MIN 3.88 1.35 1.05 1.3 26.35 26 OK 20.49 20.49 OK 25.415 LRFD ASD 1.48 0.92 1.18 0.74 1.47 0.92 0.44 0.28 3/12/21 I REFERENCE !ASCE 7-16 UNO) I EQUIPMENT DATA BY OTHERS (0 @ 0 REF !ASCE 7-16 UNO) 26.11.1 FIG 29.4·1 FIG.27.3-1 EQ. 29.4·1 29.7 SEISMIC GOVERNS 0 SEISMIC GOVERNS SEISMIC GOVERNS SEISMIC GOVERNS S. GORDIN STRUCTURAL DESIGN ENGINEERING SERVICES (SGE) www.sgeconsulting.com Telephone (949) 552-5244 FORCES WEIGHTS ! ~ ,ffe c1 Versum Materials -VAl-1220 -E23.16.xlsm EQUIP-GENERAL SUMMARY FOR FOOTING DESIGN PARAMETER DESIGN AXIS LATERAL ALONG X ASO y VERTICAL FROM LONG LATERAL X VERTICAL z MAX COMPR PER LEG LRFD z EQUIPMENT. EMPTY EQUIPMENT, FULL ASD LAT RESULTANT ELEV ABOVE T.0 .P. FOOTPRINT WIDTH LENGTH LEG BASEPLATE EQUIV SQUARE SIDE ANCHOR CIRCLE DIAMETER 5.4 3/12/21 SYMBOL UNITS FORCES PER fOOTING SEISMIC WINO vx K 1.29 0.92 VY K 1.29 0.7◄ ex K 0.00 0.00 PZ K 0.41 0.28 C K 5.89 4.27 WE K 1.20 WO K 3.60 HL FT 8.50 XA FT 1.85 YA FT 3.57 BBP IN 8.00 DA FT S. GORDIN STRUCTURAL DESIGN ENGINEERING SERVICES (SGE) www.sgeconsulting.com Telephone (949) 552-5244 EQUIPMENT REACTIONS AOOITJONAL NICMOR(S) fOOTPRINT C0!!"£11 AN!>/OR CORN~ ANC:110R(S) PARAMETER EQUIPMENT DIMENSIONS SHORT (ALONG X) LONG (ALONG Y) ANCHOR LAYOUT, TOTAL OC ALONGX ALONG Y # ANCHORS ALONG X, PER ROW # ANCHORS ALONG Y, PER ROW # ANCHORS TOT AL FORCES, LRFD SEISMIC, LATERAL SEISMIC, VERTICAL WIND, MAX (ALONG X) WIND, MIN (ALONG Y) WIND, DIAGONAL WIND, VERTICAL LAT FORCE RESULTANT ABOVE TOC SEISMIC FORCE COMPONENT ALONG X FORCE COMPONENT ALONG Y MOMENT ABOUT X MOMENT ABOUT Y MAX TENSION, LAT SEISMIC ONLY OVERSTRENGTHFACTOR MAX SEISMIC REACTIONS PER LEG, LRFD WIND DIAG FORCE COMPONENT ALONG X DIAG FORCE COMPONENT ALONG Y LEG TENSION, WIND ONLY WIND ALONG X WIND ALONG Y DIAGWIND MAX FROM LAT WIND FORCE FROM VERT WIND TOT AL, MAXIMUM TENSION COMPRESSION DUE TO WEIGHT MAX WIND REACTIONS PER LEG, LRFD Versum Materials VAl-1220 -E23.16.xlsm EQUIP -REACTIONS MORIZO>;TAL PROJtC'riO>I OF 1HE UNIT I SYMBOL I FORMULA OR COMMENT XE sYE YE XA YA NX NY NO EH EV FWX FWY FWD FWU HL er. ATAN(XE/YE) vx EH*COScr. VY EH*SINcr. MXX VY"HL MYY VX"HL TWL MXX/(NX"YA)+MYY/(NY"XA) Oo TMAXU Oo(TWL)+EV/N0-0.9"WF/N0>0 CMAXU TWL+EV/N0+ 1.2WF/N0 VMAXU no•EH/NO FWX1 FWD'COSa FWY1 FWD"SINa PWX FWX'HU(NY"XA) PWY FWY'HU(NX'YA) PWD [FWX1/(NY'XA)+FWY1/(NX"YA)tHL PWL MAX(PWX,PWY,PWD) PWU FWU/N0 PW PWL+PWU CF WF/N0 TMAXU PW-0.9WE/N0>0 CMAX PW+ 1.2WE/N0>0 VMAXU MAX(FWX, FWY, FWD)/N0 5.5 3/12/21 ANCHOR DESIGN, LRFD USE OF Oo FACTOR PROCEDURE: 1) IF WIND GOVERNS, USE Oo:1.0; 2) IF SEISMIC GOVERNS, TRY Oo> 1.0 TO BOTH T & V, NON-DUCTILE FAILURE OK, 99"-'> UTILIZATION OK; 3) IF SEISMIC GOVERNS AND (2) DOESN'T WORK, APPLY Oo> 1.0 TO SHEAR (V) ONLY AND PREVENT NON-DUCTILE TENSION FAILURE UNITS VALUE ? REF 0 IN 44.88 IN 56.00 IN 22.25 IN 42.88 2 2 4.00 K 1.81 K 0.58 K 1.48 K 1.18 K 1.47 K 0.44 FT 8.50 DEG 27.4 K 1.60 K 0.83 FT-K 7.08 FT-K 13.63 K 4.67 1.00 K 4.00 @ K 5.89 LRFD K 0.45 K 1.31 K 0.68 K 3.38 K 1.41 K 3.80 K 3.80 K 0.1 1 ANCHOR DESIGN K 3.91 GOVERNED BY: K 0.90 0 SEISMIC K □ SEISMIC GOVERNS K LRFD SEISMIC GOVERNS K 7 SEISMIC GOVERNS 7 S. Gordin Structural Design & Engineering Services (SGE) Irvine CA Tel. (949) 552-5244 ANCHORAGE TO CONCRETE EPOXY ANCHOR REFERENCES! DESIGN PARAMETER FORCES & CONDITIONS FACTORED PULLOUT FORCE FACTORED SHEAR FORCE OPTIONAL FORCE FACTOR TEMPERATURE ('Fl AND TEMPERATURE RANGE DESIGN PULLOUT FORCE DESIGN SHEAR FORCE SEISMIC COEFF (TENSION, CONCRETE ONLY) FACTOR TENSION FORCE BY n YIN FACTOR SHEAR FORCE BY n YIN CONCRETE STRENGTH (NWC) LIGHTWEIGHT CONCRETE Y/N INSTALLATION CONDITION GROUT PADS (SHEAR STEEL ONLY) CRACKED CONCRETE YIN GEOMETRY # OF ANCHORS IN THE GROUP, EFFECTIVE STEEL & CONCRETE, TENSION CONCRETE, SHEAR STEEL, SHEAR ALONG LOADED EDGE DIAMETER ANCHOR INSERT SPECIFIED STRENGTH OF STEEL ANCHOR, TENSILE ANCHOR, YIELD lyto 125,000 PSI; fytc~1.9fy INSERT. TENSILE ANCHOR. YIELD INSERT/ANCHOR(S) EMBEDMENT. ASSUMED INSERT/ANCHOR EMBEDMENT, MINIMUM PAD THICKNESS, MINIMUM PAD THICKNESS, ASSUMED HOLE DIA ANCHOR SPACING DIRECTION 1 (MINIMUM) DIRECTION 2 (MAXIMUM) ALONG LOADED EDGE MIN. ANCHOR SPACING AVAIL. WIDTH OF HALF-PYRAMID BASE ANCHOR EDGE DISTANCE DIRECTION 1 DIRECTION 2 MIN. EDGE DIST STEEL STRENGTH, TENSION THREADS PER INCH EFFECTIVE AREA NOM. STRENGTH OF ANCHOR GROUP · STEEL STEEL STRENGTH REDUCTION FACTOR DESIGN STRENGTH, STEEL ACI ESR NAME Nn1 Vn1 KF T Nan Vn ksdc 0 0 fc kg nl nv ns NALE d d1 ful ly fula fu1 ly hef hefmin Ip' Ip d0 SX sa SL smin wpa c11 c12 c21 c22 cmin ntr Ase- Ns ¢5 NSl NS2 ACI 318-14 ICC ESR 3187 FORMULA OR SWITCH assume only two anchors take shear Nn1'KF Vn1'KF N y N DRY -·D·; WET/SATURATED~·w · y N c:;:::) c:;:::) c:;:::) c:;:::) L~2.1t 2" r.:n, l l •0 e r,.,,,.,.. Cli • + 1-f't!d # f j ~ ,--t-vf'l. AtJC/ICIL 511>6'18 ACROSS SHEAR FORCE ALONG SHEAR FORCE c:::::;:, 3hef MIN ALONG SHEAR FORCE MAX ALONG SHEAR FORCE MIN ACROSS SHEAR FORCE MAX ACROSS SHEAR FORCE~ 1.5hef 6"d VALUE 4.00 0.90 1.00 130 4.00 0.90 0.75 1.00 2.00 2,500 w 0.80 1.00 1.00 1.00 1.00 0.625 0.625 58 36 68 58 58 36 6.00 3.13 7.50 42.00 314 60.00 60.00 60 3.13 18.00 10.00 36.00 60.00 36.00 60.00 9.00 3.75 ANCHOR 11.00 n-/4(d-0.97431ntr}' 0.2260 nt'(Ase)futa 13.11 0.75 4>SWs 9.83 9.83 1.2NS1 15.73 5.6 Versum Materials• VAl-1220 • AC62.4.xlsm HY200 2122121 HIL Tl HIT-HY 200 UNIT ? COMMENT REFERENCE @ K K ESR TBL14 K K SDCC-F ACI 17.2.3. 1 OK ACI 17.2.3.4.3 (d) OK PSI ACI 17.5.1.3 cc4 0 IN IN KSI F1554 GR 36 OR SIM KSI OK~ KSI KSI KSI KSI IN OK IN ~ ESR TBL 14 IN ESR TBL12 IN OK IN ESR TBL 12 0 IN IN IN ESR TBL 12 IN OK IN FT 0 IN OK IN OK IN OK IN OK IN IN OK 17.7.3, 17.7,4 INSERT IN2 K ACI 17.4. 1.2 K K K S. Gordin Structural Design & ■ Versum Materials-VAl-1220-AC62.4.xlsm Engineering Services (SGE) HY200 Irvine CA Tel. (949) 552-5244 2/22/21 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE UNIT 1 COMMENT REFERENCE CONCRETE BREAKOUT STRENGTH, TENSION LIGHTWEIGHT CONCRETE KLWC 1.00 ACI 19.2.4 2, 17 2.6 PRQ,J_. AR~A QF TEt:§.IQN FAILl,J.RE /i.1.J.RFA(;_~ FQR AN(;_HQR (J_RQI.J.P nt-1 CLOSE TO EDGE AN1c (c11+c12)(c21+c22) IN2 cij<1.5hef AC! 17.4.5.2 nt=1 AWAY FROM EDGE ANO 9hef 324 IN2 nl•2 CLOSE TO EDGE AN2c (c11+c12)(c21+sx+c22) IN2 nl•2 AWAY FROM EDGE AN2a nt•4 CLOSE TO EDGE AN4c IN2 cij<1.5hef. sis3hef nt•4 AWAY FROM EDGE AN4a (c 11 +sa+c 12)(c21 +sx+c22) IN2 n"ANO 324 AN <•n'ANO 324 IN2 kc 24 UNCRACKED ESR TBL12 BASIC BREAKOUT STRENGTH IN CONCRETE Nb kc"(rc)112·(hef)312 17.64 K ACI 17.4.2.2a ECCENTRICITY OF PULLOUT FORCE e"N1 0.00 IN e"N2 0.00 IN MODIFICATION FACTOR FOR ECCENTRICITY "11 (1+2e"N/(3hef)l 1 1.00 AC! 17.4.2.4 "' 2 (1 +2e"N/(3heDr' 1.00 "' ,J, I I •,j, 12 1.00 MODIFICATION FACTOR FOR EDGE EFFECT 1.00 c1>-1.5hef ACI 17.4.2.Sa C1<1.5hef AC! 17.4.2.Sb ,i,2 1.00 MODIF FACTOR FOR CRACKED TENSION ZONE ,i,3 IF (f, <f,) • 1.25. 1.00 1.25 NO TENSION CRACKS NOMINAL CONCRETE BREAKOUT STRENGTH FOR SINGLE ANCHOR Neb (AN/ANO) (,J,2) ( '1-3 )Nb 22.05 K ACI 17.4.2.1 a FOR GROUP OF ANCHORS Ncbg (AN/ANO) ('1-1) (,j,2 )(oj,3 )Nb 22.05 K ACI 17.4.2. 1 b STRENGTH REDUCTION FACTOR ,1,c1 DUCTILE FAILURE 0.75 ACI 17.3.3(b) DESIGN BREAKOUT STRENGTH ,;,Cl'Ncbg•KLWC 16.53 K CONCRETE PULLOUT STRENGTH, TENSION LIGHTWEIGHT CONCRETE KLWC1 1.00 ACI 19.2 4.2. 