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HomeMy WebLinkAbout1 LEGOLAND DR; ; CBC2021-0025; PermitPERMIT REPORT Commercial Permit Print Date: 02/16/2022 Job Address: 1 LEGOLAND DR, CARLSBAD, CA 92008-4610 (city of Carlsbad Permit No: CBC2021-0025 Status: Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2111000900 Valuation: $25,000.00 Occupancy Group: H-3 #of Dwelling Units: Bedrooms: Bathrooms: Project Title: Track#: Lot#: Project#: Plan#: Construction Type:11-B Orig. Plan Check#: Plan Check#: Applied: 01/28/2021 Issued: 04/21/2021 Fina led Close Out: 02/16/2022 Inspector: Final Inspection: TKers 01/07/2022 Description: LEGOLAND: FUEL TANK AND 370 SF ENCLOSURE AROUND AROUND THE TANK W/ ASSOCIATED ELECTRICAL Applicant: CHAMPION PERMITS TIM SEAMAN PO BOX 5955 CHULA VISTA, CA 91912 (619) 993-8846 FEE Property Owner: LEGOLAND CALIFORNIA LLC PO BOX 543185 DALLAS, TX 75354 SB1473 GREEN BUILDING STATE STANDARDS FEE BUILDING PLAN CHECK FEE (BLDG) STRONG MOTION-COMMERCIAL ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL BUILDING PERMIT FEE ($2000+) FIRE Aboveground Storage Tanks (First tank) MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL Total Fees: $1,231.62 Total Payments To Date: $1,231.62 Contractor: BACKS CONSTRUCTION INC 1602 FRONT ST SAN DIEGO, CA 92101-2920 (619) 713-2566 Balance Due: AMOUNT $1.00 $173.61 $7.00 $41.00 $248.01 $722.00 $39.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov l c:ity or c:,1rlslJacJ COMMERCIAL BUILDING PERMIT APPLICATION B-2 !•Ian rhed, ('6( ~✓C:1r✓ I ~') Job Address 1 Legoland Drive Est. Valut: Suitej~l-"2~ __ APN: 211-100-0900 lot#: Tenant Name:.;;L_ega:_o_l_al1d _____________ _ . DEJ DD Vear Built: _____ Occupancy· H-2 Construction Type· 11-B Fire Spnnklers:v,-no A/C: v•• no 11111H mq·mp·rn 11\1 or WOHi<: Fuel Storage Tank with 370 sq ft enclosure around the tank, with associated electrical D Additlon/New: __________ New SF and Use~ _________ New SF and Use, ----Deck SF, Patio Cover SF (not including flatwork) D 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:~/~ RMA: ~ /~, Panel Upgrade: 'v.;1,~ 0 Plumblng/Mechanlcal/Electrlcal Only: -------------------------- □ Other: 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. The person listed as the Applicant below will be the main point of contact throughout the permit proce5~. i>ROl'ERTV OWNER /\PPUCANT O PHOPEl!TY OWNERS AUTHOHIZED AGENT Name;logotand Name: nm Seaman Address: 1 Le9oland Drive Address: PO Box 5955 City: Carlsbad State: CA Zip: 92008 City: Chula Vista Phone: _______________ Phone: 619-993-8846 Email: Email: I I"" e DESIGN PROFESSIONAL APPLICANT 0 Name: JEFF KATZ Address: 6353 DEL CERRO BOULEVARD CONTRACTOR BUSINESS Name: Backs Con~truction lne Address: 1602 frent Strtiet State:~Zlp:_9_19_1_2 __ _ APPLICANT 0 City: SAN DIEGO State: CA Zip: 92120 Cltv: San o,ego State:_Cc...A __ .Zlp: 92101 Phone: 6 19-698-91 77 Phone: 611H1J.2sss Email: jett@jettkat7archjtecture.com Email: iweaver@ba0\&construct1on.com Architect State License: _ _.C..,0,_l,.,8"'2,.2,.3:,:_ _____ State license:_795_97_6 ____ ,Bus. License: 8los12,21ss 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of 2 Email: Building@carlsbadca.gov Rev. 06120 IDENTIFY WHO Wltl PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: {OPTION A): LICENSED CONTRACTOR DECLARATION: / hereby affirm under penalty of perjury that I om licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Busioess and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: O I have and wlll maintain a cenlflcate of c;onsent to self-Insure for workers' compensation pro\/ided by Section 3700 of the labor Code, for the performance of the work whkh this permit is issued, Policy No, ________________________ _ fiJ I have and will maintain worker's wmpensatlon, as required by Section 3700 of the labor Code, fur ttw perforrnam:e of the work for which this permit Is Issued. Mywort::ers· compensation insur,mLe L.i1cll':1 and policy number ,1re: lnauranc:eCompany Narno: State Cornoensation Insurance Fund Polley No. 19G27RG Expiration Date: c':.:11:::c:'.2~2 ________________ _ 0 certificate of Ekemptlon: 1 certify that in the pertmman(eof the work for which this permit Is Issued, I shall not emp!ov any perwn ln any manner so as to become subject to the worke,'!>' wrnpensatioo Laws of California, WARNING: f:aill,1re to secure' wo,kers rornpensadon c.ov.rap is unlawful and shall subject an @mployer to criminal penatties at1d dvU fines up to $100,000.00, in 11ddltlon the to the cost of compensation, damqet as provkled for In SecUon 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY. IF ANY: ! hereby affirm th&t there ha construction l~nding agency for the performance of the work this permit is i:'m1ed (Sec 3097 (i) Civil Code}. Lender's Name: _____________________ .Lender's Address: ________ ~----------- CONTRACTOR PRINT: Joseph Aw,,,., J• SIGN: ~,).Ac {}v ~DATE: ..:41:.;.1,;;.21 _____ _ (OPTION B): OWNER-BUILDER DECLARATION: I hereb1,1 affirm thct I om exempt from Contractor's license low for the follnwing FPU50W Oi, as owner ot the property or my employees with wages as their sole compemat:ion, will do the work and the structure_ ls 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 wo,k himself or through hb owi, (!mµloyees, provided that sueh lmprovements are not intended or offered for sale. If, however, the buUdlng or Improvement Is sotd within one vear of comptetion, the owner-builder w11! have the burden of pro..,lng that he dld not build or Improve for the putpow of sale). 0 l, as owner of the property, am e11dusively contracting wlth llcensed rnntradors to (.Onstrud the project (Set, 7044. Business and Professions Code: The Contractor's License law does not apply to an owner of property who bullds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the contractor's license taw). 0 I am eKempt under Business and ProfesstOfls Code Division J, Chapter 9, Article 3 for this reason: 0 "OwMr Builder acknowledgement and verlflrat!on form" has be~n filled out, signed and attached to this appliution. Pfoof of Identification attached. 0 Ownen "Authorlied Agent Form" has hePn filled out, sign&d and attached to this .1ppliution giving the agent authority to obtain the permit on the owner' behalf. Proof of identification attached. 8y mv signature below! ado:nowledge that, e1tcep! for mv per;-0nal re~dence in which I must have resided fo, at least one year prior to completion of the Improvements covered by thb oermlt, ! L,mnot legalli, s.ell a :structure that I have built o~ on owner-builder if It ha'!> not been tonsttutted in its entirety by lkcn¾'d contractors, I tmdmtond that o copy oJ the app/,robh' faw, 5ectlon 1044 oJ the HuSJness: oruJ ProJt!5Stof"/'i Lode, 11 avatJoble upon reqllt'st wnen ttm appttrot/on Is submitted orat the following Web site; http://www.legtrrfo,ca.gov/colaw.htmL OWNER PRINT: SIGN: ________ DATE: _____ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature befow, I certify that: I am the property owner or State of Califomla Licensed Contractor or authorized to ad on the property owner or contractor's behalf. I certify thot J have read lhe application and swte thac the above Information is correct and tha( the Information on the plans Is accurate. I agree to comply with of/ City ordinances and State lows relating to building construction. r hereby authorize representative of the City of Carlsbad to enter upQn the above mentioned property for inspectfon purposes. I ALSO AGREE TD SAVE, INDEMNIFY AND KEEP HARMLESS TTIE CIT\' OF DIRLSBAD AGAINST AH LIABILITIES, JUDGMENTS, COST. 'AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID Cl1Y IN CONSEQUENCE OF THE GRANTING Of THIS PERMIT. OS ermit 1s reqwred for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT: __ :;S.,_,,',.:.""'::..a.-':,_Qc..._·_-;.;..:.'_. ":..::..-SIGN: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760•602•2719 Fax; 760·602, B-2 Pag,, 2 ol 2 DATE: _•_1\,_J'_\.;..\.._'o.;.,.,.