17.2 6 MIN. EMBEDMENT hehn 3 IN ESR TBL12 MINIMUM SPACING smin 3.13 IN ESR TBL12 BOND STRENGTH IN CONCRETE FACTOR FOR rc>2500 PSI kfc 1.00 ESR TBL 14'2 UNCRACKED r 2.220 PSI ESR TBL 14 CRACKED (IF APPLICABLE) 1 I 2.220 PSI UNCRACKED ESR TBL 14 kcc 3.1-0.7h/het. h/hef<-2.4 1.42 ESR 4.1.10.2 CRITICAL EDGE DISTANCE cac hef'( ~ l/1.160)0'•kcc 11.05 IN ESR 4.1.10.2 cna 10d'(7 uncr/1,100)05 8.88 IN AC! 17.4.5.1d eel MIN(cac. cna) 8.88 IN MODIFICATION FACTORS FOR: POST INSTALLED ANCHORS +CPNA 1.00 cmin.?.cct ACI 17.4.5.Sa cmin/cc1 cmin<cc1 ACI 17.4.5.5b EDGE EFFECTS \VEDH.A 1 cmin.?.cc1 AC! 17.4.5.4a 0.7+0.3'cmin/cc1 NIA cmin<cc1 AC! 17.4.5.4b FOR ECCENTRICITY 'itr.cNA 1.00 NO ECCENTRICITY ACI 17.4.5.3 STRENGTH REDUCTION FACTORS: FOR BOND IN SEIS. CATEGORIES C-F a .. 1.00 ESR TBL14 STRENGTH REDUCTION FACTOR "'' 0.65 ESR TBL14 5.7 S. Gordin Structural Design & ■ Versum Materials -VAl-1220 • AC62.4.xlsm Engineering Services (SGE) HY200 Irvine CA Tel. (949) 552-5244 2122/21 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE UNIT ? COMMENT REFERENCE PULLOUT, CONTINUED PROJ AREA OF PULLOUT FAILURE SURFACE FOR ANCHOR GROUP nl•l CLOSE TO EDGE AN1c 1 (c11+c12)(c21+c22) IN2 C1<CC1 ACI 17.4.5. 1 nt-1 AWAY FROM EDGE ANO 1 (2'cac)2 315 IN2 c1>cc1 nt-2 CLOSE TO EDGE AN2c 1 (c11+sx+c12)(c21+c22) IN2 C1<CC1; SX<2cc1 nt-2 AWAY FROM EDGE AN2a 1 IN2 C1>CC1; SX<2cc1 nt-4 CLOSE TO EDGE AN4c 1 (cl 1 +sx+cl 2)(c21+sa+c22) IN2 C1<CC1; C2<CC1; sx<2cc1; sa<2cc1 nl•4 AWAY FROM EDGE AN4a 1 IN2 c1>cc1;c2>cc1; SX<2cc1: sa<2cc1 n°AN0 315 IN2 AN 1 <-n°AN0 1 315 IN2 Nao TI •n·d0het·"•• 26.2 K ACI 17.4.5.2 NOMINAL STATIC PULLOUT (BOND) STRENGTH FOR SINGLE ANCHOR Na (AN1/AN01)' ,i,, ... -1-c.,.,'Na0 26.2 K ACI 17.4.5. la FOR GROUP OF ANCHORS Ncbg (AN1/AN01)' ,i,, ... ,i,,c••"'CPNANa0 26.1 K ACI 17.4.5.1 b DESIGN PULLOUT STRENGTH 4'1 •Ncbg,KLWCI 17.0 K ANCHOR GROUP TENSION STRENGTH STEEL Ns 9.8 K CONCRETE Ne 16.5 K DUCnLE STEEL ANCHOR YIN y STEEL STRENGTH GOVERNS YIN y CONSERV., NO SUPPL RE/NF., COND B, YIN y FACTO TENSILE STRENGTH, ANCHOR GROUP MIN(Ns, Nc'ksds) 9.83 K OK SHEAR LIGHTWEIGHT CONCRETE KLWC 1.00 STEEL STRENGTH IN SHEAR Vs ns0kg•n·o.6'Ase0fu1 6.29 K ACI 17.5.1.2b REDUCTION, SEISMIC SHEAR (STEEL ONLY) <>vs 0.60 ESR TBL 11 STRENGTH REDUCTION FACTOR ¢2 0.70 ESR TBL 11 CONCRETE BREAKOUT STRENGTH (SHEAR) SHEAR FORCE PARALLEL TO EDGE YIN ksd N 1.00 SHEAR FORCE ECCENTRICITY e·v 0.00 OK MODIFICATION FACTORS FOR SHEAR STRENGTH: FOR ECCENTRICITY ~ECY l1+2°e'v/(3'C1)11<1 1.00 NOECC ACI 17.5.2.5 EDGE EFFECTS "'[OV ca2/ca 121.5 ACI 17.5.2.6a 0.7+0.3'cmin/cc1 0.90 ca2/ca 1 < 1.5 ACI 17.5.2.6b FOR TENSION IN THE ANCHORING ZONE CRACKING IN THE TENSION ZONE N SUPPLEMENTARY REBAR >•#4 y -1-cv 1.40 ACI 17.5.2.7 ha/c121.5 1¥11v 1.13 ha/c1<1.5 ACI 17.5.2.8 1.13 LOAD BEARING ANCHOR LENGTH, SHEAR Le 5.00 IN l <•8d ACI 17.5.2.2 1.5c1 54.00 IN PAD THICKNESS Ip 42.00 IN DEPTH OF SHEAR FAILURE HALF-PYRAMID BASE dp MIN(1.5c1 .tp) 42.00 IN ANCHOR SPACING ALONG LOADED EDGE SL 60.00 IN eel EDGE DISTANCE ACROSS SHEAR FORCE ca 36.00 IN cd MIN(1.5c1,c21, lp) 36.00 IN BASIC BREAKOUT STRENGTH, SINGLE ANCHOR 7(Le/d)02(d) 112(f'c) 112(c1 ) 1 5 90.59 K ACI 17.5.2.2a Vb 9(f'c) '"(c1 ) '·' 97.20 K ACI 17.5.2.2b 90.59 K # OF ANCHORS ALONG LOADED EDGE NALE 1.00 5.8 S. Gordin Structural Design & Engineering Services (SGE) Irvine CA Tel. (949) 552-5244 DESIGN PARAMETER WIDTH OF SHEAR FAILURE HALF-PYRAMID BASE GROUP NAME wp SINGLE wp1 DESIGN WIDTH OF HALF-PYRAMID BASE wpd AREA OF SHEAR FAILURE HALF-PYRAMID BASE SINGLE ACTUAL AV SINGLE, DEEP CONCRETE AV0 NOMINAL CONCRETE BREAKOUT STRENGTH ANCHOR GROUP CONCRETE PRYOUT STRENGTH IN SHEAR kcp PAYOUT STRENGTH, SINGLE ANCHOR Vcp PAYOUT STRENGTH, ANCHOR GROUP Vcpg ANCHOR GROUP NOMINAL STRENGTH, SHEAR STEEL Vs CONCRETE Ve oucnLE STEEL ANCHOR YIN STEEL STRENGTH GOVERNS YIN CONSERV., NO SUPPL RE/NF., COND B, YIN FACTORED SHEAR STRENGTH, GROUP 4>V FORMULA OR SWITCH VALUE UNIT ? 2"1.Sc11+(NALE-1)"SL NIA IN c21+1.Sc11+(NALE-1)"SL N/A IN c21 +c22+(NALE-1 )"SL N/A IN N/A IN MIN [3c11,(c21+c22)J 90.00 IN Choose from (wp,wp1) 90.00 IN 3,780 IN2 dp'wpd 3,780 IN2 4.Sc112 5,832 IN2 AV/AV0('¥eov'¥ecv"'¥Hv)Vb 84 K AV/AV0(>l-eov'¥Ecv' '¥Hv'¥Hv)Vb 84 K Versum Materials -VAl-1220 -AC62.4.xlsm HY200 COMMENT REFERENCE SHEAR, CONTINUED ACI 17.5.2.1 c ACI 17.5.2. la ACI 17.5.2.1 b 2/22/21 IF MIN(c11 c21 c22>•IP} ·> PAYOUT STRENGTH CONTROLS kcp'Ncb kcp"Ncbg <1>2 •vs·avs :/J?'Vc'KLWC y N y MIN(Ns. Ne) 2.00 44.09 K 44.09 K 2.64 K 30.86 K 2.64 K OK hef>-2.5 IN ACI 17.5.3 ACI 17.5.3.1 a ACI 17.5.3. lb STRENGTH DESIGN INTERACTION SUMMARY KN KV DUCTILITY CHECK PER ANCHOR GROUP (na ~ 1) NOMINAL SHEAR STRENGTH, STEEL VS NOMINAL SHEAR STRENGTH, CONCRETE vc SHEAR DEMAND V NOMINAL TENSILE STRENGTH STEEL TSU CONCRETE.BREAKOUT TCU1 CONCRETE.PULLOUT TCU2 CONCRETE, MIN TCU TENSILE DEMAND T SHEAR, STEEL kvs SHEAR, CONCRETE kvc TENSION, STEEL kls TENSION, CONCRETE k1c TOTAL.STEEL KS TOTAL, CONCRETE KC RECOMMENDED DIMENSIONS WASHER HOLE DIAMETER: dh TOP WASHER SIZE/DIA alW TOP WASHER THICKNESS dlW BASEPLATE HOLE DIAMETER REGULAR HOLE dr SHEAR HOLE ds n ' (Nu/FNn)<-1.0 0.41 n' (Vu/FVn)<-1.0 0.68 (KN)"'+(KV)513s1 0.75 NIA for ·x o· cases [D 17.2.3.4.3(d)) X 0 , N/A x 0 , NIA X o. NIA 15.73 22.05 26.13 22.05 4.00 UTILIZATION RATIOS VNS X o. NIA VNC x 0, NIA TITS 0.254 T/TC 0.181 kvs+kts 0.254 kvc➔ ktc 0.181 314 2.000 0.250 1 5116 15/16 5.9 OK OK OK K K K K K K K K IN IN IN IN IN <::::::i ACI 17.6 ACI 17.6.1 ACI 17.6.2 R17.6 ACI 17.2.3.4.3a ACI R 17.2.3.4.3 AISC TBL 14-2 S. Go<din Struclural Design & Engineering Services (SGE) www.sgeconsul1ing.com Tet. (949) 552-5244 SEISMIC FORCES PARAMETER RISK CATEGORY HEIGHT REDUNDANCY FACTOR REDUCED SDS APPLICABLE? STRUCTURAL IRREGULARITIES HEIGHT PERIOD REDUNDANCY SITE CLASS RISK CATEGORY SITE CLASS SEIS. DESIGN CATEGORY REDUCED VALUE PERIOD, LONG-PERIOD TRANS FUNDAMENTAL PERIOD SITE-SPEC GROUND MOTION PROCEDURE REQUIRED FOR SITE CLASS GIVEN? AS FOR A STRUCTURE (CHAPTER 12) AS FOR A NON-BUILDING STRUCTURE (CHAPTER 15) AS FOR NON-STRUCTURAL COMPONENT (CHAPTER 13) SUMMARY I SYMBOL I I IP R Z/H AP RP Al.AX H CT X p ss S1 FA FV SMS SM1 SDS SD1 TL T TO TS 1.5TS KSD1 KSD2 KSD3 D E F cs cs cs EH/W EV/W SEISMIC FORMULA OR COMMENT UNITS SEISMIC DESIGN PARAMETERS STRUCTURE DESIGN PARAMETERS FT p-1.0 FOR EQUIPMENT PRESENT YIN HsFIVE STORIES (50 FT) Ts0.5 SEC p=l.0 A,B,C,D 1 OR2 VALUE 3 1.25 1.5 2 0 2.5 2 0 12.83 0.02 0.75 1.00 N y y y y N ? OK Vorsum Malerials • GK TEOS • LL2.2.xlsm 2122/21 SUPPL I REFERENCE !ASCE 7-16 UNO! I TBL. 11.6-1 , -2 TBL 1.5-2 AT GRADE TBL 13.6-1 TBL 13.6-1 13.3-4 ITBL 12.8-2 12.3.4 NO REDUCTION 12.8.1.3 SfTEDATA@COORDINATES 33.118212, ·117.2831136 G 1.004 0.365 D D 1.200 TBL. 11.4-1 1.935 TBL. 11.4-2 FA'SS 1.205 11.4-1 Fv·s 1 0.706 11.4-2 (2/3)"SMS 0.803 11.4-3 NIA 0.803 12.8.1.3 (2/3)"SM1 0.471 11.4-4 SEC 8 0 CT'H•x SEC 0.14 12.8-7 0.2'SD1/SDS SEC 0.12 < 0.14 SD1/SDS SEC 0.59 > 0.14 0.879 1.00 I 1.00 11.4.8 1.00 KSD# USED NO 11.4.8 EXEMPT! ONS SEISMIC COEFFICIENTS APPLICABLE Y/N y 15.4.1 SDS/(R/l)'KSD1 0.502 MIN 12.8-2 SD1/T/(R/l)'KSD2 2.171 MAX 12.8-3 SD1•TU[T'(Ail)] • KSD3 17.364 MAX 12.8-4 0_044•1·sDs 0.044 12.8-5 0SS1/(R/I) N/A MIN 12.8-6 ;, 0.01 12.8-5 ·p 0.502 12.8-1 APPLICABLE Y/N y 0.044'1•SDS 0.044 ;, 0.03 15.4-1 o.8'S 1t(Ril) N/A 15.4-2 o,3•sDs·1 NIA 15.4-5 0.044 APPLICABLE YIN N 13.1.5 0.4. AP'SDS•( 1 +2•Z1H)l(RP/IP) NIA 13.3-1 (Al' AX)" AP/(RP/IP) NIA 13.3-4 s1 .6'SDS"IP NIA 13.3-2 ;,0.3'SDS•1p NIA 13.3-3 NIA I LRFD '@ E!J CSMAX I 0.502 6 3 0.36 o.2·sDs 0.161 I · 0.11 12.4-4a 6.1 $. Gordin Structural Design & Engineering Services (SGE) www.sgeconsulting.com Tel. (949) 552-5244 WIND LOAD PARAMETER RISK CATEGORY HEIGHT OF STRUCTURE FUNDAMENTAL PERIOD FUNDAMENTAL FREQUENCY BASIC WIND SPEED EXPOSURE CATEGORY DIRECTIONALITY FACTOR SffE FACTOR TERRAIN EXPOSURE CONSTANTS GROUND ELEVATION FACTOR VELOCITY PRESSURE EXPOSURE COEFFICIENT AT Zs 15' ATH VELOCITY PRESSURE AT Zs 15' ATH ii WINO I SYMBOL I FORMULA OR COMMENT H T f 1/T, f~1 WIND RIGID V KD KZT CHECK TOPO • FLAT SITE " ZG KE 2.01·(Z1ZG)2/r1, Z>=15FT KZ oz 0.00256.KZ"KZT·KD·KE·v2 6.2 Versum Materials • 6K TEO$ • LL2.2.xlsm 2122121 UNITS VALUE ? SUPPL I REFERENCE !ASCE 7-16 UNO) I 3 TBL. 1.5-2 0 FT 13 SEC 0.14 SEE SEISMIC HZ 7.38 26.2 MPH 102 SEE MAP C 26.7.3 TBL. 26.6·1 1.00 26.8.2 9.5 l~BL 26.11 · 900 1.00 26.9 TBL. 26.10·1 0.849 100% 0.849 100% PSF 20 e 26.10-1 23 S. Gordin Structural Design & Engineering Services (SGE) www.sgeconsulling.com Tel. (949) 552-5244 VERTICAL VESSEL H h PARAMETER PRODUCT VESSEL CAPACITY I SYMBOL) EMPTY WEIGHT WE FULL WEIGHT WF OVERALL HEIGHT H LEG HEIGHT h SHELL DIAMETER OS SHELL THICKNESS TS ANCHOR CIRCLE DIAMETER Da DA # OF LEGS OR ANCHORS NL SO BASE SIDE (LAB BASE ONLY) BB ELEVATION OF LAT FORCE HS VERT VESSEL -t Ps w ELEVATION FORMULA OR COMMENT (H+h)/2 PROJECT Versum Materials LOCATION Carlsbad, CA SGE# 521.023.326 ~ .c + I " (/) I Pw Versum Materials -6K TEOS.xlsm 2/22121 SEISMIC LOAD WIND LOAD UNITS VALUE GAL K K FT FT FT IN FT IN FT TEOS 6.000 4.50 67.50 12.83 0 9.00 0.41 9.29 8 0 6.42 ? SUPPL J REFERENCE (ASCE 7-18 UNO) ! will have client confirm specs EQUIPMENT DATA BY OTHERS 0 SEISMIC SEISMIC COEFFICIENTS LATERAL VERTICAL LATERAL FORCE VERTICAL FORCE MOMENT AT BTTM OF BASEPL SEISMIC FORCE PER LEG TENSION COMPRESSION SHEAR LATERAL FORCE VERTICAL FORCE MOMENT AT BTTM OF BASEPL SEISMIC LOADS PER LEG MAX TENSION MAX COMPRESSION SHEAR LRFD EHIW EV/W EH EV MP TS cs vs ASD EHA EVA MPA TSA CSA VSA (EH/W)'WF (EV/W)'WF EH'HS [0.9(WF)-EV)]/NL -4MP/(NL 'DA) (1.2WF+Ev)]/NL +4"MP/(NL'DA)] EH/NL EH/1.4 EV/1.4 MP/1.4 (0.9(WF)-EV)]/NL -4MP/(NL'DA) ( 1.2WF+Ev)VNL +4 'MP/(NL 'DA)] EH/NL SLIDING ANALYSIS References for Friction Coeficien1 of 0.4 min: ~ K 33.9 K 10.9 FT-K 217.4 K -5.46 K 23.18 K 4.24 K K FT-K K K K 24.2 7.6 155.3 .1.73 17.76 3.03 1. Rabbat & Russel "Friction Coefficient of Steel on Concrete or Grout,· Journal of Structural Engineering, ASCE 1989 2. AISC Steel Design Guide 1 (1st ed.) p.30 3. ACI 349-0 I Code Requirements for Nuclear Safety Related Concrete Structures, Section RB.6.1.4 MIN. COMPRESSION, TOTAL FRICTION COEFFICIENT SEISMIC CLAMPING FORCE SAFETY FACTOR co, KFR PCL PERMISSIBLE SFP CALCULATED SFC 1.28'MPNDA COl'KFR PCUEh WIND 6.3 K K 21.39 0.40 8.56 1.10 0.35 OK 8 I @TOP OF PEDESTAL UPLIFT 0 ANCHORS RESIST SHEAR UPLIFT @ TOP OF PEDESTAL THIS IS CONSERVATIVE. AS TENSION LEG CANNOT AND DOES NOT RESIST SHEAR CONSIDER SEISMIC FORCES ONLY, WEIGHT/GRAVrTY NOT PARTICIPATING ANCHORS RESIST SHEAR S. Gordin Structural Design & ii Versum Materials • 6K TEOS.xlsm Engineering Services (SGE) www.sgeconsutt,ng.com 21?2/21 Tel (949) 552-5244 VERT VESSEL PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS VALUE ? SUPPL I REFERENCE (ASCE 7-16 UNO) I VELOCITY PRESSURE oz PSF 23.00 GUST FACTOR G 0.85 MIN 26.11.1 HID 1.43 D"(SORTOZ) 40.25 OK 0 SHAPE (SOR OR CYL) CYL FIG 29.4·1 SURFACE SMOOTH CF 0.51 TOTAL WIND FORCE F o z·G·CF PSF 8.62 EO. 29.4-1 F216PSF 16 OK 29.7 LRFD TOTAL WIND SHEAR PW F • D • (H-h)/1000 K 1.85 SEISMIC GOVERNS TOTAL WIND 0/T MOMENT MW pw•Hs FT-K 11.85 SEISMIC GOVERNS LOAD PER LEG TENSION TW 0.9'(WE)/NL -4"MW/(NL"DA) K -0.13 SEISMIC GOVERNS UPLIFT SHEAR ACTS WITH TENSION vw PW/NA K 0.00 COMPRESSION cw 1.2'WF/NL +4"MW/(NL"DA)] K 9.08 ASD TOTAL WIND SHEAR Pwa Pw/1.6 K 1.15 SEISMIC GOVERNS TOTAL WIND 0/T MOMENT Mw Pwa'(H+h)/2 FT-K 7.41 SEISMIC GOVERNS WIND SLIDING, EMPTY VESSEL COMPRESSION, TOTAL C01 1.28'(Mw/Da+0.39'We'Da/Mw) K 3.27 FRICTION COEFF KFR s0.4 0.40 WINO CLAMPING FORCE PCLI C01'KFR 1.31 SAFETY FACTOR ACCEPTABLE SFP 1.10 CALCULATED SFC PCLI/Pwa 1.13 CLAMPING RESISTS SHEAR SUMMARY FOR FOOTING DESIGN PARAMETER DESIGN AXIS SYMBOL UNITS FORCES PER FOOTING SEISMIC WIND LATERAL ALONG X vx K 24.20 1.15 AS0 y VY K 24.20 1.15 FORCES VERTICAL FROM LONG LATERAL X ex K 0.00 0.00 VERTICAL z PZ K 7.76 0.00 MAX COMPR PER LEG LRFO z C K 2318 0.00 WEIGHTS EQUIPMENT, EMPTY WE K 450 EQUIPMENT, FULL WO K 67.50 LAT RESULTANT ELEV ABOVE T.O.P. HCG FT 6.42 ; EQUIV OR ACTUAL, BASEPLATE {;J WIDTH IN BO 0.00 ,t LENGTH IN LO 0.00 cf LEG BASEPLATE EQUIV SQUARE SIDE IN BBP 15.00 ANCHOR CIRCLE DIAMETER FT DA 9.29 6.4 S. Gordin Structural Design & w Versum Materials • 1811 CMU • Ll2.2.xlsm Engineerlng Services (SGE) www.sgeconsulting.com 2122121 Tel. (949) 552-5244 SEISMIC SEISMIC FORCES PARAMETER I SYMBOL I FORMULA OR COMMENT UNITS VALUE ? SUPPL I REFERENCE !ASCE 7-16 UNO! I SE:ISMIC DE:SIGN PARAME:TE:RS RISK CATEGORY 3 TBL. 11.6·1, ·2 I 1.25 OK TBL 1.5-2 IP 1.5 R 3 Z/H 0 AT GRADE AP 2.5 TBL 13.6·1 RP 3 TBL 13.6-1 Al"AX 0 13.3-4 STRUCTURE: DE:SIGN PARAME:TE:RS HEIGHT H FT 18.00 ITBL 12.8-2 CT 0.02 X 0.75 REDUNDANCY FACTOR µ µ•1.0 FOR EQUIPMENT 1.00 12.3.4 REDUCED SOS APPLICABLE? STRUCTURAL IRREGULARITIES PRESENT YIN N HEIGHT HsFIVE STORIES (50 FT) y PERIOD T:50.5 SEC y REDUNDANCY µ:1.0 y NO REDUCTION 12.8.1.3 SITE CLASS A,B,C.D y RISK CATEGORY 1 OR2 N SITE DATA@COORDINATES 33.118212, -117.2831136 ss 1.004 (0 S1 0.365 SITE CLASS 0 SEIS. DESIGN CATEGORY D FA 1.200 TBL. 11.4-1 FV 1.935 TBL. 11.4-2 SMS FNSS 1.205 11.4-1 SM1 FV'S1 0.706 11 .4-2 sos (213)'SMS 0.803 11.4-3 REDUCED VALUE NIA 0.803 12.8.1.3 SD1 (213)"SM1 0.471 11.4-4 PERIOD, LONG-PERIOD TRANS TL SEC 8 0 FUNDAMENTAL PERIOD T crH•x SEC 0.17 12.8-7 TO o.2·so11sos SEC 0.12 < 0.17 TS S011SOS SEC 0.59 > 0.17 1.5TS 0.879 KSD1 1.00 I SITE-SPEC GROUND MOTION KSD2 1.00 11.4.8 PROCEDURE REQUIRED FOR KSO3 1.00 SITE CLASS GIVEN? D KSO# USED NO 11.4.8 E EXEMPT! F ONS SE:ISM/C COE:FFICIE:NTS APPLICABLE YIN y 15.4.1 SDS/(R/l)'KSD1 0.335 MIN 12.8-2 SD1/T/(R/l)'KSD2 1.123 MAX 12.8-3 AS FOR A STRUCTURE S01'TU[T'(R/I)] • KS03 8.980 MAX 12.8-4 (CHAPTER 12) 0.044TSOS 0.044 12.8-5 0.5'S11(RII) NIA MIN 12.8·6 2 0.01 12.8-5 cs ·p 0.335 12.8-1 APPLICABLE YIN y AS FOR A NON-BUILDING 0.044'I'SDS 0.044 STRUCTURE 2 0.03 15.4-1 (CHAPTER 15) 0.8'S11(RII) NIA 15.4-2 0.3'SDS'I NIA 15.4-5 cs 0.044 APPLICABLE YIN N 13.1.5 AS FOR NON-STRUCTURAL 0.4. AP'SDS'( 1 +2'Z/H)l(RP/IP) NIA 13.3-1 COMPONENT (Al'AX)' APl(RP/IP) NIA 13.3-4 (CHAPTER 13) s1.s·sos·Ip NIA 13.3-2 20.3•sDs•Ip NIA 13.3-3 cs NIA LRFD ASD SUMMARY EH/W CSMAX 0.335 0.24 EVN-/ o.2·sDs 0.161 0.11 12.4-4a 7.1 S. Gordin Structural Design & Engineering Services (SGE) www.sgeconsulting.com Tel. (949) 552-5244 WIND LOAD PARAMETER RISK CATEGORY HEIGHT OF STRUCTURE FUNDAMENTAL PERIOD FUNDAMENTAL FREQUENCY BASIC WIND SPEED EXPOSURE CATEGORY DIRECTIONALITY FACTOR SITE FACTOR TERRAIN EXPOSURE CONSTANTS GROUND ELEVATION FACTOR VELOCITY PRESSURE EXPOSURE COEFFICIENT AT Z s 15' ATH VELOCITY PRESSURE AT Z s 15' ATH WIND I SYMBOL I FORMULA OR COMMENT H T 1/T, 1.:1 WIND RIGID V KO KZT CHECK TOPO -FLAT SITE " ZG KE 2.01 •(ZfZG)2/n, Z>; 15FT KZ oz 0.00256.KZ'KZPKD•KE-V2 7.2 UNITS VALUE 3 FT 18 SEC 0.17 HZ 5.72 MPH 102 C 1.00 9.5 900 1.00 0.849 0.882 PSF 23 23 ? 