\ __ Email: Bvilding@carlsbadca.gov Rev. 08120 PERMIT INSPECTION HISTORY for (CBC2021-0025) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 01/28/2021 Owner: LEGOLAND CALIFORNIA LLC Issue Date: 04/21/2021 Subdivision: CARLSBAD TCT#94-09 UNIT#02 &amp; 03 Status: Closed -Finaled Expiration Date: 04/19/2022 Address: 1 LEGOLAND DR CARLSBAD, CA 92008-4610 IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date Checklist Item BLDG~Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLOG-Electrical Final COMMENTS BLDG~Fire Final Checklist Item 174155-2022 COMMENTS 31222 Inspection Primary Inspector Status Passed Felix Salcedo FIRE-Building Final Created inspection for testing purposes. Wednesday, February 16, 2022 Reinspection Inspection Passed Yes Yes Yes Yes Yes Passed Yes Complete Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2O21-OO25) Permit Type: BLDG-Commercial Application Date: 01/28/2021 Owner: LEGOLAND CALIFORNIA LLC Work Class: Tenant Improvement Issue Date: 04/21/2021 Subdivision: CARLSBAD TCT#94-09 UNIT#02 &amp; 03 Status: Closed -Finaled Expiration Date: 04/19/2022 Address: 1 LEGOLAND DR IVR Number: 31222 CARLSBAD, CA 92008-4610 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10/21/2021 10/21/2021 BLDG-81 Underground 169012-2021 Partial Pass Chris Renfro Reinspection Incomplete Combo(11, 12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on foundation for CMU walls, Yes ok to pour BLDG-11 Foundation-Ftg-Piers Yes (Rebar) BLDG-12 Steel-Bond Beam Yes BLDG-31 Yes Underground-Conduit Wiring 11/02/2021 11/02/2021 BLDG-44 169901-2021 Cancelled Chris Renfro Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-66 Grout 169791-2021 Cancelled Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Fire Final 169900-2021 Cancelled Felix Salcedo Re inspection Incomplete Checklist Item COMMENTS Passed FIRE-Building Final Created Inspection for testing purposes. Yes 01/04/2022 01/04/2022 BLDG-Final Inspection 173788-2022 Failed Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Please install proper emergency shut down No signage, vehicle bollards, and roof penetration sealant. Need to check with fire inspection to see if they need a final sign off. BLDG-Plumbing Final No BLOG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 01/07/2022 01/07/2022 BLDG-Final Inspection 174108-2022 Passed Chris Renfro Complete Wednesday, February 16, 2022 Page 1 of 2 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone: (858) 335-7643 www.0rie2.com Structural Calculations PROJECT: Legoland Fuel Tank (Project# 302.306-20 ) CLIENT: Jeff Katz Architecture DESIGNED BY: Orie2 -Structural Engineers ESY DATE: 1/11/21 CBC2021-0025 1 LEGOLAND DR LEGOLAND FUEL TANK AND 370 SF ENCLOSURE AROUND AROUND THE TANK WI ASSOCIATED ELECTRICAL 2111000900 1/28/2021 CBC2021-0025 11/13/2020 ATC Hazards by Location l\T( Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 1 Legoland Dr, Carlsbad, CA 92008, USA 33.1262496, -117.3119239 156 ft 2020-11-13T21 :09:09.9712 Seismic ASCE7-16 II D-default ina Island :senti nl flnbilaL Go gle Basic Parameters Name Value Ss 1.061 S1 0.384 SMs 1.273 SM1 * null Sos ' 0.849 S01 • 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 0.892 Coefficient of risk (0.2s) CR1 0.904 Coefficient of risk (1.0s) PGA 0.468 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.561 Site modified peak ground acceleration Temecula 0 Page 1 156 ft --~ fin Clevelc"1d Nutional rarest Curlsb.icl San Diego Aruu·E De, SU.Jte 0Map data ©2020 Google, INEGI https://hazards.atcouncil.org/#/seismic?lat=33.1262496&Ing=-117.3119239&address=1 Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 1/2 11/13/2020 l\T( Hazards by Location Search Information Address: Coordinates: 1 Legoiand Dr, Carlsbad, CA 92008, USA 33.1262496, -117.3119239 ATC Hazards by Location ina lslm1d sential Habitat. Tcmeculit 0 Page 2 156 ft ,ii Clevelw1d National rorest Elevation: 156 ft ,ta ' 0 Carls bud AnLu B De, State Timestamp: 2020-11-13T21 :08:51.4362 Hazard Type: Wind Q San Diego Go gle OMap data ©2020 Google. lNEGI ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 89 mph Risk Category I 100 mph r · -. ---------.. --! Risk Category II 96 mph Risk Category 11 • r • , ~ ~ 110 mph Risk Category Iii 102 mph Risk Category Ill-IV 115 mph Risk Category IV 107 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wAhsitA rlnAS nnt imnlv ;mnrnv:=il hv thA novAminn h11ilrlinn r.nrlP. horliAs rP.snonsihlA for h11ilrlinn r.nrlA :=innrnv:=il :=inrl intArnrAt:=itinn for thA https://hazards.atcouncil.org/#/wind?lat=33.1262496&Ing=-117 .3119239&address= 1 Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 1/2 i - I 9750 Miramar Rd., Suite 310 San Diego, CA 92126 ~ T·I' '·-:?!:'/ -s ' .. ,. - II ' ~ . ~ I :.i l r I I ,_., -·:..; -I J I I -~ . -- -, ,"), :c Orle2 Engineering Structural & Bridge Engineers Phone#: {858) 335-7643 www.orie2 com Project No. : 302.306-20 PROJECT: Legoland Fuel Tank Legoland Fuel Tank Enclosure /.-3 \_ '){~ ···- I I-, ,h ~I .. ~ ,C""fh" ---- N ~ M'._;".:,h4~ I_.' 1 tj • a:'. 0 ~ ~-..J ' </ Cf) w -u.. I I -- ' 0 0 a:: M;1•:,t,:4~.!/ " .di .... Page3 DATE, 11/13/20 BY ESY c·. -~s \.~ ,,-1,-. :c , • I ,;" I ' I _, I ~ :3 I I ,, I ;_-, ,- --J I ' I ' ' ' 11! ' ' I I ' ' ' ' - ,I I ', " :c VER:::~) ll·l·:[-,1"[1:1 •··;_,l/C-'-',7 ;::-: c~ \1ET~L :.:EC!-'. .~TTicH ~/fl.i '.~.M '.~_,f U c· C.C 9750 Miramar Rd., Suite 310 San Diego, CA 92126 TYP 16 J 16 j/ 4 ' DIA. ANCHOR BOLT .. /1')" Ul'I Et.lBEOVENT w/LE\IEUNC NUT, (1) E.-1,. Pl.ATE, lYP., SEt 8" C.M U VIALL f'm • 1.~00 psi SOLID GROlJT SPECIAL INSP. REOUIRED. f6 0 16" O.C. VERT. 0 CIR 14 0 14" o.c HORIZ Orie 2 Engineering Structural & Bridge Engineers Phone#: (858) 335-7643 www.orie2.com J-0" . 0 I "o, 1-1/2" MAX NOI\-SHRl'lK Gl?OUT, F'c = 5,000 PSI MN CHAJ.'fER ALL EXPOSED CORNf.'RS Project No. : 302.306-20 PROJECT : Legoland Fuel Tank Legoland Fuel Tank Enclosure C.G. WT. • 47,000 LBS. (FUEL TANI< t ~: FUEL) + 0 . <.O I (4) ,,.4 Page4 DATE : 11 /13/20 BY : ESY :r-o· 3 16 l'YI-' SCREEMNG PER ARCHTECT L'.lx3x3/16 ,./5/8" DIA x '0 f-EAOEO A'ICHOR BOLTS O 18" OC TO ATTACH SCREENl~G f4 0 18" o.c. IE , Orie 2 Engineering OR -Structural & Bridge Engineers Project No.: 302.306-20 9750 Miramar Road, Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com PROJECT: Legoland Fuel Tank Gravity Design Loads: Code: 2019 California Building Code (CBC) Roof Dead Loads: Metal Roof Decking Sub-Total : HSS Steel Beams (Self Wt Included in RISA) Roof Live Loads: Total : Use: Roof Dead Load = 5.0 psf I 2019 CBC, ~1607.13.2.1 Unreduced Live Load, Lo: Tributary Width: Beam Span Length: 20.0 psf 8.0 ft 20.0 ft 2.0 psf 0.0 psf 0.0 sf 2.0 psf O psf O sf 2.0 psf 5.0 psf Roof Rise, F: 4.00 in / per foot Tributary Area, At= 20.0 ft* 8.0 ft= Since At = 160.0 ftA2 <= 200.0 ftA2, R1 = 1.0 R1 = 1.0 Since F = 4.0 in / per foot<= 4.0, R2 = 1.0 R2 = 1.0 Reduced Roof Live Load, Lr = Lo * R 1 * R2 Reduced Roof Live Load, Lr= 20.0 psf • 1.0 * 1.0 Reduced Roof Live Load, Lr= 20.0 psf Wall Dead Loads: Roof Live Load = 20. 0 psf Wall Material: Masonry Masonry Density: 120.0 pcf Wall Thickness: 8.0 in Wall Dead Load = 120.0 pcf * 8.0 in * (1.0 ft/ 12.0 in) Wall Dead Load = 80.0 psf Wall Dead Load = 80.0 psf 160 f!A2 Page 5 DATE : 11/13/20 BY : ESY (2019 CBC, Eq. 16-26) Orie 1 Engineering Structural & Bridge Engineers 9750 Miramar Road, Sutte 310 San Diego, CA 92126 Phone# : (858) 335-7643 www.orie2.com Project No.: 302.306-20 PROJECT: Leqoland Fuel Tank Seismic Force-Resisting Systems SEISMIC DEMANDS ON STRUCTURAL Bulldlnqs ASCE 7-1612.8.1 Code: 2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Page 6 DATE : 11/13/20 BY: ESY Soll Site Class: D, Default S,: 106.1 %9 Table 20-3-1, If default is chosen, Min F, = 1.2 (USGS using LatitudeA.ongitude) S1: 38.4 %9 F ,: 1.200 F,: 1.916 S11s: 1.273 S111: 0.736 Sos: 0.849 So1: 0.490 Table 11.4-1 Table 11.4-2 F,•S, Fv•S1 2/3(S 1.1s) 213(S 1.11) Risk Category: II Table 1.5-1 Importance Factor, I,: 1 Table 1.5-2 Seismic Force Resisting System: G. CANTILEVERED COLUMN SYSTEMS DETAILED TO CONFORM TO THE REQUIREMENTS FOR: 2. Steel ordinary cantilever column systems Response Modification Factor, R : 1.25 Overstrength Factor, 0: 1.25 Deflection Amplification Factor, Cd: 1.25 Fundam~ntal Period: Structural Type: All other structural systems C1: 0.02 x: 0.75 Structural Height, h0: 14.25 ft Approximate Fundamental Period, T = C1 • h.' T= 0.15 sec Long-Period Transition Period, TL: 8 sec Table 12.2-1 Table 12.8-2 Table 12.8-2 ASCE 7-16, Eq. 12.8-7 Fig. 22-14 -Fig. 22-17 Calculation of Seismic Response Coefficient IASCE 7-16, 12.8.1.1): Does structure meet criteria of section 12.8.1.3? No C, = S05 / (R / le) C, = 0.679 <-Governs Csmax = SD1 / [T • (R / le)] Csmax = 2.675 Csmin1 = 0.044 • SDS • Ip Csmin1 = 0.037 Cs= 0.679 Provisions for Ground Motion Analysis IASCE 7-16, 11.4.8): Is a ground motion analysis required? Yes Does exemption for ground motion