0) Versum Materials -18ft CMU -Ll2.2.xlsm 3/12/21 SUPPL I REFERENCE lASCE 7-16 UNO) I TBL. 1.5-2 0 SEE SEISMIC 26.2 SEE MAP 26.7.3 TBL. 26.6-1 26.8.2 ,~BL 26.11- 26.9 TBL. 26.10-1 100% 104% 26.10-1 S. Gordin Structural Design & Engineering Services (SGE) Irvine CA Tel. (949) 552-5244 ITEM Select Wall Thickness Grout at Weight of wall Seismic Seismic Coefficient Horizontal Vertical ASD Seismic Force Wind Wind Pressure Wall Parameter Return Corners Reduction Factor Interpolation s/H Force Reduction Factor SYMBOL Tw sg Ww CSH csv Eh Ev Q G QG B H s s/H Bis Lr Lr/s R1 1.00 R2 Oto s s to 2s 2s to 3s CF Reduced CF CF Wind force on Wall Ww Center of Force Hcg Equivalent Wind Pressure Wind Moment Hcg/0.5H Weq M ■ CMU Wall Forces COMMENT OR UNITS FORMULA IN IN psi LRFD ASD LRFD ASD CSH*Ww PSF csv·ww PSF PSF LRFD PSF ASD PSF ASCE7-10 Fig. 29.4-1 FT FT FT FT 1.00 0.75 CF Case A & Case B Bis 3 3.11 1.40 1.39 Case C (Not applicable for B/s<2) Bis 3 2.60 1.7 1.15 Maximum Value, Conserve CF*R2 No reduction if Case A and B CF*QG 0.5H+0.05H Ww*Hcg/0.5H Weq*H*H/2 7.3 3.1 1 2.63 1.72 1.17 PSF FT PSF LB-FT/FT Sheet Versum Materials -LOADS compliments.xlsm 8.00 8.00 78.00 0.335 0.239 0.161 0.115 18.66 e 8.97 23.00 0.85 19.55 11.73 56.00 18.00 18.00 1.00 3.11 0.00 0.00 1.00 2.63 2.11 24.71 9.90 1.10 27.18 4 1.35 0.80 4 2.9 1.9 1.3 4403.54 CMUWall (S) 3/12/21 2.00 0.60 Wind Governs e Ii Sheet S. Gordin Structural Design & Engineering Services (SGE) Versum Materials -LOADS compliments.xlsm Irvine CA CMUWall(EW) Tel. (949) 552-5244 3/12/21 CMU Wall Forces ITEM SYMBOL Select Wall Thickness Tw Grout at sg Weight of wall Ww Seismic Seismic Coefficient Horizontal CSH Vertical csv ASD Seismic Force Eh Ev Wind Wind Pressure Q G QG Wall Parameter B H s s/H 8/s Return Corners Lr Lr/s Reduction Factor R1 Interpolation s/H 1.00 Force Reduction Factor R2 Oto s s to 2s 2s to 3s CF Reduced CF CF Wind force on Wall Ww Center of Force Hcg Hcg/0.5H Equivalent Wind Pressure Weq Wind Moment M COMMENT OR UNITS FORMULA IN 8.00 IN 8.00 psi 78.00 LRFD 0.335 ASD 0.239 LRFD 0.161 ASD 0.115 CSH*Ww PSF 18.66 csv•ww PSF 8.97 PSF 21.00 0.85 LRFD PSF 17.85 ASD PSF 10.71 ASCE7-10 Fig. 29.4-1 FT 10.67 FT 18.00 FT 18.00 1.00 0.59 FT 0.00 1.00 0.00 0.75 1.00 CF Case A & Case B 8/s 0.5 0.59 1.55 1.53 Case C (Not applicable for B/s<2) Bis 2 2.25 1.5 0 Maximum Value, Conserve CF*R2 No reduction if Case A and B CF*QG 0.SH+0.0SH 2.00 2.25 1.50 0.00 PSF FT PSF e 1.53 1.53 1.45 0.80 3 2.6 1.7 1.15 16.40 9.90 1.10 18.04 ww·Hcg/0.5H Weq*H*H/2 LB-FT/FT 2922.80 7.4 2.00 0.60 Seismic Gover@ Wirsuin ""1:e1a1s: 01cl:vip-Bervlal ca.e: E+v D'S Vl,ualAnaly,is 19.00.0005 February 22, 2021 VISUAL ANALYSIS MODEL FOR (5.) FOUNDATION 8.1 . . Result Cases SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\2021 \ ... \Versum Materials -old. vap February 22, 2021 2:08 PM Name ID Design Checks Result Type P-Delta? Seismic Type 0.9D+0.9D(Ice/Full)+EX+EZ 3 'Allowable (ASD) 0.9D+0.9D(Ice/Full)+EX-EZ 2 Allowable (ASD) 0.9D+0.9D(Ice/Full)+EY+EZ 4 ,Allowable (ASD) 0.9D+0.9D(Ice/Full)+EY-EZ 5 !Allowable (ASD) 0.9D+0.9D(Ice/Full)-EX+EZ 6 Allowable (ASD) 0.9D+0.9D(Ice/Full)-EX-EZ 7 I Allowable (ASD) t 0.9D+0.9D(Ice/Full)-EY+EZ 8 ;Allowable (ASD) 0.9D+0.9D(Ice/Full)-EY-EZ 9 , Allowable (ASD) 0.9D+wWX 49 'Allowable (ASD) 0.9D+wWY 51 Allowable (ASD) ~ 0.9D-wWX 50 Allowable (ASD) 0.9D-wWY 52 Allowable (ASD) D 1 No Design D+D(Ice/Full) 36 Allowable (ASD) D+D(Ice/Full)+EX+EZ ,37 Allowable (ASD) D+D(Ice/Full)+EX-EZ 38 !Allowable (ASD) D+D(Ice/Full)+EY +EZ 39 Allowable (ASD) D+ D(Ice/Full) + EY-EZ 40 Allowable (ASD) D+D(Ice/Full)+wWX 41 !Allowable (ASD) D+D(Ice/Full)+wWY 42 Allowable (ASD) D+D(Ice/Full)-EX+EZ 43 Allowable (ASD) D+D(Ice/Full)-EX-EZ 44 Allowable (ASD) D+D(lce/Full)-EY+EZ 45 Allowable (ASD) D+D(Ice/Full)-EY-EZ 46 Allowable (ASD) D+D(Ice/Full)-wWX 47 Allowable (ASD) D+D(Ice/Full)-wWY 48 Allowable (ASD) VisualAnalysis 19.00.0005, Advanced www.iesweb.com Static No Normal Static No Normal Static -No Normal Static 1No Normal Static No Normal Static No Normal Static No Normal Static No Normal Static No N.A. I Static No N.A. 'static No N.A. l Static 1No N.A. Static No N.A. 1Static No N.A. J 'Static No Normal ----Static 1No Normal Static No ,Normal Static No Normal Static No N.A. Static No N.A. Static No Normal Static No Normal Static No Normal Static No Normal Static No N.A. Static No N.A. Page 1 of 1 8.2 . . I Result Cases Name o. 9D+O. 9D(Ice/Full)+ l .4EX + 1.4EZ 0. 9D+O. 9D(Ice/Full)+ 1.4EX-l.4EZ 0. 9D+O. 9D(Ice/Full)+ 1.4EY + 1.4EZ 0. 9D+0.9D(Ice/Full)+ 1.4EY-l.4EZ 0.9D+0.9D(Ice/Full)-1.4EX+ l.4EZ 0. 9D+O. 9D(Ice/Full)-l.4EX-l.4EZ 0.9D+0.9D(Ice/Full)-1.4EY+ l.4EZ 0.9D+O. 9D(Ice/Full)-1.4EY-1.4EZ 0.9D+l.6WX 0.9D+l.6WY 0.9D-1.6WX 0.9D-1.6WY 1.20+ 1.2D(lce/Full)+ 1.4EX+ 1.4EZ 1.20+ l.2D(Ice/Full)+ l.4EX-l.4EZ 1.2D+ 1.2D(Ice/Full)+ 1.4EY+ l.4EZ ---- 1.2D+ 1.2D(Ice/Full)+ l.4EY-l.4EZ 1.2D+ 1.2D(Ice/Full)+ 1.6WX 1.2D+ 1.20(Ice/Full)+ l.6WY 1.2D+ 1.2D(Ice/Full)-1.4EX+ 1.4EZ 1.2D+ l.2D(Ice/Full)-1.4EX-1. 4EZ 1.20+ 1.2D(Ice/Full)-1.4EY+ 1.4EZ 1.20+ l.2D(Ice/Full)-1.4EY-1.4EZ 1.20+ 1.2D(Ice/Full)-1.6WX 1.2D+ 1.2D(Ice/Full)-l.6WY 1.4D 1.4D+ 1.4D(lce/Full) VisualAnalysis 19.00.0005, Advanced www.iesweb.com jID I 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 ,27 12a 29 30 31 32 33 34 35 SGE CONSULTING STRUCTIJRAL ENGINEERS STEVE GORDIN, PH.D., S.E. \ \Mac\Home\SGE Dropbox\Documents\2021 \ ... \Versum Materials -old. vap March 12, 2021 1:40 PM Design Checks Result Type P-Delta? Seismic Type Strength (LRFD) Static No Normal Strength (LRFD) Static ·NO Normal Strength (LRFD) Static I No Normal Strength (LRFD) Static No Normal .. - Strength (LRFD) Static No Normal Strength (LRFD) Static No Normal Strength (LRFD) Static No Normal Strength (LRFD) .static No Normal Strength {LRFD) Static No N.A. Strength (LRFD) Static No N.A. Strength (LRFD) Static No N.A. Strength (LRFD) Static No N.A. Strength (LRFD) Static No Normal Strength (LRFD) Static No Normal Strength {LRFD) I static No Normal -- Strength {LRFD) Static No Normal Strength (LRFD) Static No N.A. Strength (LRFD) :static No N.A. Strength {LRFD) Static No Normal Strength (LRFD) Static No Normal Strength (LRFD) Static No Normal Strength (LRFD) Static No Normal Strength (LRFD) Static No N.A. Strength (LRFD) Static No N.A. Strength (LRFD) Static No N.A. Strength (LRFD) Static No N.A. Page 1 of 1 8.3 .. Nodal Loads I Node Service case EastWallCGl E+Y EastWallCGLl E+Z SouthWallCGl E+Y SouthWallCGLl E+X Tankl D Tankl D (Ice/Full) Tankl E+X Tank! E+Y Tankl E+Z Tankl W+X Force Y Force Z Force Y Force X Force Y Force Y Force X Force Y Force Z Force X SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\2021 \ ... \Versum Materials -old. vap March 12, 2021 1:46 PM Type & Direction Magnitude ] 1.61 K 3.58 K 9.04 K 18.81 K -4.50 K -63.00 K 24.20 K 7.76 K 24.20 K 1.15K -------Tankl w+z Force Z 1.15K i Tank2 D ·• Force Y --4.50 K Tank2 D (Ice/Full) Force Y -63.00 K Tank2 E+X Force X 24.20 K I Tank2 :E+Y Force Y 7.76 K Tank2 E+Z ,Force Z 24.20 K Tank2 W+X .Force X 1.15K Tank2 W+Z Force Z 1.15K Vapl D Force Y -1.20 K Vapl D (Ice/Full) Force Y -2.40 K Vapl E+X Force X 1.29 K Vapl E+Y Force Y 0.41 K Vapl E+Z Force Z 1.29 K Vapl W+X Force X 0.92 K Vapl w+z Force Z 0.74 K Vap2 D ,Force Y -1.20 K Vap2 D (Ice/Full) Force Y -2.40 K Vap2 E+X Force X 1.29 K Vap2 E+Y Force Y 0.41 K Vap2 E+Z Force Z 1.29 K Vap2 w+x Force X 0.92 K Vap2 w+z Force Z __ .L 0.74 K WestWallCGl E+Y Force Y 1.61 K WestWallCGLl E+Z Force Z 3.58 K Plate Loads, Uniform I Plate Service Case Magnitude Predefined Load P049-1-1 E+X 18.66 psf N.A. P049-1-1 W+X 18.04 psf ,N.A. P050.1.19 E+Z 18.66 psf N.A. POS0.1.19 w+z 27.18 psf N.A. VisualAnalysis 19.00.0005, Advanced www.iesweb.com Page 1 of 1 8.4 . . Nodes I Name Tank! Tank2 Vapl Vap2 --- VisualAnalysis 19.00.0005, Advanced www.iesweb.com X ft SGE CONSUL TING STRUCT1JRAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\2021 \ ... \Versum Materials -old. vap February 22, 2021 2:05 PM y z ft ft 21.83 9.92 8.33 8.58 9.92 8.33 47.33 12.00 8.33 34.08 12.00 8.33 ---- Page 1 of 1 8.5 .. Plate Bearing Pressures I Plate I P75 P118 P120 P229 D D D D+D(Ice/Full) Result case VisualAnalysis 19.00.0005, Advanced www.lesweb.com SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\2021 \ ... \Versum Materials -old. vap February 22, 2021 2:07 PM EdgeNodell EdgeNodell EdgeNodell EdgeNode31 Location 8.6 Bearing Pressure psf 381,03 381.03 381.03 1,2JE+OOJ Page 1 of 1 .. .. Plate Bearin Pressures Plate P3 P229 Result case 0.9D+0.9D(Ice/Full)-EX+EZ D+D(Ice/Full)-EX+EZ VisualAnalysis 19.00.0005, Advanced www.iesweb.com SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \ \Mac\Home\SGE Dropbox\Documents\2021 \ ... \Versum Materials -old. vap February 22, 2021 2:07 PM Location EdgeNode20 EdgeNode31 8.7 Bearing Pressure psf 49.33 1,64E+003 Page 1 of 1 Plate Global Forces, Detailed I Plate I Result case P38 1.2D+ 1.2D(Ice/Full)-1.4EX-1.4EZ P38 1.2D+ 1.2D(Ice/Full)-1.4EX-1.4EZ P38 1.2D+ l.2D(Ice/Full)-l.4EX-l.4EZ P132 1.2D+ 1.2D(Ice/Full)+ 1.4EX-l.4EZ P132 1.2D+ 1.2D(Ice/Full)+ l.4EX-1.4EZ P132 1.20+ 1.2D(lce/Full)+ 1.4EX-1.4EZ P144 0.9D+0.9D(Ice/Full)-1.4EX+ 1.4EZ P144 1.2D+ 1.2D(Ice/Full)+ 1.4EX-l.4EZ P144 1.20+ 1.2D(lce/Full)+ l.4EX-1.4EZ P144 1.2D+ 1.2D(Ice/Full)+ 1.4EX-1.4EZ P149 1.2D+ 1.2D(lce/Full)-l.4EX-l.4EZ P149 1.2D+ l.2D(Ice/Full)-l.4EX-1.4EZ P149 1.2D+ 1.2D(lce/Full)-1.4EX-1. 4EZ Pedestal42 0.9D+0.9D(Ice/Full)-1.4EX+ 1.4EZ Pedestal42 1.2D+ 1.2D(Ice/Full)+ 1. 4EX-1.4EZ VisualAnalysis 19.00.0005, Advanced www.iesweb.com SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \ \Mac\Home\SGE Dropbox\Documents\2021 \ ... \Versum Materials -old.vap February 22, 2021 2:06 PM ·t Location MX MZ I vx vz ft-K/ft ft-K/ft K/ft K/ft EdgeNode39 7.45 4.12 -1.85 -5.52 EdgeNode67 7.87 6.18 -1.85 -5.52 N298 7.22 4.86 -1.85 -5.52 EdgeNode73 -9.79 -8.91 5.19 5.03 N316 -8.58 -7.69 5.19 5.03 N331 -10.47 -6.99 5.19 5.03 EdgeNode73 15.59 7.93 -6.50 2.55 EdgeNode62 -12.99 -7.43 10,44 -3.43 EdgeNode73 -17.45 -8.15 10.44 -3.43 'N319 -15.03 -6.65 10.44 -3.43 EdgeNode69 -0.76 0.85 -9.15' 0.44 EdgeNode82 3.86 1.64 -9.15' 0.44 N328 1.57 1.37 -9.15 0.44 EdgeNode73 6.46 10.71 0.72 -2.93 EdgeNode73 -7.57 -11.72 -1.96 3.11 Page 1 of 1 8.8 S. Gordin Structural Design & Versum Materials -RM7.4.xlsm Engineering Services (SGE) Reinforcement Design Irvine CA 3/12/21 Tel. (949) 552-5244 TOP REINF y ~----b X I BTTM d1 REINF AS a REBAR ORIENTATION & LOCATION DESCRIPTION FORMULA UNIT X y BTTM TOP BTTM TOP CONCRETE SECTION WIDTH IN b 12.0 12.00 12.00 12.00 0 SECTION DEPTH IN d1 36.0 36.00 36.00 36.00 CONCRETE STRENGTH PSI f ' 3,000 3,000 3,000 3,000 C REINFORCEMENT PSI f, 60,000 60,000 60000 60000 SLAB YIN y y y y PER FT YIN y y y y REBARS per "b" NB 2.00 1.00 1.00 1.00 0 REBAR # 7 7 7 7 REBAR SPACING IN @ 18.00 18.00 18.00 18.00 REBAR LAYERS OR 2 2 2 2 EFFECTIVE DEPTH FACTOR Pl 0.85 0.85 0.85 0.85 FLEXURE STRENGTH REDUCTION FACTOR ci, 0.9 0.9 0.9 0.9 LOAD FACTOR @ MOMENT, UNFACTORED K-FT/FT Mo 17.45 15.59 11.72 10.71 MOMENT FACTORED K-FT/FT Mu 17.45 15.59 11.72 10.71 CLEAR TO BARS (INCL PERP. REINF) a' 4.5 OK 3.5 OK 4.5 OK 3.5 OK TO BAR CL IN a 4.9375 3.9375 4.9375 3.9375 EFECTIVE SECTION DEPTH d 31.06 32.06 31 .06 32.06 (b'd)"0.85"f'c'fy k1 15.8 16.4 15.8 16.4 (Mu'12000)'1.7'f'c'b/(¢'fy2) k2 3.955 3.534 2.657 2.428 REINF. REQ'D BY DESIGN k1 -(k12-k2)0·5 IN2/FT AS 0.13 0.11 0.08 0.07 SHRINKAGE/TEMPERATURE FACTOR KST 18 18 18 18 KST/104'b'd/nR IN2/B Asrmin 0.26 0.26 0.26 0.26 (200/fy)'b'd IN2 Asam"' 1.24 1.28 1.24 1.28 3f'c0·5/fy' As IN2 Ase, 0.10 0.10 0.10 0.10 1.333'As IN2 min Ase 0.17 0.14 0.11 0.10 IN2 ASm"' 0.13 0.11 0.11 0.10 REBARS PER FT 0.67 0.67 0.67 0.67 IN @S 18 18 18 18 REINFORCEMENT ACTUAL IN2/b AS 0.40 0.40 0.40 0.40 REINFORCEMENT RATIO p 0.11% OK 0.10% OK 0.11% OK 0.10% OK 0.75'Pe•c PMAX 1.60% 1.60% 1.60% 1.60% REINFORCEMENT DEMAND IN2 Arq 0.26 0.26 0.26 0.26 UTILIZATION ¾ 65¾ OK 65% OK 65% OK 65% OK RUPTURE OF UNREINFORCED CONCRETE@ "b" UNREINFORCED SECTION MODULUS bcf/6 IN3 Sc 2,592 2,592 2,592 2,592 STRENGTH 0.60'Sc • 7.5'(f'c)"2 K-FT MR 53.2 53.2 53.2 53.2 < Mu <MU <MU <MU U/ROK U/ROK U/ROK U/ROK SHEAR, ONE-WAY STRENGTH REDUCTION FACTOR 9 0.75 0.75 0.75 0.75 @ Demand: SHEAR, FACTORED K Vu 10.44 10.44 5.52 5.52 ¢ 2(f'c) 112'b'd K cj)Vc 30.6 31.6 30.6 31.6 UTILIZATION 34% OK 33% OK 18% OK 17% OK 8.9 overturning tpad:=36 in Ia.o.k pad thickness Ex.rnoo:=24.2 kiph.-:g.tsoo:=6.42 ft+tpaa=9.42 ft Mori ==Ex.1soo. hcg.1soo = 227.964 kip. ft Vaporizer Ex.vap:=l.29 kip hcg.l50o:=8.5 ft+t11ad.=ll.5 ft MOT2 ==Ecr:.vav•h cg.l500= 14.835 kip• ft Lwall := 77.34 ft H wall:= 18 ft qwall := 78 psf Wwall := Lwa11 • H'IJJall • Qwall = 108.585 kip CSH:=0.121 Ecr:.w :=Wwau•CSH=l3.l39 kip ( Hwall ) . Mora==E x.w • -2-+tpad. =157.666 kip•ft Mor== 2 •Mor1 + 2 •MoT2 + M 0 r3 = 643.264 kip· ft WJ0tmdation:=56 ft•l6.67 ft•tpad•l45 pcf=406.08l kip assume foundation only resists overturning (conservative) MR== W foundation • 16.67 ft = (3.385 • 103) kip• ft 2 MR SF:=--=5.262 >> 1.25 OK! lvlor Slid.ing µ:=0.3 Fo== 2 •Ex.l500 + 2 •Ex.vap+E:c.w =64.119 kip FR==µ• W foundation= 121.824 kip FR SF:=-= 1.9 >1.25 OK! Fn 8.10 Created with PTC Mathcad Express. See www.mathcad.com for more information. S. Gordn Slrucllxal Design & eng,-,ng Services (SGE) www.sgeoonsijt>ng.can Tel. (949) 552-5244 SEISMIC FORCES PARAMETER RISK CATEGORY HEIGHT REDUNDANCY FACTOR REDUCED SOS APPLICABLE? STRUClURAL IRREGULARITIES HEIGHT PERIOD REDUNDANCY SITE CLASS RISK CATEGORY SITE CLASS SEIS. DESIGN CATEGORY REDUCED VALUE PERIOD, LONG-PERIOD TRANS FUNDAME"1TAL PERIOD SITE-SPEC GROUND MOTION PROCEDURE REQUIRED FOR SITE CLASS GIVEN? AS FOR A STRUCTURE (CHAPTER 12) AS FOR A NON-BUILDING STRUClURE (CHAPTER 15) AS FOR NON-STRUCTURAL COMPONENT (CHAPTER 13) s~ SYa.BOL IP R Z/H AP RP Al"AX H CT X ss S1 FA FV SMS SM1 sos SD1 TL T TO TS 1.5TS KSD1 KSD2 KSD3 D E F cs cs cs EH/W EV/W Veratm Materials 0~ U2.2.xlsm 611122 SEISMIC FORMULA OR COl!aENT UNITS VALUE ? SUPPL REFERENCE (ASCE 7-16 UNO) SEISMIC DESIGN PARAMETERS 2 IBL. 11.6-1, -2 OK TBL 1.5-2 3 () AT GRADE 25 TI!L 13.6-1 3 TBL 13.6-1 0 13.3-4 STRUCTURE DESIGN PARAMETERS FT 12.00 I TBL 12.8-2 0.,,2 0 75 r=1,0 FOR EQUIPME"1T 1.00 12,3.4 PRESE"1TYIN y HsFIVE STORIES (50 FT) y Ts0.5 SEC y NO REDUCTION 12.8.1.3 r•1.0 y A,B,C,D y 1 OR2 y SITE DATA@ COORDINATES 33.118212. -111.2831136 1.004 0 0.365 D D I ''01) Tfll 1 •1 1 Y.15 lfil. 4 1.4¥2 FA"SS 1.205 11.4-1 FV"S1 0.706 11.4-2 (2/3)"SMS 0 803 11.4-3 NIA 0.803 12.8.1.3 (213)"SM1 0.471 11.4-4 SEC 8 0 cT•HAx SEC 0.13 12.8-7 o.2·so11sos SEC 0.12 < 0 13 SO1/SDS SEC 0.59 0.13 0.879 1.00 I 1.00 11.4.8 1.00 KSDtl USED NO 11.4.8 EXEMPTIO NS SEISMIC COEFFICIENTS APPL! CABLE YIN y 15.4.1 