analysis apply? Yes Factor to multiply C, by= 1 Design Seismic Base Shear IASCE 7-16, 12.8.1): V= Cs 'Wp V = 0.679 • Wp (LFRD) ASCE 7-16, 12.8.1.3 ASCE 7-16, Eq. 12.8-2 ASCE 7-16, Eq. 12.8-3 I Eq. 12.8-4 ASCE 7-16, Eq. 12.8-5 Orie 2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Project No.: 302.306-20 PROJECT: Legoland Fuel Tank Wind Load -Enclosed and Partially Enclosed Buildings: (ASCE 7-16, Chapter 27) Page 7 DATE: 11/13/20 BY : ESY Exposure: C (ASCE 7-16, {26.7.3) Mean Roof Height, h: 14.25 ft Wall Height, z: 14.25 ft Velocity Pressure: (ASCE 7-16, t27.3.2) Velocity Pressure Exposure Coeff., Kh: Velocity Pressure Exposure Coeff., Kz: Topographic Factor, Kzt: 0.85 at h = 14.3 ft 0.85 at z = 14.3 ft 1 (ASCE 7-16, Table 26.10-1) (ASCE 7-16, Table 26.10-1) (ASCE 7-16, {26.8) Wind Directionality Factor, Kd: Basic Wind Speed, V: Ground Elevation Factor, Ke: 0.85 96 mph 1 (ASCE 7-16, Table 26.6-1) (ASCE 7-16, {26.5.1) (ASCE 7-16, {26.9) Velocity Wind Pressure, qh = 0.00256 * Kh * Kzt * Kd *Ke* V"2 (ASCE 7-16, Eq. 26.10-1) qh = 0.00256 * 0.85 * 1.0 * 0.85 * 1 * (96 mph)"2 qh = 17.0 psf 17.1 Velocity Wind Pressure, qz = 0.00256 * Kz * Kzt * Kd * V"2 (ASCE 7-16, Eq. 26.10-1) qz = 0.00256 * 0.85 * 1.0 * 0.85 * (96 mph)"2 qz = 17.0 psf 17.1 Wind Loads: Walls and Roofs (ASCE 7-16, t27.4.1) Horizontal Dimension of Building Measured Parallel to Wind Direction, L: 20.7 ft Horizontal Dimension of Building Measured Normal to Wind Direction, B: 21.7 ft Angle of Roof 8: 9.5 ° Gust Effect Factor, G: 0.85 (ASCE 7-16, {26.11) Internal Pressure Coeff., GCpi: ± 0.18 (ASCE 7-16, Table. 26.13-1) Wall External Pressure Coefficients, Cp: (ASCE 7-16, Fig. 27.3-1) Wind Direction 1 (Wall): Wind Force Normal to 21 .7 ft, L / B = Windward Wall, Cp: Leeward Wall, Cp: Side Wall, Cp: 0.95 0.8 -0.5 -0.7 Wind Direction 2 (Wall): Wind Force Normal to 20.7 ft, L / B = Windward Wall, Cp: Leeward Wall, Cp: Side Wall, Cp: Roof External Pressure Coefficients, Cp: (ASCE 7-16, Fig. 27.3-1) Wind Direction 1 (Roof): Wind Force Normal to 21 .7 ft, h / L = Windward Roof, Cp: Leeward Roof, Cp: 0.69 -1 .052 -0.576 Wind Direction 2 (Roof): Wind Force Normal to 20.7 ft, h / L = Windward Roof, Cp: Leeward Roof, Cp: 1.05 0.8 -0.4903 -0.7 0.66 -1 .028 -0.564 Pressure for MWFRS, p = q*G*Cp -qi*(GCpi) Wind Direction 1: P Windward Wall = qz * G * Cp ± qi * (GCpi) P Windward Wall = 14.706 psf P Windward Roof= qh * G * Cp ± qi * (GCpi) P Windward Roof= 18.369 psf Wind Direction 2: P Windward Wall = qz * G * Cp ± qi * (GCpi) P Windward Wall= 14.706 psf P Windward Roof= qh * G * Cp ± qi * (GCpi) P Windward Roof= 18.02 psf Use Max Pressures for Walls & Roof P wall = 14.71 psf P roof = 18.4 psf Page 8 (ASCE 7-16, Eq. 27.3-1) P Leeward Wall = qh * G * Cp ± qi * (GCpi) P Leeward Wall= 10.3 psf P Leeward Roof= qh * G * Cp ± qi * (GCpi) P Leeward Roof = 11 .5 psf P Leeward Wall = qz * G * Cp ± qi * (GCpi) P Leeward Wall= 10.2 psf P Leeward Roof= qh * G * Cp ± qi * (GCpi) P Leeward Roof = 11 .3 psf Wilal'lf 1ll'lr+J·1,:1:•111,,•df PPF!f ,,-...., 6.3 Inverted C1 .4/CP-32 Page 9 A Ase ~STEELDECK Check Metal Deck DL = 5 psf W down = 18.4 psf F = D + 0.6W = 5 + 0.6 x 18.4 = 16 psf F allow = 46 psf F /Fallow= 16 / 116 = 0.14 < 1.0 OKAY Inward Allowable (fJn) and Factored (<l>fbl Distributed Load (lbs/ft2l Limit Panel Span (Support Spacing) Gage Span Condition 3' • O" 3' • 6" 4' • O" 4' • 6" 5' • O" 5' • 6" 6' • O" 6' • 6" 7' · O" 7'. 6" 8' • O" f. / 0 g~i i~g ii~ ~ig ~§~ ~~ ~~~ Hi rn~ ll2 1~~ <l> t. ss U360 243 153 102 72 52 39 30 24 19 16 13 U240 364 229 154 108 79 59 46 36 29 23 19 U180 486 306 205 144 105 79 61 48 38 31 26 U120 . . 307 216 157 118 91 72 57 47 38 t. I 0 551 405 310 245 198 164 138 117 101 88 77 <l> t. 828 608 466 368 298 246 207 176 152 132 116 20 DS U360 . 368 247 173 126 95 73 58 46 37 31 U240 . . . . 189 142 110 86 69 56 46 U180 . . . . . . . 115 92 75 62 U120 . . . . . . . . . . . t. I 0 689 506 387 306 248 205 172 147 126 110 97 <l> fh 1035 760 582 460 373 308 259 220 190 166 146 TS U360 536 337 226 159 116 87 67 53 42 34 28 U240 . . 339 238 174 130 100 79 63 51 42 U180 . . . . 231 174 134 105 84 69 57 U120 . . . . . . . . . 103 85 f• I 0 465 342 262 207 167 138 116 99 85 74 65 <l> t. 699 514 393 311 252 208 175 149 128 112 98 ss U360 310 195 131 92 67 50 39 30 24 20 16 U240 464 292 196 138 100 75 58 46 37 30 24 U180 . . 261 183 134 100 77 61 49 40 33 U120 . . . . . . 116 91 73 59 49 t. I 0 465 342 262 207 167 138 116 99 85 74 65 <l> fh 699 514 393 311 252 208 175 149 128 112 98 18 DS U360 . . . . 161 121 93 73 59 48 39 U240 . . . . . . . . . 72 59 U180 . . . . . . . . . . . U120 . . . . . . . . . . . t. IO 581 427 327 258 209 173 145 124 107 93 82 <l> t. 874 642 491 388 315 260 218 186 160 140 123 TS U360 . . 288 202 148 111 85 67 54 44 36 U240 . . . . . 166 128 101 81 66 54 U180 . . . . . . . . . 87 72 U120 . . . . . . . . . . . 178 V2.0 • Roof Deck Catalog www .ascsd.com Orle2 Engineering Structural & Bridge Engineers Dead Loads Phone # : (858) 335· 7643 www.orie2.com DL 1 = 5 psf x 16.67' / 2 = DL2 = 5 psf x ( 16.67' / 2 / 2 + 2' ) = Project No. : 302.306-20 PROJECT : Legoland Fuel Tank Beam Loading 42 lb/ft 31 lb/ft Page 10 DATE : 11 /13/20 BY : ESY Wt HSS4x4x3/16" = 9.42 lb/ft (Weight Included in RISA Model) Roof Live Load Lr 1 = 20 psf x 16.67' / 2 = Lr 2 = 20 psf x ( 16.67' / 2 / 2 + 2' ) = Wind Load vs Seismic Load (Lateral) 167 lb/ft 124 lb/ft Total Seismic Load = 0. 7 x {( 29 lb/ft x 21 .67 ft ) + ( 21 lb/ft x 21.67 ft x 2 members )} = 1,077 lbs Wind Pressure= 0.6 x 14.71 psf x 21.67 ft x 6 ft/ 2 = 574 lbs Seismic Forces Govern Lateral Loading Condition. Seismic Loads Fp 1 = 0.679 x 42 lb/ft = Fp 2 = 0.679 x 31 lb/ft= Fp HSS4x4x3/16" = 0.679 x 9.42 lb/ft= Wind Loads (Vertical -Roof) W 1 = 18.4 psf X 16.67' / 2 = W 2 = 18.4 psf X ( 16.67' / 2 / 2 + 2' ) = 29 lb/ft 21 lb/ft 7 lb/ft 154 lb/ft 1141b/ft (LRFD) (LRFD) (LRFD) (LRFD) (LRFD) Note: Numbers 1 & 2 denote beams on the interior/ exterior on framing plan. Section Set ~ Z X Envelope Only Solution Orie2 Engineering, Inc. ESY 12 SK-8 Page 11 18 Section Sets HSS4x4x3/16" HSS6x4x3/16" Nov 16, 2020 at 1 :09 PM Fuel Tank Enclosure.r3d ~ Z X Loads: BLC 1, D Envelope Only Solution Orie2 Engineering, Inc. ESY Dead Load Page 12 18 SK-9 Nov 16, 2020 at 1 :09 PM Fuel Tank Enclosure.r3d JR z X Loads: BLC 2, Lr Envelope Only Solution Orie2 Engineering, Inc. ESY Roof Live Load 6 Page 13 SK-10 Nov 16, 2020 at 1 :10 PM Fuel Tank Enclosure.r3d ~ z X Loads: BLC 3, Ex Envelope Only Solution Orie2 Engineering, Inc. ESY Seismic Load (X) Page 14 SK -11 Nov 16, 2020 at 1:10 PM Fuel Tank Enclosure.r3d ~ Z X Loads: BLC 4, Ez Envelope Only Solution Orie2 Engineering, Inc. ESY Seismic Load (Z) 12 Page 15 SK-12 Nov 16, 2020 at 1 :10 PM Fuel Tank Enclosure.r3d ~ Z X Loads: BLC 5, W Envelope Only Solution Orie2 Engineering, Inc. ESY Wind Loading (Upward) Page 16 Note: Downward Wind Loading uses Negative Factor 12 SK-13 Nov 16, 2020 at 1 :1 O PM Fuel Tank Enclosure.r3d ~ Z X Member Code Checks Displayed (Enveloped) Envelope Only Solution Orie2 Engineering, Inc. ESY Code Check (Bending) 12 Page 17 18 SK-14 Code Cheek ( Env) No Cal > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Nov 16, 2020 at 1:10 PM Fuel Tank Enclosure.r3d IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY AN1 J.J t•QiEKCOMPANY (Global) Model Settinas Disolav Sections for Member Cales 5 Max Internal Sections for Member Cales 97 Include Shear Deformation? Yes Increase Nailina Caoacitv for Wind? Yes Include Waroina? Yes Trans Load Btwn lntersectina Wood Wall? Yes Area Load Mesh (in112) 144 Merae Tolerance (in) .12 P-Delta Analvsis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticallv Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravitv Acceleration lft/sec112) 32.2 Wall Mesh Size (in) 24 Eiaensolution Converaence Toi. (1 .E-) 4 Vertical Axis y Global Member Orientation Plane xz Static Solver Soarse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14thl360-10): ASD Adiust Stiffness? Yes( Iterative) RISAConnection Code AISC 14thl360-10\: ASD Cold Formed Steel Code AISI S100-16: ASD Wood Code AWC NDS-15: ASD Wood Temoerature < 100F Concrete Code ACI 318-14 Masonrv Code ACI 530-13: ASD Aluminum Code AA ADM1-10: ASD -Buildina Stainless Steel Code AISC 14thf360-10): ASD Adiust Stiffness? Yes( Iterative) Number of Shear Reaions 4 Reaion Soacina Increment (in) 4 Biaxial Column Method Exact lntearation Parme Beta Factor fPCA\ .65 Concrete Stress Block Rectanaular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framina Warninas? No Unused Force Warninas? Yes Min 1 Bar Diam. Soacina? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page 18 Nov 16, 2020 1:10 PM Checked By: DJF Page 1 IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY ANtJ,.\E;. SCt11cK c0,.4PANY (Global) Model Settings. Continued Seismic Code ASCE 7-16 Seismic Base Elevation (ft) Not Entered Add Base Weiaht? Yes CtX .02 CtZ .02 TX (sec) Not Entered T Z (sec) Not Entered RX 3 RZ 3 Ct Exo. X .75 Ct Exo. Z .75 SD1 1 sos 1 S1 1 TL (sec) 5 Risk Cat I or II Drift Cat Other OmZ 2 lmX 2 :dz 1 CdX 1 RhoZ 1 RhoX 1 1 .65 2 .65 3 A .65 4 AS 65 5 AS00 Gr.B Rect 2900 .3 .65 6 A53 Gr.B 2900 4 .65 7 A1085 29000 11154 .3 . 5 Hot Rolled Steel Section Sets La el ha e T e Desi n List HSS4x4x3/16" HSS4X4X3 Column Tube 2 HSS6x4x3/16" HSS6X4X Beam Tube Joint Coordinates and Temperatures I <>hol X fftl Y fftl 1 N1 -0.000059 0. 2 N2 -0.000059 2 406346 3 N3 19.999941 0. 4 N4 19.999941 2.406346 5 NS -0.833392 2.406346 6 N6 ?O R33274 2.406346 7 N7 -0.000059 0. 8 N8 -0.000059 3.74 9 N9 19.999941 0. 10 N10 19.999941 3.74 11 N11 -0.833392 3.74 12 N12 20 833274 3.74 .49 50 .49 36 .49 50 .52 42 .527 46 . 9 35 .49 50 Materi A500 Gr. A500 Gr.B Re Zfftl 0 0 0 0 0 0 -8 -8 -8 -8 -8 -8 1. 1.1 1 4 1.4 1.6 1.4 Temo fFl 0 0 0 0 0 0 0 0 0 0 0 0 Page 19 Nov 16, 2020 1:10PM Checked By: DJF 65 1.1 58 58 1.3 60 1.2 65 1.3 lzz in4 6.21 16.4 Detach l=rnm ni<>nhranm RISA-3O Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page 2 III RISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Joint Coordinates and Temperatures (Continued) Label X lftl Ylftl 13 N13 -0.000059 0. 14 N14 -0.000059 5.073011 15 N15 19.999941 0. 16 N16 19.999941 5.071011 17 N17 -0.833392 5.073013 18 N18 20.~~3274 5.071011 Hot Rolled Steel Design Parameters Z lftl Temn IFl -16 0 -16 0 -16 0 -16 0 -16 0 -16 0 Page 20 Nov 16, 2020 1:10PM Checked By: DJF Detach From Dianhranm I "hol ~h"n" I "nathlfll I bwlftl Lbzzrttl I ,-nmn tnnlftl Lr.nmn hntlftl -lnrn Kw 1(.,..,. rh l'"11ndinr 1 M1 HSS4x4x3/ ... 2.406 Lbvv Lateral 2 t.A? HSS4x4x3/ ... 2406 Lbvv Lateral 3 M3 HSS6x4x3/ ... 21.667 Lbvv Lateral 4 M4 HSS4x4x3/ ... 3.74 Lbvv Lateral 5 M5 HSS4x4x3/ ... 3.74 Lbvv Lateral 6 M6 HSS6x4x3/ ... 21.667 1.bw Lateral 7 M7 HSS4x4x3/ ... 5.073 Lbvv Lateral 8 M8 HSS4x4x3/ ... 5.073 Lbw Lateral 9 M9 HSS6x4x3/ ... 21 .667 Lbvv Lateral Joint Loads and Enforced Displacements Joint Label L.D.M Direction Magnitude[(k.k-ft). (in.rad). (k*s112/ft. k*s112*ft)) No Data to Print ... Member Point Loads No Data to Print ... Member Distributed Loads (BLC 1: DJ M6 -.042 2 M3 -.0 1 3 M9 -.031 Member Distributed Loads (BLC 3 : Ex) MAmhAr L<>h<>I Dir.,r.tion St"rt M"nnito 1rlAlk/ft .F ksfl End U<>nnjt11dAlk ... St"rt I """tinnlft Enrl Lnr.,.tionlft 01n· 1 M6 X -.029 -.029 0 0 2 M3 X -.021 -.021 0 0 3 M9 X -.021 -.021 0 0 4 M1 X -.007 -007 0 0 5 M2 X -.007 -.007 0 0 6 M~ X -.007 -.007 0 0 7 M8 X -.007 -.007 0 0 8 M7 X -.007 -.007 0 0 9 M4 X -.007 -.007 0 0 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d) Page 3 IIIRISA Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Member Distributed Loads {BLC 4 : Ez) Page 21 Nov 16, 2020 1:10 PM Checked By: DJF Member Label Direction Start M"nnit .. nefk/fl F ksfl End M"nnitudelk ... Start Locationlft ... End Localionlft % 1 M6 z -.029 -.029 0 0 2 M3 z -.021 -.021 0 0 3 M9 z -.021 -.021 0 0 4 M1 z -.007 -.007 0 0 5 M2 z -.007 -.007 0 0 6 M5 z -.007 -.007 0 0 7 MB z -.007 -.007 0 0 8 M7 z -.007 -.007 0 0 9 M4 z -.007 -.007 0 0 Basic Load Cases BLC Docr-riotion Cateaorv X Gravitv Y Gravitv Z Gravitv .lnint Point Distrih11tor AreafMA C:, •rfar-ol 1 D DL -1 3 2 Lr RLL 3 3 Ex ELX 9 4 Fz ELZ 9 5 w WL 3 Load Combinations n C:: .P .. S ... B F BLC Fa .. Bi r Fa B .Fa .. BLC Fa ... BLC I=<> R i=,. B ... Fa .. B .. F<> .. B .F<> . 1 D Y .. y DL 1 2 D + Lr Y .. IY DL 1 RI L 1 3 D + 0.7Ex Y .. y DL 1 ELX .7 4 D + 0.7Ez Y .. y DL 1 l=I 7 .7 5 0.6D + 0.7Ex Y .. y DL .6 ELX .7 6 0 6D + 0.7Ez Y .. IY DL .6 E'7 7 7 D -0.7Ex Y .. y DL 1 ELX -.7 8 0 6D -0.7Ex Y .. y DL .6 l=I )( -.7 9 D + 0.6Wdown Y .. y DL 1 WL -.6 10 D + 0.75Lr + 0.45Wdown Y .. y DL 1 RLL .75 WL -.45 11 0.6D + 0.6Wuo Y .. y DL .6 WL .6 12 1.4D ,y DL 1.4 13 1.2D + 1.6Lr y DL 1.2 RLL 1.6 14 1.2D + Ex y DL 1.2 ELX 1 15 1.2D + Ez y DL 1.2 ELZ 1 16 Q Qn + l=Y y DL .9 ELX 1 17 0.9D + Ez y DL .9 ELZ 1 18 1.2D -Ex y DL 1.2 ELX -1 19 0.9D -Ex y DL .9 ELX -1 20 1.2D + 1.6Lr + 0.5Wdown y DL 1.2 RI I 11.6 WL -5 21 1.2D + 0.5Lr + Wdown y DL 1.2 RLL .5 WL -1 ?? 0 9D + Wun y DL .9 WI 1 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page4 IIIRISA A NE Mf T sc ... ~1< COM PM Company Designer Job Number Model Name Load Combination Design Orie2 Engineering, Inc. ESY Page 22 Nov 16, 2020 1:10 PM Checked By: DJF Descrintion ASIF l"'n c:0 rvi""' Hot Rolled Cold For. .. Wood Concrete Masonrv Aluminum Stainless Connecti ... 1 D Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 D + Lr 1.25 Yes Yes Yes Yes yoc. YP.S Yoe. Yes Yes 3 D + 0.?Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 D + 0.7Ez 1.6 Y0 s Yes Yes Yoe. Yoe. YP.S Yes Yes Yes 5 0.6D + 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 0.6D + 0.?Ez 1 fl VAS Yes Yes Yes Yes Yee:: Yes Ypc:: YPc:: 7 D -0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes R o 6D -o ?Ex 1.fl Yes Yes Yes yoc. VAS yoc. yoc YAc:: Yes 9 D + 0.6Wdown 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 D + 0.75Lr + 0.45Wdown 1 fl VAS Yes Yes yoc Yes VAS Yes YAc:: Yes 11 0.6D + 0.6Wun 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 1.4D Yes Yes VAS Yoe. Yes Yes Yes 13 1.2D + 1.6Lr Yes Yes Yes Yes Yes Yes Yes 14 1.2D + Ex Yes Yes Yes Yes Yes Yes Yes 15 1.20 + Ez Yes Yes Yes Yes Yes Yes Yes 16 0.QD + i::v Yes Yes Yes Yee:: Yes Yes Yes 17 0.9D + Ez Yes Yes Yes Yes Yes Yes Yes 1R 1 211 -l=v Yes Yes Yes VAS Yee:: Yes Yes 19 0.9D -Ex Yes Yes Yes Yes Yes Yes Yes 20 1.2D + 1.6Lr + 0.5Wdown Yes Yes YA<:. Yes Yes Yes Yes 21 1.2D + 0.5Lr + Wdown Yes Yes Yes Yes Yes Yes Yes 22 0.9D + Wuo Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions '"int )( lkl I I"' V lkl I r. Zfkl LC M )( lk-fll 1 I"' MY lk-fll I C M 7 fk-ftl I r. 1 N1 max 2.094 10 2.052 10 .171 6 .398 4 0 11 0 11 ? min -.476 11 -.448 11 0 1 0 1 -'l.'l.7 4 0 1 3 N3 max .476 11 2.052 10 .171 6 .398 4 .337 6 0 11 4 min -2.094 10 -.448 11 0 1 0 1 0 1 0 1 5 N9 max .396 11 2.728 10 .238 6 .861 4 .398 6 0 11 6 min -1.64 1() -.629 11 0 1 0 1 0 1 0 1 7 N? max 1.64 10 2.728 10 .238 6 .861 4 0 11 0 11 8 min -.396 11 -629 11 0 1 0 1 -3q3 4 0 1 9 N13 ma~ .839 10 2.077 10 .184 6 .877 4 0 11 0 11 10 min -.191 11 -.4'l.'l. 11 0 1 0 1 __ ?t;2 4 0 1 11 N15 ma~ .191 11 2.077 10 .184 6 .877 4 .252 6 0 11 12 min -.839 10 -.433 11 0 1 0 1 0 1 0 1 13 Totals: ma~ 1.187 5 13.714 10 1.187 6 14 min -1 .187 7 -3.019 11 0 1 Envelope Member Section Deflections Service Uomhor C:o~ Y linl I I"' v linl I r. z rinl LC Y Rntat.,. I IC /n\ I iv' c~ .. ' I"' In\ I '7' R<1tio LC 1 M1 1 max 0 11 0 11 0 11 0 11 NC 11 NC 11 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 11 .013 10 0 11 2.618e-4 6 NC 6 NC 11 4 min 0 10 -.005 8 0 4 0 1 2112.2HI 10 NC 1 5 3 max 0 11 .02 10 0 11 5.236e-4 6 9583.107 6 NC 11 6 min 0 10 -.011 R __ nn'l. 4 0 1 1320.137 10 9488.28 4 7 4 max 0 11 .024 3 0 11 7.854e-4 6 NC 6 NC 11 8 min 0 10 -.017 8 -OnF, 4 0 1 1'-nA 7?8 10 4767 816 4 9 5 max 0 11 .024 5 0 11 1.047e-3 6 NC 11 NC 11 10 min 0 1() -025 7 -nrn:1 4 0 1 1153.7fl1 7 3042.607 4 11 M2 1 max 0 11 0 11 0 11 0 11 NC 11 NC 11 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page 5 IIIRISA AN ~1tT!.01t I COMPAN'f Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY Envelope Member Section Deflections Service {Continued) Member Sec x linl LC v linl LC z linl LC x Rotate f. .. LC (n) Uv' Ra ... LC 12 min 0 1 0 1 0 1 0 1 NC 1 13 2 max 0 11 .005 5 0 11 0 11 NC 6 14 min 0 10 -.013 10 0 4 -2.618e-4 4 2112.219 10 15 3 max 0 11 .011 5 0 11 0 11 9583.11 6 16 min 0 10 -.02 10 -.003 4 -5.236e-4 4 1320.137 10 17 4 max 0 11 .017 5 0 11 0 11 NC 6 18 min 0 10 -.024 7 -.006 4 -7.854e-4 4 1508.726 10 19 5 max 0 11 .025 3 0 11 0 11 NC 11 20 min 0 10 -.024 8 -.009 4 -1.047e-3 4 1153.761 3 21 M3 1 max .025 7 .042 10 0 6 0 11 NC 11 22 min -.024 5 -.01 11 0 1 -4.729e-4 4 NC 1 23 2 max .025 7 .082 11 0 11 0 11 6276.341 5 24 min -.024 5 -.161 10 -.08 4 -4.729e-4 4 645.493 10 25 3 max .024 7 .14 11 0 11 0 11 2876.357 6 26 min -.024 3 -.614 10 -.124 4 -4.729e-4 