SOS/(Rll)"KSD1 0.268 MIN 12.8-2 SD1/T/(Rll)"KSD2 1.217 MAX 12.8-3 SD1 "TV[T'(R/I)) • KSD3 9.737 MAX 12.8-4 0_044•I·sos 0.035 12.8-5 0.5"51/(R/I) N/A MIN 12.8-6 2 0 01 12.8-5 ., 0.268 12.8-1 APPLICABLE YIN y 0_044•1·sos 0.035 2 0 03 15.4-1 0.8"S11(RII) NIA 15.4-2 o.3•sos·1 NIA 15.4-5 0.035 APPLICABLE YIN N 13.1,5 0.4 • AP"SOS"(1 +2"2/H).l(RP/I P) NIA 13.3-1 (Al"AX)"APl(RP/IP) NIA 13.3-4 s1,5·sos·1P N/A 13.3-2 20.3"SDS"IP NIA 13.3-3 N/A I IJU'D B!J CSw.x I 0.268 9.3 o.2·sos 0.161 9 12.4-48 9.1 s. Goran Structcral Design & 1:ng,,-,ng Services (SGE) www.sgeccnsUting.ccm Tel. (949) 552-5244 WIND LOAD PARAMETER RISK CATEGORY HEIGHT OF STRUCTURE FUNDAMENTAL PERIOD FUNDAMENTAL FREQUENCY BASIC WIND SPEED EXPOSURE CATEGORY DIRECTIONALITY FACTOR SITE FACTOR TERRAIN EXPOSURE CONSTANTS GROUND ELEVATION FACTOR VELOCITY PRESSURE EXPOSURE COEFFICIENT ATZS 15' ATH VELOCITY PRESSURE AT Zs 15' ATH Ii WIND SYMBOL I FORMULA OR CO-NT H T f 1/T, f~1 WIND RIGID V KO KZT CHECK TOPO -FLAT SITE ZG KE 2.01'(Z/ZG)2/a, Z>=15FT KZ oz 0.00256'KZ"KZT'KD·Ke·v2 9.2 Versum Materials D~ LL2.2.xlsm 6/1/22 UNITS VALUE ? SUPPL REFERENCE {ASCE 7-16 UNO) 2 TBL. 1.5-2 0 FT 12 SEC 0.13 SEE SEISMIC HZ 7.76 26.2 MPH 96 SEE MAP B 26.7.3 0.85 TBL. 26.6-1 1 00 26.8.2 7 ,~L 26.11- 1200 1.00 26.9 TBL. 26.10-1 0.575 100% 0.575 100% PSF 12 e 26.10-1 12 II Sheet S. Gordin Structural Design & . Engineering Services (SGE) Versum Materials D3-CMU Comp.xlsm Irvine CA East Wall Tel. (949) 552-5244 51271'12 CMU Wall Forces ITEM SYMBOL COMMENT OR UNITS FORMULA Wall Properties Nominal Thickness Tw IN 8.00 Grout at sg IN 8.00 Weight of wall Ww psf 75.00 Height of Wall Hw FT 12.00 Seismic Seismic Coefficient Horizontal CSH LRFD 0.268 0 ASD 0.191 Vertical csv LRFD 0.161 ASD 0.115 0 ASD Seismic Force Eh CSH*Ww PSF 14.36 Ev CSV*Ww PSF 8.63 Wind Wind Pressure Q PSF 12.00 e G 0.85 QG LRFD PSF 10.20 ASD PSF 6.12 ASCE7-16 Fig. 29.3-1 Wall Parameter B FT 18.00 H FT 12.00 s FT 12.00 s/H 1.00 B/s 1.50 CF Case A & Case B 8/s Interpolation 1.00 1.50 2 s/H 1.00 1.45 1.43 1.40 Case A/B CF CF1 1.43 Case C is Not Applicable Force Reduction Factor R2 ASCE7-16 Fig. 29.3-1 Note 4 NIA Bis 3.00 NIA 4.00 0 to s N/A N/A N/A s to 2s N/A NIA NIA 2s to 3s NIA NIA NIA Case C CF CF2 Maximum 0.00 Reduced CF CFR CF*R2 NIA CF Maximum Value 1.43 Wind force on Wall Ww CF*QG PSF 8.72 Center of Force Hcg 0.5H+0.05H FT 6.60 8 Hcg/0.SH 1. 10 Equivalent Wind Pressure Weq Ww*Hcg/0.SH PSF 9.59 Minimum Wind Pressure Wmin 9.3 PSF 10.00 >=10PSF. OK .. . . S. Gordin Structural Design & Engineering Services (SGE) Irvine CA Tel. (949) 552-5244 ITEM Wall Properties Nominal Thickness Grout at Weight of wall Height of Wall Seismic Seismic Coefficient Horizontal Vertical ASD Seismic Force Wind Wind Pressure Wall Parameter Interpolation s/H Case NB CF Force Reduction Factor Case C CF Reduced CF Wind force on Wall Center of Force Equivalent Wind Pressure Minimum Wind Pressure SYMBOL Tw sg Ww Hw CSH csv Eh Ev Q G QG B H s s/H B/s 1.00 CF1 R2 0 to s s to 2s 2s to 3s CF2 CFR CF Ww Hcg Hcg/0.SH Weq Wmin CMU Wall Forces COMMENT OR FORMULA LRFD ASD LRFD ASD CSH*Ww CSV*Ww LRFD ASD ASCE7-16 Fig. 29.3-1 CF Case A & Case B B/s Case C ASCE7-16 Fig. 29.3-1 Note 4 Bis Maximum CF*R2 Maximum Value CF*QG 0.5H+0.05H Ww"Hcg/0.5H 9.4 4.00 1.35 4.00 2.90 1.90 1.30 UNITS IN IN psf FT PSF PSF PSF PSF PSF FT FT FT 4.24 1.35 1.35 4.24 2.95 1.92 1.34 2.95 PSF FT PSF PSF Sheet Versum Materials D3-CMU Comp.xlsm South Wall 5/27/22 8.00 32.00 52.00 12.00 0.268 0 0.191 0.161 0.115 e 9.95 5.98 12.00 (0 0.85 10.20 6.12 50.83 12.00 12.00 1.00 4.24 5 1.35 0.80 5.00 3.10 2.00 1.45 2.36 2.36 14.43 6.60 e 1.10 15.87 15.87 >=10PSF. OK . . FEA Model for Wall & Foundation Design East Wall 18ftlong (N) Tank: 11 ,000-Gallon LIN East & South Walls 12 ft tall (N) Concrete Pad 24" Thick r-------- Soil springs Compression only 50pci 9.5 Nodal loads I Node I N074 Service case E+Y N720 Plate Loads, Uniform I Plate Wa11East355 Wa11East357 Wa11South848 Wa11South848 E+X VisualAnalysis 20.00.0001, Advanced www.iesweb.com SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \ \Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 -v2. vap May 26, 2022 1:26 PM Type & Direction Force Y Force X Magnitude 3.10 K 6.42 K Predefined Load N.A. N.A. Service case Magnitude Predefined Load W+X 10.00 psf N.A. E+X 14.36 psf N.A. E+Y -10.53 psf N.A. W+Y -15.87 psf N.A. (3:3 9.6 Page 1 of 1 . . I Result Cases Name 0.9D+0.9D(Ice/Full)+EX+EZ 0.9O+0.9D(Ice/Full)+EX·EZ 0.90+0. 9D(Ice/Full)+EY +EZ 0.9O+0.9D(Ice/Full)+EY·EZ 0.9O+0.9D(Ice/Full)·EX+EZ 0. 90+0. 9D(Ice/Full)·EX-EZ 0.9D+0.9D(Ice/Full)·EY+EZ 0.9D+0.9D(Ice/Full)·EY·EZ 0.9D+wWX 0.9D+wWY 0.9O-wWX 0.9O-wWY D D+D(Ice/Full) D+D(Ice/Full)+EX+EZ D+D(Ice/Full)+EX·EZ D+D(Ice/Full)+EY+EZ D+D(Ice/Full)+EY·EZ D+D(Ice/Full)+wWX D+D(Ice/Full)+wWY D+D(Ice/Full)·EX + EZ D+D(Ice/Full)-EX·EZ D+D(Ice/Full)-EY+EZ D+D(Ice/Full)-EY-EZ D+D(Ice/Full)-wWX D+D(Ice/Full)-wWY VisualAnalysis 20.00.0001, Advanced www.iesweb.com ID 3 2 4 5 6 7 8 9 49 S1 50 52 1 36 37 38 39 40 41 42 43 44 45 46 47 48 SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \ \Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 • v2. vap June 1, 2022 3:53 PM Design Checks Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) No Design Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) Allowable (ASD) 9.7 Page 1 of 1 . . Result Cases I Name 0.9D+0.9D(Ice/Full)+ 1.4EX+ 1.4EZ 0. 9D+O. 9D(Ice/Full)+ 1.4EX-l. 4EZ 0.9D+0.9D(Ice/Full)+ l.4EY+ 1.4EZ 0.9D+0.9D(Ice/Full)+ l.4EY-l.4EZ 0. 9D+O. 9D(Ice/Full)-l .4EX + l .4EZ 0.9D+O .9D(Ice/Full)-l .4EX-l.4EZ 0.9D+0.9D(Ice/Full)· l.4EY+ 1.4EZ 0 .9D+O. 9D(Ice/Full)-1.4EY • l.4EZ 0.9D+l.6WX 0.9D+l.6WY 0.9D·l.6WX 0.9D-1.6WY 1.2D+ 1.20(Ice/Full)+ 1.4EX+ 1.4EZ 1.20+ 1.2D(Ice/Full)+ l.4EX-l.4EZ 1.20+ 1.20(Ice/Full)+ l.4EY + l.4EZ 1.20+ 1.2D(Ice/Full)+ 1.4EY-l.4EZ 1.2D+ 1.2D(Ice/Full)+ 1.6WX 1.2D+ l.2D(Ice/Full)+ l.6WY 1.2D+ 1.2D(Ice/Full)-1.4EX+ 1.4EZ 1.2D+ 1.2D(Ice/Full)-1.4EX-l.4EZ 1.2D+ 1.2D(Ice/Full)-1.4EY+ 1.4EZ 1.20+ l.2D(Ice/Full)-1.4EY-l.4EZ 1.20+ 1.2D(Ice/Full)· l.6WX 1.2D+ 1.2D(Ice/Full)-1.6WY 1.40 1.4D+ 1.4D(Ice/Full) VisualAnalysis 20.00.0001, Advanced www.lesweb.com SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\ ... \ Versum Materials D3 -v2. vap June 1, 2022 3:54 PM ID Design Checks 10 Strength (LRFD) 11 Strength (LRFD) 12 Strength (LRFD) 13 Strength (LRFD) 14 Strength (LRFD) 15 Strength (LRFD) 16 Strength (LRFD) 17 Strength (LRFD) 18 Strength (LRFD) 19 Strength (LRFD) 20 Strength (LRFD) 21 Strength (LRFD) 22 Strength (LRFD) 23 Strength (LRFD) 24 Strength (LRFD) 25 Strength (LRFD) 26 Strength (LRFD) 27 Strength (LRFD) 28 Strength (LRFD) 29 Strength (LRFD) 30 Strength (LRFD) 31 Strength (LRFD) 32 Strength (LRFD) 33 Strength (LRFD) 34 Strength (LRFD) 35 Strength (LRFD) 9.8 Page 1 of 1 . . . . Plate Global Forces, Detailed I ~te I WallEastl WallEastl Wa11East44 Wa11East44 ----- VisualAnalysis 20.00.0001, Advanced www.lesweb.com SGE CONSULTING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 -v2. vap May 26, 2022 1:31 PM Result case 0.90+0.90(Ice/Full)+ 1.4EX+ 1.4EZ 1.20+ 1.20(Ice/Full)-1.4EX-1.4EZ 0.90+0.90(Ice/Full)-1.4EX+ 1.4EZ 1.20+ 1.20(Ice/Full)+ 1.4EX-l .4EZ 9.9 Location NO NO N019 N019 MZ vz ft-K/ft K/ft -0.94 0.66 0.86 -0.71 1.39 -0.38 -1.54 0.45 8 Page 1 of 1 m Sheet • . S. Gordin Structural Design & Engineering Services (SGE) Versum D3-CMU Design 5.xlsm Irvine CA Wall SOLID Tel. (949) 552-5244 5/27/'22 CMU WALL DESIGN: SOLID GROUTED, OUT-OF-PLANE REFERENCE TMS402/602 2 REINFORCED MASONRY ENGINEERING HANDBOOK ITEM I REF# I FORMULA I DESIG I UNIT STEM# I East I I LOADS SHEAR V K/FT 0.71 e MOMENT M K-FT/FT 1.54 VERTICAL N K/FT 0.00 CMU fin' PSI 1,500 KE 900 UNIT WIDTH NOMINAL dn IN 8 UNIT WIDTH ACTUAL d1 IN 7.625 FACE SHELL THICKNESS TF IN 1.25 REINFORCEMENT Fs KSI 32,000 REBAR PLACEMENT C=CENTER, E=EDGE E REBAR # 5 SPACING s IN 8 AREA As IN2 0.307 CLEAR TO REBAR, MIN CL IN 0.500 REBAR PLACEMENT TOLERANCE TL IN 0.5 DESIGN REBAR LOCATION d IN 5,0625 TF/d kt 0.247 LOADS, TRIBUTARY TO REBAR SHEAR V-S VR K 0.47 MOMENT M'S MR K-FT 1.03 VERTICAL N'S NR K 0.000 DESIGN PARAMETERS I KE'fm Em KSI 1,350 0.45'fln' Fb KSI 0.675 Es/Em n 21.48 As/(d'S) ro 0.0076 n•ro n1 0.1627 LOCATION OF NEUTRAL AXIS (n12+2n1\1"-n1 k 0.431 kd IN 2.179 1-k/3 0.856 MOMENT CAPACITY COMPRESSION IN MASONRY Fb'k'i'S'd2/2 MM FT-K 2.126 TENSION IN STEEL Fs'ro'i'S'd' MS FT-K 3.547 MINIMUM MMIN FT-K 2.126 OK STRESS STRESS, STEEL Mllro'i'S'd'\ fs PSI 9,261 29% OK STRESS, MASONRY 2Mllk'i'S'd'\ fin PSI 326 0K 48% SHEAR CAPACITY EFFECTIVE SHEAR AREA d'S AN IN2 40.50 MllV-d\~1 kv 1.00 1-~26 0.51( 4-1.75kv\f mos+0.25NR/An1 Fvm KSI 44 2'fm05 KSI 77 ALOWABLE SHEAR STRESS MIN(Fvm) KSI 44 ACTUAL SHEAR STRESS VR/As fv PSI 12 OK 27% REINFORCEMENT RATIO, MINIMUM ALONG SPAN RM 0.0013 ACROSS SPAN 0.0007 ACROSS SPAN, REBAR # 4 ACROSS SPAN, REBAR SPACING ST IN 32 RATIO, ACTUAL ALONG SPAN AS/{d'S) RL 0.00503 OK ACROSS SPAN AST/(d'ST) RT 0.0008 OK 9.10 . . I Plate Global Forces, Detailed Plate I Wa11South2 Wa11South2 Wa11South2 Wa11South2 Wa11South62 VisualAnalysis 20.00.0001, Advanced www.iesweb.com Result case 0.9D+l.6WY 0.9D-1.6WY 1.2D+ 1.2D(Ice/Full)+ l.6WY 1.20+ l.2D(Ice/Full)· l.6WY 1.2D+ 1.2D(Ice/Full)· 1.6WY SGE CONSULTING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \ \Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 -v2. vap May 26, 2022 1:41 PM I _( Location MZ vz MX I vx ft-K/ft K/ft ft-K/ft K/ft N971 1.73 -0.42 0.52• -0.24 Pad3 -1.74 0.38 -0.48 0.13 Pad3 1.78 -0.41 0.54 -0.21 N971 ·1.70 0.38 -0.47 0.16 N1051 -1.64 0.38 -0.42 0.00 8 8 9.11 Page 1 of 1 • I I S. Gordin Structural Desig, & Engineering Services (SGE) Irvine CA Tel. (949) 5.52-5244 CMU WALL DESIGN : PARTIALLY GROUTED, OUT-OF-PLANE REFERENCE 1 TMS402/602 2 REINFORCED MASONRY ENGINEERING HANDBOOK ITEM I REF# I FORMULA I DESIG I UNIT LOADS SHEAR V K/FT MOMENT M K-FT/FT VERTICAL N K/FT CMU fm' PSI KE UNIT WIDTH NOMINAL dn IN UNIT WIDTH ACTUAL d1 IN FACE SHELL THICKNESS TF IN RBNFORCEMENT Fs KSI REBAR PLACEMENT C=CENTER, E=EDGE REBAR # SPACING s IN AREA As IN2 CLEAR TO REBAR, MIN CL IN REBAR PLACEMENT TOLERANCE TL IN DESIGN REBAR LOCATION d IN TF/d kt LOADS, TRIBUTARY TO REBAR SHEAR V'S VR K MOMENT M'S MR K-FT VERTICAL N'S NR K DESIGN PARAMETERS KE"fm Em KSI 0.45'fm' Fb KSI Es/Em n 0 As/(d'S) ro n*ro n1 LOCATION OF NEUTRAL AXIS 2-P148 (n1+0.5kt2)/(n1+kt) k kd IN 2-P148 1-0.5'kl j MOMENT CAPACrrY COMPRESSION IN MASONRY Fb'(2-kVk)'S'TF'(d-TF/2) MM FT-K TENSION IN STEEL Fs'ro·1•s•cf MS FT-K MINIMUM MMIN FT-K STRESS, STEEL Fs'MS/MR fs PSI STRESS, MASONRY Fm"MM/MR fm PSI SHEAR CAPACITY EFF SHEAR AREA (ONE CELL) d'8" AC IN2 EFF AREA FOR VERTICAL (CONSERV) d'S AN1 IN2 MIIV'd\s1 kv 1-8-26 0.5114-1. 75kv\f m0'+0.25N RIAN 1 Fvm KSI 2·rm0~ KSI ALOWABLE SHEAR STRESS 1-8.3.5 MIN(Fvm)/0.75 KSI ACTUAL SHEAR STRESS VR/AC fv PSI REINFORCEMENT RATIO, MINIMUM ALONG SPAN RM ACROSS SPAN ACROSS SPAN, REBAR # ACROSS SPAN, REBAR SPACING ST IN RATIO, ACTUAL ALONG SPAN AS/(d'S) RL ACROSS SPAN AST/(d'ST) RT 9.12 Sheet Versum DJ-CMU Desig,5.xlsm Wall PARTIAL 5127/Zl. STEM# South (Vertical) South (Top) ~rth ( Hor17ontal) 042 0.20 0.24 1.78 0.45 0.54 0.00 0.00 0.00 1,500 1,500 1,500 000 Q(X) fl()() 8 8 8 7.625 7.625 7.625 1.25 1.25 1.25 32.000 32,000 32,i'XX) E E C 7.1 5 5 32 32 32 0.619 0.307 0.307 0.500 0.500 0.500 0,5 0.5 0.5 4.93125 5.0625 3.3125 0.253 0.247 0.3n 1.12 0.53 064 4.75 1.20 1.44 0.000 0.000 0.000 1,350 1,350 1,350 0.675 0.675 0.675 21.48 21.48 21.48 0.0039 0.0019 0.0029 0.0842 0.0407 0.0622 0.345 0.247 0.303 1.699 1.253 1.005 0.873 0.877 0.811 6.125 5.003 2.287 7.104 3.630 2.199 6.125 OK 3.630 OK 2.199 OK 21,382 10,577 20.958 67% OK 33% OK 65% OK 523 0K 162 OK 425 OK 78% 24% 63% 61.00 61.00 61.00 244.00 244.00 244.00 1.00 1.00 1.00 44 44 44 n 77 n 58 58 58 18 OK 90K 10 OK 32% 15% 18% 0.0013 00013 0.001;-J 0.0007 00007 0.0007 4 5 5 32 32 32 0.0025 OK 0.0013 OK 0.0013 OK 0.0008 OK 0.0013 OK 0.0013 OK . . . . I Plate Bearing Pressures Plate P89 P774 P845 P862 P901 VisualAnalysis 20.00.0001, Advanced www.iesweb.com Result case D+D(Ice/Full) D D D D SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 -v2. vap May 26, 2022 1:42 PM 'I Location Bearing Pressure psf Pad2 794.53 N464 251.53 N464 251.53 N464 251.53 N464 251.53 < 2000 psf ok 10.1 Page 1 of 1 Plate Bearing Pressures Plate P89 P774 P845 P862 P901 VisualAnalysis 20.00.0001, Advanced www.iesweb.com Result case D+D(Ice/Full)+EY-EZ 0.9D+wWY 0.9D+wWY 0.9D+wWY 0.9D+wWY SGE CONSULTING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 -v2. vap May 26, 2022 1:43 PM Location Bearing Pressure psf Pad2 944.35 N464 183.69 N464 183.69 N464 183.69 N464 183.69 < 2000 psf ok 10.2 Page 1 of 1 . . Plate Global Forces, Detailed I ~ I_ ExtremeShear2 ExtremeShear8 P266 P316 VisualAnalysis 20.00.0001, Advanced www.iesweb.com SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \\Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 -v2. vap May 26, 2022 1:48 PM Result Case 1.20+ 1.2D(Ice/Full)-1.4EY-1.4EZ 1.2D+ l.2D(Ice/Full)-1AEY-1.4EZ 1.4D+ 1.4D(I ce/Full) 0.9D+l.6WY 10.3 Location Tank4 Tank4 N214 N198 I' I I MX I MY ft-K/ft ft-K/ft -12.96 -15,78 -16,53 -8.53 18.01 0.65 0.14 11.31 e Page 1 of 1 • -. Plate Global Forces, Detailed Plate Pl19 Pl19 Pl19 P390 P390 P390 P842 P842 P842 P1491 P1491 P1491 VisualAnalysis 20.00.0001, Advanced www.iesweb.com Result case 1.20+ 1.2D(Ice/Full)-1.4EY-1.4EZ 1.2D+ l .2D(Ice/Full)-1. 4EY-1. 4EZ 1.2D+ l.2D(Ice/Full)-l.4EY-l.4EZ 1.2D+ l.20(Ice/Full)+ l.4EY-l.4EZ 1.20+ 1.2D(Ice/Full)+ 1.4EY-l.4EZ 1.2D+ 1.2D(Ice/Full)+ 1.4EY-l.4EZ 1.20+ l .20(Ice/Full)-1.4EY-1.4EZ 1.20+ 1.2D(Ice/Full)-1.4EY-1.4EZ 1.2D+ 1.2D(Ice/Full)-1.4EY-1.4EZ 1.2D+ 1.2D(Ice/Full)+ 1.6WY 1.2D+ 1.20(Ice/Full)+ 1.6WY 1.20+ 1.2D(Ice/Full)+ l.6WY SGE CONSUL TING STRUCTURAL ENGINEERS STEVE GORDIN, PH.D., S.E. \ \Mac\Home\SGE Dropbox\Documents\ ... \Versum Materials D3 -v2. vap May 26, 2022 1:49 PM Location vx VY K/ft K/ft N127 -7.67 -1.25 N128 -7.67 -1.25 Nl40 -7.67 -1.25 N106 0.33 6.53 N107 0.33 6.53 N162 0.33 6.53 N445 -0.69 -7.64 N446 -0.69 -7,64 N461 -0.69 -7.64 N198 6.36 1.75 N1252 6.36 1.75 Pad6 6.36 1.75 e 10.4 Page 1 of 1 • • S. Gorcin Struc1ural Design & Ve,sum D3 • RMB.O.xlsm Engineerirg Services (SGE) Pad Irvine CA 611122 Tel. (949) 552.5244 TOP REINF y ~----b X I BTTM REINF d1 AS a REBAR ORIENTATION & LOCATI ON DESCRIPTION FORMULA UNIT X y BTTM TOP BTTM TOP CONCRETE SECTION WIDTH IN b 12.0 12.00 12.00 12.00 0 SECTION DEPTH IN d1 24.0 24.00 24.00 24.00 CONCRETE STRENGTH PSI fc' 2,500 2,500 2,500 2,500 REINFORCEMENT PSI t, 60,000 60,000 60000 60000 SLAB YIN y y y y PER FT YIN y y y y REBARS per "b" NB 1.00 1.00 1.00 1.00 0 REBAR # 6 6 6 6 REBAR SPACING IN @ 18.00 18.00 18.00 18.00 REBAR LAYERS "" 2 2 2 2 EFFECTIVE DEPTH FACTOR Pl 0.85 0.85 0.85 0.85 FLEXURE STRENGTH REDUCTION FACTOR ♦ 0.9 0.9 0.9 0.9 LOAD FACTOR 1 @ MOMENT, UNFACTORED K-FT/FT Mt, 16.55 18.00 15.80 11.30 MOMENT FACTORED K-FT/FT M., 16.55 18.00 15.80 11.30 CLEAR TO BARS (INCL PERP. REINF) a' 4.25 OK 3.25 OK 4.25 OK 3.25 OK TO BAR CL IN a 4.625 3.625 4.625 3.625 EFECTIVE SECTION DEPTH d 19.38 20.38 19.38 20.38 (b'd)"0.85"f'clfy k1 8.2 8.7 8.2 8.7 (Mu' 12000t1. 