4 196.236 10 27 4 max .024 8 .082 11 0 11 0 11 6276.342 8 28 min -.025 3 -.361 10 -.08 4 -4.729e-4 4 645.493 10 29 5 max .024 8 .042 10 0 6 0 11 NC 11 30 min -.025 3 -.01 11 0 1 -4.729e-4 4 NC 1 31 M4 1 max 0 11 0 11 0 11 0 11 NC 11 12 min 0 1 0 1 0 1 0 1 NC 1 33 2 max 0 11 .04 10 0 11 4.807e-4 6 NC 8 34 min 0 10 -.025 8 -.004 4 0 1 1116.79~ 10 35 3 max 0 11 .072 3 0 ~ 1 9.614e-4 6 NC 8 ':If; I min -.001 10 -.05 8 -.015 4 0 1 697.995 10 37 4 max 0 11 .094 3 0 11 1.442e-3 6 NC 8 38 min -.002 10 -.075 8 -.031 4 0 1 638.202 7 39 5 max 0 11 .098 3 0 11 1.923e-3 6 NC 11 40 min -.002 10 -.099 7 -.048 4 0 1 451 .772 7 41 M5 1 max 0 11 0 11 0 11 0 11 NC 11 42 min 0 1 0 1 0 1 0 1 NC 1 43 2 max 0 11 .025 5 0 11 0 11 NC 5 44 min 0 10 -.04 10 -.004 4 -4.807e-4 4 1116.79~ 10 45 3 max 0 11 .05 5 0 11 0 11 NC 5 46 min -.001 10 -.072 7 -.015 4 -9.614e-4 4 697.995 10 47 4 max 0 11 .075 5 0 11 0 11 NC 5 48 min -.002 10 -.OQ4 7 -.031 4 -1.442e-3 4 638.202 3 49 5 max 0 11 .099 3 0 11 0 11 NC 11 50 min -.002 10 -.098 7 -.048 4 -1.923e-3 4 451.772 3 51 M6 1 max .099 7 .076 10 0 11 0 11 NC 11 52 min -.098 3 -.018 11 -.029 4 -1.587e-3 4 NC 1 53 2 max .099 7 .137 11 0 11 0 11 4849.685 5 54 min -,098 3 -.568 10 -.166 4 -1.587e-3 4 403.385 10 55 3 max .099 7 .227 11 0 11 0 11 1959.634 6 56 min -.099 3 -.942 10 -.236 4 -1 .587e-3 4 255.465 10 57 4 max .098 7 .137 11 0 11 0 11 4849.685 8 58 min -.099 3 -.568 10 -.166 4 -1.587e-3 4 403.385 10 59 5 max .098 7 .076 10 0 11 0 11 NC 11 ,::;n min -.099 3 -.018 11 -.029 4 -1.587e-3 4 NC 1 61 M7 1 max 0 11 0 11 0 11 0 11 NC 11 62 min 0 1 0 1 0 1 0 1 NC 1 63 2 max 0 11 .063 3 0 11 4.126e-4 6 NC 8 64 min 0 10 -.044 8 -.008 4 0 1 1186.402 10 65 3 max 0 11 .117 3 0 11 8.252e-4 6 9946.836 8 66 min -.001 10 -.086 8 -.028 4 0 1 741.501 10 67 4 max 0 11 .152 3 0 11 1.238e-3 6 NC 8 68 min -.002 10 -.126 8 -.057 4 0 1 508.14 7 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page 23 Nov 16, 2020 1:10 PM Checked By: DJF (n) Uz' Ratio LC NC 1 NC 11 NC 1 NC 11 9488.281 4 NC 11 4767.R17 4 NC 11 3042.608 4 NC 11 NC 1 NC 11 3215.44 4 NC 11 2073.R24 4 NC 11 3215.44 4 NC 11 NC 1 NC 11 NC 1 NC 11 NC 1 NC 11 2925.949 4 NC 11 1457.792 4 NC 11 926.768 4 NC 11 NC 1 NC 11 NC 1 NC 11 ?925.949 4 NC 11 1457 792 4 NC 11 926.768 4 NC 11 NC 1 NC 11 1902.818 4 NC 11 1259.077 4 NC 11 1902.818 4 NC 11 NC 1 NC 11 NC 1 NC 11 7700.239 4 NC 11 2152.471 4 NC 11 1071.309 4 Page 6 IIIRISA ANt.MElSCHc• COM~Y Company Designer Job Number Model Name : Orie2 Engineering, Inc. ESY Envelope Member Section Deflections Service {Continued) Member Sec X linl Lr. v finl LC z linl LC x Rotate I ... LC In\ Uv' Ra ... LC 69 5 max 0 11 .161 3 0 11 1.65e-3 6 NC 11 70 min -.002 10 -.161 7 -.OAQ 4 0 1 377.16 7 71 MB 1 max 0 11 0 11 0 11 0 11 NC 11 72 min 0 1 0 1 0 1 0 1 Nr, 1 73 2 max 0 11 .044 5 0 11 0 11 NC 5 74 min 0 10 -.063 7 -.008 4 -4.126e-4 4 1186.402 10 75 3 max 0 11 .086 5 0 11 0 11 9946.836 5 76 min -.001 10 -.117 7 -.028 4 -8.252e-4 4 741.'>01 10 77 4 max 0 11 .126 5 0 11 0 11 NC 5 78 min -.002 10 -.152 7 -.057 4 -1.238e-3 4 fi08.14 3 79 5 max 0 11 .161 3 0 11 0 11 NC 11 80 min -.002 10 -.161 7 -.089 4 -1.65e-3 4 377,16 3 81 M9 1 max .161 7 .071 10 0 11 0 11 NC 11 82 min -.1R1 3 -.016 11 -.073 4 -2.17e-3 4 NC 1 83 2 max .161 7 .111 11 0 11 0 11 5661.353 5 84 min -.161 3 -.4RR 10 -.185 4 -2.17e-3 4 465.798 10 85 3 max .161 7 .18 11 0 11 0 11 2185.055 6 86 min -.161 3 -.793 10 -.24 4 -2.17P.-3 4 301 .006 10 87 4 max .161 7 .111 11 0 11 0 11 5661 .353 8 88 min -.161 3 -.488 10 -.185 4 -2.17P.-3 4 4~i:..19R 10 89 5 max .161 7 .071 10 0 11 0 11 NC 11 90 min -.161 3 -.016 11 -.073 4 -2 17e-3 4 NC 1 Envelope A/SC 14th(360-10): ASD Steel Code Checks . ~h:.ge Cod<> r. Lndftl I r. Shear .. I ocfftl Dir LC Pnc/om lk PnUom lkl Mnvvlnm .. 1 M1 HSS4X4X3 .613 12.406 10 .105 0 V 10 69.429 71 .066 8.424 2 M2 HSS4X4Y':l 613 2.406 10 .105 0 V 10 69.429 71 _('lf-6 8 4?.1 3 M3 HSS6X4X3 .3R2 T .903 10 .059 .903 V 10 19.478 90.347 10.799 4 MA HSS4X4)(':l 748 3.74 10 .082 0 V 10 67176 71 .066 R424 5 MS HSS4X4X3 .748 r 3.74 10 .082 0 V 10 67.176 71 .066 8.424 6 MR HSS6X4)(':l .452 10.833 10 .078 .903 V 10 10 A.78 90.347 10.799 7 M7 HSS4X4X3 .521 5.073 10 .046 0 V 4 64.074 71 .066 8.424 8 M8 HSS4X4X3 .521 15.073 10 ,0A.R 0 V 4 64074 71 .066 8.424 9 M9 HSS6X4X3 .355 110.833 10 .059 .903 V 10 19.478 90.347 10.799 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page 24 Nov 16, 2020 1:10PM Checked By: DJF In\ Uz' Ratio LC NC 11 681.098 4 NC 11 NC 1 NC 11 7700.239 4 NC 11 2152.471 4 NC 11 1071.309 4 NC 11 681.098 4 NC 11 NC 1 NC 11 2311}:\R 4 NC 11 1551.425 4 NC 11 2311 .96 4 NC 11 NC 1 .Cb l=nn 8.424 1... H1 -1b R A?A 1... H1-1b 15.15 1... H1 -1 b 8.424 1 ... H1-1b 8.424 1... H1-1b 15.15 1... H1-1b 8.424 1... H1-1b 8.424 1 ... H1-1b 15.15 1 ... H1-1b Page 7 ~ Z X 3.433 Interior Column T = 1,110 lbs Vx = 2,699 lbs 3.353 Exterior Column T = 795 lbs Vx = 3,433 lbs Envelope Only Solution 4.473 Reaction and Moment Units are k and k•ft (Enveloped) Orie2 Engineering, Inc. ESY LRFD Wind Joint Reactions Page 25 ·.337 3.383 18 12 3.383 -2.699 6 0.842 4.473 .3.433 335 SK-15 Nov 16, 2020 at 1 :13 PM Fuel Tank Enclosure.r3d IIIRISA llliLJ.< T:.ChLK COMI .-NY Company Designer Job Number Model Name Orie2 Engineering, Inc. ESY LRFD Wind Joint Reactions Envelope Joint Reactions Joint 1 N1 max 2 min 3 N3 max 4 min 5 N9 max 6 min 7 N7 max 8 min 9 N13 max 10 min 11 N15 ma> 12 min 13 Totals: ma> 14 min X lkl LC 3.433 20 -.R42 22 .842 22 -3.433 20 .695 22 -2.699 20 2.699 20 -.n95 22 1.375 20 -.337 22 .337 22 -1.37!'i 20 0 22 0 1 Exterior Column T = 795 lbs Vx = 3,433 lbs Ylkl 3.353 -.795 3.353 -.795 4.473 -1 .11 4.473 -1 11 3.383 -.773 3.383 -.773 22.42 -5.356 LC Z lkl 20 0 22 0 20 0 22 n 20 0 22 0 20 0 22 0 20 0 22 0 20 0 22 0 20 0 22 0 Interior Column T = 1,110 lbs Vx = 2,699 lbs Wind Load Combination Anchor Loads (1 Anchor) Interior Column T = 1 , 11 0 lbs / 2 anchors = Vx = 2,699 lbs / 2 anchors = Exterior Column T = 795 lbs / 2 anchors = Vx = 3,433 lbs / 2 anchors = 555Ibs 1,350 lbs 398Ibs 1,717Ibs LC 22 1 22 1 22 1 22 1 22 1 22 1 22 1 MX lk-ftl LC MY lk-ftl LC 0 22 0 22 0 1 n 1 0 22 0 22 0 1 0 1 0 22 0 22 0 1 0 1 0 22 0 22 0 1 n 1 0 22 0 22 n 1 0 1 0 22 0 22 0 1 0 1 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page 26 Nov 16, 2020 1:14 PM Checked By: DJF MZ lk-ftl LC 0 22 0 1 0 22 0 1 0 22 0 1 0 22 0 1 0 22 0 1 0 22 0 1 Page 1 Page 27 Project No. : 302.306-20 Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd .. Suite 310 Phone #: (858) 335-7643 San Diego, CA 92126 www.orie2.com PROJECT : Legoland Fuel Tank DATE : 11 /13/20 BY: ESY Interior Column (Wind Loading) T = 555 lbs (LRFD) Anchors in Tension = ..- ..- Tensile Yielding of Steel Anchor . , Apv = 24.87 IN""2 = 0.1727 f"l2 Apt = 138.29 IN""2 = 0.9604 FT""2 3/4" Diameter Headed Stud Ab = (pi) x (3/4")"2 = 1. 767 in"2 ¢B an8 = </>Ab/y = 0.9 x 1.767 in"2 x 60,000 psi x 1 anchors= 95,418 lbs ¢ = 0.9 Tensile Strength Governed by Masonry Breakout </>Banb = </>( 4Apt )-II'::i = 0.5 x ( 4 x 138.29 in"2) x ( 1500 psi )"1/2 = 10,712 lbs ¢= 0.5 T = 555 lbs T allow = 10,712 lbs (Masonry Breakout) T I T allow = 555 / 10712 = 0.06 < 1.0 OKAY Page 28 Project No. : 302.306-20 Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego. CA 92126 www.one2.com PROJECT : Legoland Fuel Tank DATE : 11 /13/20 BY: ESY Vx = 1,350 lbs Anchors in Shear Masonry Breakout ¢B1•11b = ¢(4AvF~) = 0.5 x ( 4 x 24.87 in112 x ( 1500 psi )111/2) = 1,926 lbs ¢ = 0.5 Masonry Crushing ¢Bvr,r = ¢(10G0 ~) = 0.5 x ( 1050 x ( 1500 psi x 1.767 in112 )111/4 x 1 anchors = 3,767 lbs </>= 0.5 Masonry Pryout ¢B.1111vry = ¢( 8Avt 11':i) = 0.5 x ( 8 x 138.29 in112 x ( 1500 psi )111 /2 ) = 21,424 lbs = ¢(2Ba11&) ¢= 0.5 Steel Shear Yielding </>Bw,~ = <f>(0.6A &.f y) = 0.9 x ( 0.6 x 1.767 in112 x 60000 psi) x 1 anchors= 57,251 lbs ¢= 0.9 V = 1,350Ibs Vallow = 1,926 lbs (Masonry Breakout) V /Vallow = 1350 / 1926 = 0.70 < 1.0 Combined Tension & Shear baf + bvj < l ¢B an ¢Bvn - T I T allow + V / V allow < 1.0 0.06 + 0.70 = 0.76 < 1.0 OKAY OKAY Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Project No. : 302.306-20 PROJECT: Legoland Fuel Tank Exterior Column (Wind Loading) Apv min -23.86 IN"'2 -0.1657 F12 Page 29 DATE: 11 /13/20 BY : ESY 3/4" Diameter Headed Stud Ab= (pi) x (3/4"}112 = 1.767 in112 Apt min -96 IN"'2 -0.667 F12 T = 1,717 lbs (LRFD) Anchors in Tension Tensile Yielding of Steel Anchor ¢Bm,s = ¢A1f1J = 0.9 x 1.767 in112 x 60,000 psi x 1 anchors= 95,418 lbs ¢= 0.9 Tensile Strength Governed by Masonry Breakout ¢Banb = ¢( 4Apt) ./1: = 0.5 x ( 4 x 96 in112 ) x ( 1500 psi )111 /2 = 7,436 lbs ¢= 0.5 T = 1,717 lbs Tallow= 7,436 lbs (Masonry Breakout) T I T allow= 1717 /7436 = 0.23 < 1.0 OKAY Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd .• Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Vx = 398 lbs Anchors in Shear Masonry Breakout Project No. : 302.306-20 PROJECT : Legoland Fuel Tank c/>fl onb = cf>( 4A1)(, JT:,) = 0.5 x ( 4 x 23.86 in112 x ( 1500 psi )111 /2 ) = 1,848 lbs c/> = 0.5 Masonry Crushing Page 30 DATE : 11 /13/20 BY : ESY c/>B vnc = ¢(1050~) = 0.5 x ( 1050 x ( 1500 psi x 1.767 in112 )111/4 x 1 anchors= 3,767 lbs c/> = 0.5 Masonry Pryout cpB1111pry = ¢(8A111 IJ:) = 0.5 x ( 8 x 96 in112 x ( 1500 psi )111/2) = 14,872 lbs = ¢(2Baub ) ¢= 0.5 Steel Shear Yielding cf>B.v11/; = cp(0 .6A&.f 1) = 0.9 x ( 0.6 x 1.767 in112 x 60000 psi) x 1 anchors= 57,251 lbs ¢= 0.9 V = 398 lbs V allow = 1,848 lbs (Masonry Breakout) V / V allow = 398 I 1848 = 0.22 < 1 .0 Combined Tension & Shear T I T allow + V / V allow < 1 .0 0.23 + 0.22 = 0.45 < 1.0 OKAY OKAY ~ Z X Interior Column P = 286 lbs (Compression) Vx = 767 lbs Vz = 340 lbs 0.767 0.821 / 0.117 0.643 I 0.253 Exterior Column P = 253 lbs (Compression) Vx = 821 lbs Vz = 244 lbs Envelope Only Solution 0.666 I 0.266 Reaction and Moment Units are k and k-ft (Enveloped) Orie2 Engineering, Inc. ESY 0.493 LRFD Seismic Joint Reactions (Shear) Page 31 0.743 / 0.221 0.09 0.743 / 0.221 -.767 0.868 / 0.286 -.117 / -.821 0.643 / 0.253 SK-3 Nov 16, 2020 at 2:07 PM Fuel Tank Enclosure.r3d Interior Column LRFD Seismic Joint Reactions (Moment) Exterior Column Mx max = 1 ,254 lb-ft (LC 15) To max= 360 lb-ft (LC 15) Mx max = 1,231 lb-ft (LC 15) To max= 569 lb-ft (LC 15) Envelope Only Solution Reaction and Moment Units are k and k-ft (Enveloped) Orie2 Engineering, Inc. ESY Page 32 SK-4 Nov 16, 2020 at 2:07 PM Fuel Tank Enclosure.r3d Orie2 Engineering, Inc. ESY IIIRISA Company Designer Job Number Model Name LRFD Seismic Joint Reactions Envelope Joint Reactions 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Joint X lkl LC N1 ma) .821 14 min .117 8 N3 ma) -.117 5 min -.821 18 N9 n,a) .025 5 min -.767 18 N7 ma) .767 14 min -.025 8 N13 n,a) .493 14 min -.09 19 N15 n,a) .09 16 min -.493 18 Totals: n,a) 1.695 16 min -1.695 18 Interior Column P = 286 lbs (Compression) Vx = 767 lbs Vz = 340 lbs Mx max= 1,231 lb-ft To max= 569 lb-ft Y lkl LC .643 14 .253 8 .643 18 .2~~ 5 .868 18 .286 5 .868 14 .286 8 .743 14 .221 8 .743 18 .221 5 3.895 18 1.947 5 Zfkl LC MX fk-ftl .244 17 .569 0 3 0 .244 17 .569 0 3 0 .34 17 1.231 0 3 0 .34 17 1.231 0 3 0 .263 17 1.254 0 3 0 .263 17 1.254 0 3 0 1.695 17 0 3 Exterior Column P = 253 lbs (Compression) Vx = 821 lbs Vz = 244 lbs Mx max = 1,254 lb-ft To max= 360 lb-ft LC MY lk-ftl LC 15 0 19 3 -.482 115 15 .482 17 3 0 3 15 .569 17 3 0 3 15 0 19 3 -.569 15 15 0 19 3 -.36 15 15 .36 17 3 0 3 RISA-3D Version 17.0.4 [Z:\ ... \ ... \306-20 -Legoland Fuel Tank\calc\Fuel Tank Enclosure.r3d] Page 33 Nov 16, 2020 2:07 PM Checked By: DJF MZ lk-ftl LC 0 19 0 3 0 19 0 3 0 19 0 3 0 19 0 3 0 19 0 3 0 19 0 3 Page 2 Orle2 Engineering Structural & Bridga Engineers 9750 Miramar Ad., Suite 310 Phone#: (858) 335-7643 San Diego. CA 92126 www.or1e2.com Interior Column P = 286 lbs {Compression) Vx = 767 lbs Vz = 340 lbs Mx max = 1,231 lb-ft To max = 569 lb-ft Mx = 1,231 lb-ft x 12" = 14,772 lb-in T, Mx = 14,772 lb-in / 11" = 1,343 lbs To = 569 lb-ft x 12" = 6,828 lb-in V, To= 6,828 lb-in / 9" = 759 lbs Total Anchor Force (1 Anchor) Vx = 767 lbs / 2 anchors + 759 lbs = Vz = 340 lbs / 2 anchors = T = -286 lbs / 2 anchors + 1,343 lbs = Exterior Column P = 253 lbs {Compression) Vx = 821 lbs Vz = 244 lbs Mx max = 1,254 lb-ft To max= 360 lb-ft Mx = 1,254 lb-ft x 12" = 15,048 lb-in T, Mx = 15,048 lb-in / 9" = 1,672 lbs To = 360 lb-ft x 12" = 4,320 lb-in V, To = 4,320 lb-in / 6.5" = 665 lbs Total Anchor Force (1 Anchor) Vx = { 821 lbs+ 665 lbs)/ 2 anchors = Vz = 244 lbs / 2 anchors = T = -253 lbs / 2 anchors + 1 ,672 lbs = Page 34 Project No. : 302.306-20 PROJECT : Legoland Fuel Tank DATE : 11 /13/20 BY : ESY Seismic Load Combination Anchor Loads 1,143 lbs 170 lbs 1,200 lbs 743Ibs 122 lbs 1,546 lbs 1'-1" t t 4-□ 9" INTE RIOR CO LUMN 1 1 " M 0) 4 .J---+--->1.-::: U) 6 1/2" CD EX TE RIOR COLUMN Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Project No. : 302.306-20 PROJECT : Legoland Fuel Tank Interior Column (Seismic Loading) Apv = 24.87 IN"'2 = 0.1727 f"l2 Apt = 138.29 IN"'2 = 0. 9604 f"l2 Page 35 DATE : 11 /13/20 BY : ESY 3/4" Diameter Headed Stud Ab = (pi) x (3/4")"2 = 1. 767 in"2 T = 1,200 lbs (LRFD) Anchors in Tension Tensile Yielding of Steel Anchor ¢Bans= ¢A1,Jy = 0.9 x 1.767 in"2 x 60,000 psi x 1 anchors= 95,418 lbs ¢= 0.9 Tensile Strength Governed by Masonry Breakout </>Baub = </>(4A pt )-IT':, = 0.5 x ( 4 x 138.29 in"2) x ( 1500 psi )"1/2 = 10,712 lbs </> = 0.5 T = 1,200 lbs T allow = 10,712 lbs (Masonry Breakout) T I T allow = 1200 / 10712 = 0.12 < 1.0 OKAY Page 36 Project No. : 302.306-20 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Rd .. Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com PROJECT : Legoland Fuel Tank DATE : 11 /13/20 BY : ESY Vx = 1,143 lbs Anchors in Shear Masonry Breakout ¢B111,b = ¢(4A1)l,./f::J = 0.5 x { 4 x 24.87 in112 x { 1500 psi )111/2) = 1,926 lbs <P = 0.5 Masonry Crushing cpB11nc = ¢(1050~) = 0.5 x { 1050 x { 1500 psi x 1.767 in112 )111/4 x 1 anchors= 3,767 lbs cp = 0.5 Masonry Pryout q>B1,1111ry = c/>(8 Ap1 /1:) = 0.5 x { 8 x 138.29 in112 x { 1500 psi )111/2) = 21 ,424 lbs = c/>(2 B aub ) ¢= 0.5 Steel Shear Yielding ¢B1111., = ¢(0.6A1J 11) = 0.9 x ( 0.6 x 1.767 in112 x 60000 psi) x 1 anchors= 57,251 lbs ¢= 0.9 V = 1,143 lbs V allow = 1,926 lbs {Masonry Breakout) V /Vallow = 1143 / 1926 = 0.60 < 1.0 Combined Tension & Shear T I T allow + V / V allow < 1.0 0.12 + 0.60 = 0.72 < 1.0 OKAY OKAY Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Project No. : 302.306-20 PROJECT : Legoland Fuel Tank Exterior Column (Seismic Loading) Apv min -23.86 IN"'2 = 0.1657 F'l2 Page 37 DATE : 11 /13/20 BY : ESY 3/4" Diameter Headed Stud Ab = (pi) x (3/4")"2 = 1.767 in"2 Apt min -96 IN"'2 -0.667 f"l2 T = 1,546 lbs (LRFD) Anchors in Tension Tensile Yielding of Steel Anchor ¢Br,.118 = </>Ab/11 = 0.9 x 1.767 in"2 x 60,000 psi x 1 anchors= 95,418 lbs ¢= 0.9 Tensile Strength Governed by Masonry Breakout </>Baub = ¢( 4Avt ) ..JF:, = 0.5 x ( 4 x 96 in"2 ) x ( 1500 psi )"1 /2 = 7,436 lbs c/>= 0.5 T = 1,546 lbs Tallow = 7,436 lbs (Masonry Breakout) T I T allow = 1546 / 7 436 = 0.21 < 1 . 0 OKAY Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Vx = 743 lbs Anchors in Shear Masonry Breakout Project No. : 302.306-20 PROJECT: Legoland Fuel Tank ¢B 1111b = ¢(4A1){,../T,,) = 0.5 x ( 4 x 23.86 in"2 x ( 1500 psi )"1/2) = 1,848 lbs ¢ = 0.5 Masonry Crushing Page 38 DATE : 11 /13/20 BY: ESY ¢B vnr = </J(lOGO~) = 0.5 x ( 1050 x ( 1500 psi x 1.767 in"2 )"1/4 x 1 anchors= 3,767 lbs </J = 0.5 Masonry Pryout </>Bvnpry = </>(8Ap1~) = 0.5 x ( 8 x 96 in"2 x ( 1500 psi )"1/2) = 14,872 lbs = </>(2Ba11b ) ¢= 0.5 Steel Shear Yielding ¢B11118 = 4>(0.6A1if 1) = 0.9 x ( 0.6 x 1.767 in"2 x 60000 psi) x 1 anchors= 57,251 lbs ¢= 0.9 V = 743 lbs V allow = 1 ,848 lbs (Masonry Breakout) V /Vallow = 743 I 1848 = 0.41 < 1.0 Combined Tension & Shear T I T allow + V / V allow < 1.0 0.21 + 0.41 = 0.62 < 1.0 OKAY OKAY Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Project No. : 302.306-20 PROJECT : Legoland Fuel Tank Fuel Tank Enclosure Wall --=-~ ~~~ 8" C.M.U. WALL fm = 1,500 psi SOLID GROUT ~~-~ SPECIAL INSP. REQUIRED. #6 @ 16" O.C. VERT. @ CTR #4 @ 24" O.C HORIZ. #4 @ 18" O.c_J #4 @ 18" O.C. 12" HOOK LENGTH Wall DL = 80 psf 3 ft 0 I 0 CHAMFER ALL EXPOSED CORNE S lO lO '-.., Page 39 DATE : 11 /13/20 BY: ESY Fp wall oop = 0.4 x Sds x lex Wp = 0.4 x 0.849 x 1.0 x Wp = 0.34Wp (LRFD) Fp wall = 0.34 x 80 psf = 28 psf ~ Z X 620 lbs distributed over 3 ft of wall DL = 620 lbs / 3 = 207 lbs/ft 0.62 0.489 Y-direction Reaction Units are k and k-ft Orie2 Engineering, Inc. ESY Dead Load Reactions Page 40 12 0.514 0.62 0.489 SK-5 Nov 16, 2020 at 2:25 PM Fuel Tank Enclosure.r3d Ai Z X 1 ,809 lbs distributed over 3 ft of wall DL = 1809 lbs / 3 = 603 lbs/ft 1.343 Y-direction Reaction Units are k and k-ft Orie2 Engineering, Inc. ESY Roof Live Load Reactions 1.343 1.343 Page 41 18 12 1.343 1.809 SK-6 Nov 16, 2020 at 2:26 PM Fuel Tank Enclosure.r3d Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : Site Walls Title 8' CO/le Site Wall Dsgnr: RCH Description .... Seismic Design Page 42 Page : 1 Date: 18 NOV 2019 This Wall in File: Z:\PROJECTS\302 -Jeff Katz Architecture\306-20 -Legoland Fuel Tank\calc\Site Wa RetalnPro (c) 1987-2019, Build 11.20.03.31 License: KW-06oss126 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : ORIE2 ENGINEERING Criteria Soil Data Retained Height = 0.67 ft Wall height above soil = 9.33 ft Slope Behind Wall = 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 30.0 psf/ft Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft = Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in ...,I s_ur•c•h•a.rg•e-Lo•a•d•s _____ __.1 I Lateral Load Applied to Stem I I Adjacent Footing Load • Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Su.blllty Ratios 207.0 lbs 603.0 lbs 0.0 in • Overturning = 2.09 OK Slab Resists All Sliding ! Total Bearing Load ... resultant ecc. 2,452 lbs 6.48 in Soil Pressure@ Toe 1,703 psf OK Soil Pressure @ Heel O psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,384 psf ACI Factored @ Heel = O psf Footing Shear@Toe 10.7 psi OK Footing Shear @ Heel = 0.6 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force 266.6 lbs Lateral Load = ... Height to Top = ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 28.0 #/ft 10.00ft 0.00 ft Seismic (E) (Strength Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction • Bottom ...._ _______ _. ----"'-=-S=tem=-=-OK ____________ _ Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at ft= 0.00 Masonry ASD 8.00 # 6 16.00 Center Design Data -------------------------- fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment.. ... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= 0.661 202.7 981.5 = 1,732.9 psi = psi= psi= in2= in= 2.2 47.9 91.50 3.75 Masonry Data -------------------------- fm psi= 1,500 Fs psi= 20,000 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Solid Grouting Modular Ratio 'n' Wall Weight = Yes = 21.48 Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2016,ACI 1.000 1.000 1.000 1.000 1.000 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psf = in = = = 78.0 1.000 7.60 Medium Weight ASD Concrete Data -------------------------- fc Fy psi= psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : Site Walls Title 8' Coric Site Wall Dsgnr: RCH Description .... Seismic Design This Wall in File: Z:\PROJECTS\302 -Jeff Katz Architecture\306-20 -Legoland Fuel Tank\calc\Site Wa Page 43 Page : 2 Date: 18 NOV 2019 RetalnPro (c) 1987-2019, Build 11.20.03.31 License : KW-06055126 License To : ORIE2 ENGINEERING Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Data Toe Width Heel Width = Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = 1.17ft 1.83 3.00 18.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0006 i Footing Design Results .Toi Factored Pressure = 2,384 Mu': Upward 16,849 Mu' : Downward = 3,204 Mu: Design 1,137 Actual 1-Way Shear = 10.70 Allow 1-Way Shear = 82.16 Toe Reinforcing = # 4@ 18.00 in Heel Reinforcing = # 4@ 18.00 in Key Reinforcing None Spec'd Footing Torsion, Tu i H.ul o psf 158 ft-# 267 ft-# 109 ft-# 0.56 psi 82.16 psi Min.As % Cover@Top 3.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 18.51 in, #5@ 28.70 in, #6@40.74 in, #7@ 55.55 in, #8@ 73.14 in, #9@ 9 Heel: #4@ 18.51 in, #5@ 28.70 in, #6@40.74 in, #7@ 55.55 in, #8@ 73.14 in, #9@ 9 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in 0.39 in2 0.13 in2 tft If two layers of horizontal bars: #4@37.04 in #5@57.41 in #6@81.48 in Summa of Overturnin & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 70.6 0.72 51.1 196.0 6.50 1,274.0 266.6 O.T.M. 1,325.1 Vertical Loads used for Soil Pressure = 2.09 2,452.1 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weight = Key Weight = . .... RESISTING ..... Force Distance Moment lbs ft ft-# 93.8 810.0 603.0 93.4 780.0 675.0 2.42 2.42 1.50 1.50 0.58 1.50 1.50 2.50 226.6 226.6 310.6 904.7 54.5 1,170.3 1,012.5 Vert. Component _= ____ _ Total= 1,849.1 lbs R.M.= 2,774.4 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : Site Walls Title 8' COflC Site Wall Dsgnr: RCH Description .... Seismic Design This Wall in File: Z:\PROJECTS\302 -Jeff Katz Architecture\306-20 -Legoland Fuel Tank\calc\Site Wa Page 44 Page : 3 Date: 18 NOV 2019 RetalnPro (c) 1987-2019, Build 11.20.03.31 License: KW-06oss126 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : ORIE2 ENGINEERING I Tilt I Horizontal Deflection at Top of wan due to settlement of sou (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.158 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : Site Walls Title 8' Coric Site Wall Dsgnr: RCH Description .... Seismic Design This Wall in File: Z:\PROJECTS\302 • Jeff Katz Architecture\306-20 -Legoland Fuel Tank\calc\Site Wa Page 45 Page : 4 Date: 18 NOV 2019 RetalnPro (c) 1987-2019, Build 11.20.03.31 License : KW-06oss12& Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : ORIE2 ENGINEERING 8" w/ #6@ 16" Solid Grout a·~-------, #4@18.in @Toe #4@18. @Heel Restraint 9'-4" 10·-o· 3" _1'-2" ~ _ 1'-10" 3'-0" Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : Site Walls Title 8' CO!"C Site Wall Dsgnr: RCH Description .... Seismic Design This Wall in File: Z:\PROJECTS\302 -Jeff Katz Architecture\306-20 -Legoland Fuel Tank\calc\Site Wa Page 46 Page : 5 Date: 18 NOV 2019 RetainPro (c) 1987-2019, BuUd 11.20.03.31 License : KW-06055126 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : ORIE2 ENGINEERING DL=207 U=603# Ecc=o• 28.00ps (Strength-Level) Restraint r 267# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table Orle2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com Project No. : 302.306-20 PROJECT: Legoland Fuel Tank Legoland Fuel Tank ------12'-8" ------ t-----12'-0" -----i 7'-11" 7'-3" 3' 18" THREADED CONNECTION (TYP.) SEE TO 6'-11" 6'-3" ---· ---· Page 47 DATE : 11 /13/20 BY : ESY 2" STD. PIPE FOR MON ITOR ACCESS 2'-2" __.__:::::_=i__~+-::Y,!::-·:Z:· .;;::::::::::::i:::;;~=~.;;;~~ 11~" t-----12'-9i" -----t B.EVATKJN Fuel Tank Weight = 19,400 lbs Diesel Fuel Weight = Assume 7 lbs / gallon Operational Fuel Tank Weight = 19,400 lbs + 7 lbs/ gallon x 4,000 gallons= 47,400 lbs Orie 2 Engineering Structural & Bridge Engineers Project No.: 302.306-20 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone# : (858) 335-7643 www.orie2.com PROJECT: Legoland Fuel Tank SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7-1613.3.1 Code: 2019 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D, Default Table 20-3-1, If default is chosen, Min F 8 = 1.2 S,: 106.1 S1: 38.4 F1: 1.200 Fv: 1.916 SMs: 1.273 SM1: 0.736 Sos: 0.849 So1: 0.490 o/og o/og Occupancy: II 1.: 1 (USGS using Latitude/Longitude) Table 11.4-1 Table 11.4-2 F ,•S, F.•S 1 2/3(S MS) 2!3(S1,11) Component = Atmospheric Tank and Bins ASCE 7-16, Section 13.1.3 Page 48 BY: ESY ap = 1 ASCE 7-16, Table 13.5-1 or 13.6-1 Rp= 2.5 height of struct to pt. of attachment, z = 0 ave. roof height to base, h = 1 Seismic Force: F0 = 0.4a0S05 (RJlo) F0 =0.136 xW0 F0,mtn = 0.3Sosl0 X W0 F o,mln = 0.255 X W0 F o.max = 1.6So510 X W0 Fo,max = 1.358 X W0 F0 = 0.255 X W0 X (1 +2(zlh)) X W0 ASCE 7-16, Eq 13.3-1 ASCE 7-16, Eq 13.3-3 <-Governs ASCE 7-16, Eq 13.3-2 (LRFD) Orie 2 Enrlineerina Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 www.orie2.com Equipment Anchorage: 4000 GAL Fuel Tank Seismic Design Force, Fp: 0.255 * Wp (LRFD) Spectral Acceleration, Sds: 0.849 Equipment Weight and Center of Gravity Location: Project No.: 302.306-20 PROJECT: Legoland Fuel Tank b2 Weight of Equipment, Wp: Horiz. Width of Unit, b1: 47400 Ibs 95 in 152 in 55.3 in Fp,v f II I ~h bl _L Fp,h I T ~'l""'"-h W Horiz. Length of Unit, b2: Vert. Distance to C.G., h: T I· bl Plan View Anchor Bolt (A.B.l Information: Total Number of A.B.'s: 6 Bolt(s) Number of A.B.'s per group: 1 Bolt(s) Anchor Bolt Type: Hilti "KB-TZ" Anchor Bolts Anchor Bolt Diameter: 3/4 in Min. Embedment Depth: 3.813 in Base Shear: 0 : 2.5 Ductile Yielding (ASCE 7-10, ~13.4.2.1) Fph = Fp * Wp * 0 = 0.255 * 47400.0 lbs * 2.5 Fph= 30175Ibs Fpv = 0.2 * Sds * Wp = 0.2 * 0.849 * 47400.0 lbs= Fpv = 8046.6 lbs Overturning and Uplift Forces (Short Direction): OTM = Fph * h = 30174.8 lbs* 55.3 in OTM = 1669.7 kip-in RM= 1(0.9 * Wp) -Fpv] * (b1 / 2) = [(0.9 * 47400.0 lbs) -8046.6 lbs]* (95.0 in/ 2) RM= 1644.1 kip-in Uplift= (OTM -RM)/ b1 = (1669.7 kip-in -1644.1 kip-in)/ 95.0 in Uplift = 268.83284 lbs (Uplift) Uplift per A.B. Group= 268.8 lbs / 3 A.B. Groups (Assuming that half of the A.B. Groups are in tension) Uplift per A.B. Group = 89.6 lbs / A.B. Group Load to Single Anchor Bolt Group: Tension per A.B. Group, T = Shear per A.B. Group, V = 89.6 lbs / A.B. Group (LRFD) -> Apply to Hilti Profis 5029.1 lbs / A.B. Group (LRFD) -> Apply to Hilti Profis Side Elevations Page 49 DATE : 11/17/20 BY: ESY www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: Speclfier"s comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Kwik Bolt TZ -CS 3/4 (3 1/4) het.oci = 3.250 in., hnom = 3.813 in. Carbon Steel ESR-1917 11112020 I 51112021 Design method ACI 318-14 / Mech. Page: Project: Sub-Project I Pos. No.: Date: -(Recommended plate thickness: not calculated) cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry Page 50 •=iiS•• Profis Anchor 2.8.9 11/17/2020 Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [In.] & Loading [lb, In.lb] z Input data and resutts must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003--2009 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan Page 51 •=iiS•• www.hlltl.us Profis Anchor 2.8.