7'f'c'b/(♦'fy2) k2 3.126 3.400 2.984 2.134 REINF. REQ'D BY DESIGN k1 • (k12-k2)"5 IN2/FT AS 0.19 0.20 0.18 0.12 SHRINKAGE/TEMPERA TlJRE FACTOR KST 18 18 18 18 KST/104'b'dlnR IN2/B Asr"MI 0.26 0.26 0.26 0.26 (200/fy)'b'd IN2 Ase'"" 0.78 0.82 0.78 0.82 3f'c"5Ity• As IN2 Ase, 0.06 0.06 0.06 0.06 1.333'As IN2 ""' Asa 0.26 0.26 0.24 0.17 IN2 AS""' 0.19 0.20 0.18 0.12 REBARS PER FT 0.67 0.67 0.67 0.67 IN @S 18 18 18 18 REINFORCEMENT ACTUAL IN'/b AS 0.29 0.29 0.29 0.29 REINFORCEMENT RATIO p 0.13% OK 0.12% OK 0.13% OK 0.12% OK 0.75'PeAL PMAX 1.34% 1.34% 1.34% 1.34% REINFORCEMENT DEMAND IN2 Arq 0.26 0.26 0.26 0.26 UTILIZATION % 88% OK 88% OK 88% OK 88% OK RUPTURE OF UNREINFORCED CONCRETE @ "b" UNREINFORCED SECTION MODULUS bd2/6 1N3 Sc 1,152 1.152 1,152 1,152 STRENGTH 0.60"Sc • 7.5"(rc)'12 K-FT MR 21.6 21.6 21.6 21.6 < Mu < Mu < Mu < Mu U/ROK U/ROK UIROK U/R OK SHEAR, ONE-WAY STRENGTH REDUCTION FACTOR ♦ 0.75 0.75 0.75 0.75 s Demand: SHEAR, FACTORED K Vu 7.70 7.70 7.70 7.70 ♦ 2(f'c)112"b'd K ♦Ve 17.4 18.3 17.4 18.3 UTILIZATION 44•1. OK 42°/, OK 449/o OK 42°/. OK 10.5 •• ij Sheet S. Gordin Structural Design & Engineering Services (SGE) Versum Materials D2 -CMU Comp.xlsm Irvine CA Containment Wall Tel. (949) 552-5244 6/30/21 CMU Wall Forces ITEM SYMBOL COMMENT OR UNITS FORMULA Select Wall Thickness Tw IN 8.00 Grout at sg Solid Grouted IN 8.00 Weight of wall Ww psi 83.00 Seismic Seismic Coefficient 0 Horizontal CSH LRFD 0.268 ASD 0.191 Vertical csv LRFD 0.161 ASD 0.1 15 ASD Seismic Force Eh CSH"Ww PSF 15.89 Ev csv·ww PSF 9.55 Wind 0 Wind Pressure Q PSF 12.00 G 0.85 QG LRFD PSF 10.20 ASD PSF 6.12 ASCE7-10 Fig. 29.4-1 Wall Parameter B FT 15.33 H FT 3.00 s FT 3.00 s/H 1.00 B/s 5.11 Return Corners Lr FT 0.00 Lr/s 1.00 0.00 2.00 Reduction Factor R1 0.75 1.00 0.60 CF Case A & Case B B/s Interpolation 5 5.11 10 s/H 1.00 1.35 1.35 1.3 CaseC Force Reduction Factor R2 0.80 B/s 5.00 5.11 6.00 Oto s 3.10 3.12 3.3 s to 2s 2 2.02 2.15 2s to 3s 1.45 1.46 1.55 CF Maximum Value, Conserve 3.12 Reduced CF CF CF•R2 2.50 No reduction if Case A and B Wind force on Wall Ww CF'QG PSF 15.29 Center of Force Hcg 0.5H+0.05H FT 1.65 Hcg/0.5H 1.10 Equivalent Wind Pressure Weq ww•Hcg/0.5H PSF 16.81 Wind Governs Wind Moment M Weq•WH/2 LB-FT/FT 75.66 e 11.1 . . Hydrostatic Pressure lbf lwater:=62.4 -. Jt3 hwau:=3 f t 1 . kip ~ V:=2 •P•hwa1i=0.281 ft ~ hwall . ft Mwall:=V•--=0.281 ktp•- 3 f t water density ( conserv) height of containment wall pressure on wall shear on wall moment on wall Created with PTC Mathcad Express 11 .2 vww .rnathcad.com for more information. -. • a; Sheet S. Gordin Structural Design & Engineering Services (SGE) Versum Materials -CMU Design5.xlsm Irvine CA -Wall Containment Tel. (949) 552-5244 6/30/21 CMU WALL DESIGN: SOLID GROUTED, OUT-OF-PLANE REFERENCE TMS402/602 2 REINFORCED MASONRY ENGINEERING HANDBOOK ITEM REF# FORMULA DESIG UNIT STEM# Containment LOADS +0) SHEAR V K/FT 0.45 MOMENT M K-FT/FT 1.04 VERTICAL N K/FT 0.00 CMU Im' PSI 1,500 KE 900 UNIT WIDTH NOMINAL dn IN 8 UNIT WIDTH ACTUAL d1 IN 7.625 FACE SHELL THICKNESS TF IN 1.25 REINFORCEMENT Fs KSI 32,000 REBAR PLACEMENT C=CENTER, E=EDGE C REBAR # 5 SPACING s IN 8 AREA As IN2 0.307 CLEAR TO REBAR, MIN CL IN 0.500 REBAR PLACEMENT TOLERANCE TL IN 0.5 DESIGN REBAR LOCATION d IN 3.3125 TF/d kt 0.3TT LOADS, TRIBUTARY TO REBAR SHEAR v·s VR K 0.30 MOMENT M•s MR K-FT 0.69 VERTICAL N•s NR K 0.000 DESIGN PARAMETERS KE·rm Em KSI 1,350 0.45·tm· Fb KSI 0.675 Es/Em n 21.48 As/(d.S) ro 0.0116 n•ro n1 0.2487 LOCATION OF NEUTRAL AXIS (n12+2n1)112-n1 k 0.499 kd IN 1.653 1-k/3 0.834 MOMENT CAPACITY COMPRESSION IN MASONRY Fb•k•j•s•d2/2 MM FT-K 1.027 TENSION IN STEEL Fs•ro•j•S•d2 MS FT-K 2.259 MINIMUM MMIN FT-K 1.027 OK STRESS STRESS.STEEL Ml(roTS•d2) fs PSI 9,821 31% OK STRESS, MASONRY 2M/(k'j•s•d2) fm PSI 456 OK 67% SHEAR CAPACITY EFFECTIVE SHEAR AREA d•s AN IN2 26.50 M/(V'd)s1 kv 1.00 1-8-26 0.5[(4-1.75kv)f'm0·5 +0.25NR/An1 Fvm KSI 44 2•f'mo.s KSI n ALOWABLE SHEAR STRESS MIN(Fvm) KSI 44 ACTUAL SHEAR STRESS VR/As fv PSI 11 OK 26% REINFORCEMENT RATIO, MINIMUM ALONG SPAN RM 0.0013 ACROSS SPAN 0.0007 ACROSS SPAN, REBAR # 4 ACROSS SPAN, REBAR SPACING ST IN 12 RATIO, ACTUAL ALONG SPAN AS/(d.S) RL 0.0050 OK ACROSS SPAN AST/(d.ST) RT 0.0022 OK 11.3 i = i i S • • ----------------------Hilti PROFIS Engineering 3.0.70 www.hlltl.com Company: Page: Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Jun 30, 2021 Date: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: HIT-HY 200 + Rebar A 615 Gr.60 #5 not available (element)/ 2022793 HIT-HY 200-R (adhesive) h0,.ae1 = 4.000 in. (h.,.~.,,. = -in.) ASTM A 615 GR.GO ESR-3187 41112020 I 31112022 Design Method ACI 318-08 / Chem Tuplift = (M*1.6)/(0.67*7.625") = 2.25 kip/ft Tanchor = Tuplift*8" = 2.52 kip cracked concrete, 2500, fc' = 2,500 psi; h = 36.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry 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] !!Design loads Sustained loads y Input data end results must be checked for conformity with the existing condItIons end for plaus1bihtyl PROFIS Eng1neenng ( c) 200~2021 H1IU AG, FL-9494 Schaan H1lt1 is a regostered Tredemarl< at Hilb AG. Schaen 11.4 7/1/2021 1:11-;;;1 Hilti PROFIS Engineering 3.0.70 www.hilti.com --------------------------------------------------~-------Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case I Concrete -Jun 30, 2021 Description Combination 1 Page: Specifier: E-Mail: Date: Forces [lb] / Moments (in.lb] N = 2,520; Vx = 450; Vy= O; Mx = O; My = O; Mz = O; Nsu, = O; M,,sus = O; My,sus = O; Input data and results must be checked for confoonity with the existing conditions and for plausibility! PROFIS Eng,neenng ( c) 2003-2021 Hilt, AG, FL-9494 Schaan Hilti is a registered Trademarl< of Hiltl AG, Schaan 11 .5 2 7/1/2021 Seismic Max. Util. Anchor [%] no 58 2 • i : i l S • • ----------------------Hilti PROFIS Engineering 3.0.70 www.hilti.com Company: Address: Phone I Fax: Page: Specifier: E-Mail: 3 I Design: Concrete -Jun 30, 2021 Fastening point: Date: 7/1/2021 2 Proof I Utilization (Governing Cases) Design values [lb) Utilization Loading Proof Load Capacity PN i llv [%) Status Tension Concrete Breakout Failure 2,520 4,420 58 /-OK Shear Pryout Strength (Concrete Breakout 450 9,520 -/ 5 OK Strength controls) Loading PN llv ,; Utilization IIN,v [%) Status Combined tension and shear loads 0.570 0.047 5/3 40 OK 3 Warnings Please consider all details and hints/Warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for ptausibillty! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan H1lti is a registered Trademar1< o1 Hilti AG, Schaan 3 11.6 C ,:,,s., ---------------------------------Hi It i PROFIS Engineering 3.0.70 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Jun 30, 2021 Date: 7/1/2021 Fastening point: 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. 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