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 11/17/2020 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity IIN I Pv [%) Status Tension Concrete Breakout Strength 90 2,660 4 I· OK Shear Pryout Strength 5,030 7,638 ./ 66 OK Loading IIN llv l;; Utlllzatlon IIN.v [%] Status Combined tension and shear loads 0.034 0.659 5/3 3 Warnings Please consider all details and hints/Warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 51 OK • 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. Ail figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior,to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the' absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbllltyl PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaen I 5 ' -• I 3 2 P<lnA .,7 1 a I 7 I 6 I NOTE: ITEM SIZE SUGGESTED FUNCTION f OVERALL SHIPPING DIMENSION: 1-4'-S-L X 8' -6• W X 8' -s• H 1 4• PHASE 1 VAPOR RECOVERY/SPARE f 12'-8" 2 2· MECHANICAL GAUGE 3 6" FILL 1 t-0· 4 4• ELECTRONIC LEVEL GAUGE ~ ,_ 4•-10· --r -m -4;' 5 3• PRIMARY WORKING VENT r--I 1 <I>i f 6 8" PRIMARY TANK EMERGENCY VENT ~ 7 2· SPARE ~-~~---~ T 8 4• SUBMERSIBLE PUMP 7'-11· ~ 9 2· SUCTION PUMP jSPARE E E 7'-3" V , 10 2" SECONDARY WORKING VENT -I I I I 11 8" SECONDARY CONTAINMENT EMERGENCY VENT ' I I I 12 2· SECONDARY MONITOR PIPE + ~~m__m 0J I~ 13 4• FIRE RATED MATERIAL FILL . -----------t r--14 2" X 2" GROUND CUP, DWG."MCB004" ' 61-: --15 3" PIPE REMOTE FILL BOX, DWG. "SBB006" --12·-13 TANK SPECIFICATIONS -18 -3'-18" -VENTING CAPACITY: PRIMARY TANK -288,000 CUBIC FEET PER HOUR D SECONDARY TANK -312,000 CUBIC FEET PER HOUR D n,a MATERIAL: PRIMARY TANK -1/J,• THICK SECONDARY TANK -3/16• THICK THREADED C0NNECTI0~~--2" STD. PIPE FOR -(TYP.) SEE TOP. _1.JJ£W MONITOR ACCESS SEAL WELD ALL r-_..... m~ II . II ... II FITTINGS AND TANK I , c:r ............... .. ,.. . .. ;• .. ·~ ,. : . .:•·· ............ : . . : ... ·~ ... ~ -~ . : ........ .J P, I I . -v 4" SPACE BETWEEN C 6'-11· ~ . INNER & OUTER TANKS C 6'-3" ---; FILLED WITH LIGHT WEIGHT ===·· FIRE-RATED MATERIAL I -2'-2· _l 1:r 11.5• r-.................... , ... · ·-·---... ti 16 -. . ..... ~ .... . ' ............ _ .. .-. ~' -._. -·. -· , ....... I L ___J'' La--6._J a 12·-~· a B.E.VATDI EMJB -PRODUCT CODE GALLONS DESCRIPTION OVERALL SIZE SHIP WT. CONTAINMENT ~ VJ.AA10J,MVS537 J,,000 U/L-2085 ABOVE GROUND VAULT TANK 12'-S-L X 7'-11• W X 7'-1• H 19,J,()() LBS. s 0 L u T I 0 N st\ THIS DRAWING AND DESIGN SHOWN HEREIN IS THE PROPERTY or CONTAINMENT SOLUTIONS. USE OR COPIES THEREOF CANNOT BE MADE WITHOUT WRITTEN CONSENT. DRAWN BY: D. ROVANG I DATE DRAWN: 12-21-0S CUSTOMER NAME A A APPROVED BY: DATE: DWG NUMBER: 5102096 I SCALE: 1 :6J, > REV:C IREV BY:DAR IDATE: 01-01-1.SHEET:1 If 1 a I 7 J 6 I 5 ' • I 3 I 2 I 1 Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health PO Box 129261, San Diego, CA 92112-9261 Record ID#: Not in System Plan Check#: OEH2021-HHMBP-009579 (858) 505-6700 (800) 253-9933 www.sdcdeh.org Business Name LEGOLAND CALIFORNIA Business Contact Marcy Harold Telephone# 7609185303 Plan File# Project Address 1 Legoland Dr City Carlsbad State CA Zip Code 920084610 APN # 211-100-09-00 Applicant Alex Stolyar Applicant E-Mail a lexs@jeffkatza rch itectu re. com Applicant Telephone# 7609185303 The following questions represent the facility's activities, NOT the specific project description. PART I· FIRE DEPARTMENT-HAZARDOUS METERIALS DIVISION· OCCUPANCY CLASSIFICATION· (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: □ Explosive or Blasting Agents □ Compressed Gases "' Flammable/Combustible Liquids □ Flammable Solids □ □ □ Organic Peroxides Oxidizers Pyrophorics □ Unstable Reactives Facility's Square Footage (including proposed project}: 370 □ Water Reactives □ Corrosives D Cryogenics □ Other Health Hazards □ Highly Toxic or Toxic Materials D None of These □ Radioactives PART II· SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH· HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858) 505-6700 prior to issuance of a building permit. FEES ARE REQUIRED, Project Completion Date: 1. 2. 3. 4. 5 6. 7 8. YES NO "1 □ □ "' □ Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? □ □ □ □ ~ Will your business handle carcinogens or reproductive toxins in any quantity? □ ~ Will your business use an existing, or install an underground storage tank? ~ Will your business store or handle Regulated Substances (CalARP)? "' Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). □ □ D CalARP Exempt CalARP Required GalARP Complete Review Date: PART Ill· SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT fAPCD): If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior lo the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation {some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. 1 2. 3. 4 YES NO □ "' □ D □ □ □ "' Will any existing building materials be disturbed as part of this project? {If the answer is 'Yes', an asbestos survey may be required.) Has a survey been periormed to determine the presence of asbestos containing materials? Will the project involve handling or disturbance of any asbestos containing materials? Will the project involve the removal of any load supporting structural member? 5 "' □ "' Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf 6 □ {ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school {K through 12)? Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. Briefly describe business activities: Briefly describe proposed project: Receive, store and dispense fuel for golf carts used on property Onsite fuel storage facility I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. 1&1; Fees Acknowledged: l&l Alex Stolyar 1/2012021 Name of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION· BY: DATE: ___________ _ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* S. Khalid 1120/2021 APCD COUNTY-HMO COUNTY-HM□ APCD ~ RPv1e',',.<('d 0 -ii 04/U/l_1-_AJ,F ,:'; Ottf1J/ lmt1,l'i:s *A stamp in this box Qil[y_ exempts businesses from completing or updating a Hazardous Materials Business Plan Other permitting requirements may still apply DEH_HMD_Plan_Check_Quest1onnaim v1.2 (10/2015) Printed on: 1/22/2021 @ 2:04 PM PERMIT REPORT Revision Permit Print Date: 02/17/2022 Job Address: 1 LEGOIAND DR, CARLSBAD, CA 92008-4610 (city of Carlsbad Permit No: PREV2021-0103 Status: Closed -Finaled Permit Type: BLDG~Permit Revision Work Class: Commercial Permit Revis Parcel#: 2111000900 Valuation: $0.00 Occupancy Group: H-3 #of Dwelling Units: Bedrooms: Bathrooms: Project Title: Track#: Lot#: Project#: Plan#: Construction Type:11-B Orig. Plan Check#: CBC2021-0025 Plan Check#: Description: LEGOLAND: UPDATE FUEL DISPENSER SPEC -REVISE ELECTRICAL Applicant: CHAMPION PERMITS TIM SEAMAN PO BOX 5955 CHULA VISTA, CA 91912 (619) 993-8846 FEE Property Owner: LEGOLAND CALIFORNIA LLC PO BOX 543185 DALLAS, TX 75354 BUILDING PLAN CHECK REVISION ADMIN FEE FIRE Plan Review (per hr -Regular Office Hours) MANUAL BLDG PLAN CHECK FEE Total Fees: $437.25 Total Payments To Date: $437.25 Applied: 07/29/2021 Issued: 09/20/2021 Finaled Close Out: 02/17/2022 Inspector: Final Inspection: Contractor: BACKS CONSTRUCTION INC 1602 FRONT ST SAN DIEGO, CA 92101-2920 (619) 713-2566 Balance Due: AMOUNT $64.50 $204.00 $168.75 $0.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov