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1 LEGOLAND DR; ; CB162925; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 12/13/2017 . Commercial Permit Permit No: CB162925 www.carlsbadca.gov Job Address: . - 1 Legoland Dr Permit Type: BLDG-Commercial Work Class: Status: Closed - Finaled Parcel No: 2111000900 Lot #: Applied: 07/28/2016. Valuation: $12,358,470.00 Reference U: DEV2016-0038 Issued: 12/05/2016 Occupancy Group: Construction Type: Finaled: U Dwelling Units: Bathrooms: . Inspector: AKrog Bedrooms: Orig. Plan Check U: - . . Plan Check U: .. . Project Title: LEGOLAND EMPLOYEE PKG STRUCTURE . . Description: LEGOLAND: PARKING STRUCTURE 205,803 SF -4 LEVEL FOR EMPLOYEE USE Applicant: . . - Owner: Contractor: MCCARTHY BUILDING COMPANIES, INC. LEGOLAND-CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC ZACH PINCHERLI . ACQUISITION CO INC 9275 Sky Park Ct . 9275 Sky Park Ct SAN DIEGO, CA 92123-4303 P0 Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-355-6898 . . S DALLAS, TX 75354 949-851-8383 BUILDING PERMIT FEE.$2000+ . . s20,935:55 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $2,523.00 GREEN BUILDING STANDARDS PLAN CHECK . . - $166.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . . . . . $434.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL . . . $1,277.00 5B1473 BUILDING STANDARDS FEE . . . . . . $495.00 STRONG MOTION-COMMERCIAL . . $3,460.37 SWPPP INSPECTION FEE TIER 1- Medium . $232.00 SWPPP PLAN REVIEW-FEE TIER 1 -MEDIUM . . . . . . $55.00 Total Fees: $29,577.92 'Total Payments ToDate: . $29,577.92 Balance Due: - $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protestthem, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the • protest and any other required infbrmatlon with the City Manager for processing in accord ance 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. , • S You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer* con nction 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. • S S I ITHE.FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE DPLANNING DENGINEERING DBUILDIWG DARE DHEALTH DHAZMAT!P,CD (7 Building Permit ApplCation Plan Check No. /b £gA - Est Value City of 1635 Faraday Ave Carlsbad CA 92008 Ph:76O-6O2-271,9 Fax: 760-602-8558 C-ar1sbad email: Iding©carsadca.gov - PnCkPOt wPPPJ....39 i JOB ADDRESS I Legoland Drive, Carlsbad, CA 92008 SUITE*/SPACEO/UNffr N NIA 211 100 09 00 CT/PROJECT A : IOTA PIISSE # A OF UNITS BEDROOMS A BATIII100MS TENANT BUSINESS NAME CONSIR. TVPE 0CC. GROUP SDP96-14 N/A N!A N/A N/A N/A LEGOLAND 1B S-2 OESCRIFTION OF WORE: Include Square Feet ofAffectedAred(a) - Amend LEGOLAND SDP andCDP to add employee parking structure within existing parking lot. VCN-€A C- v(XeAC cv c -\-.&v -& ci ew q0 I o-ec cyb se,Ao%ve *bQ -c:;1oL. \ 2.c. 1tvA sk ,' EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Surface Parking Parking Structure 205,6 N/A I DECRS(SF) NIA YEDN. N YSNO Y.ES NOD APIFLICANTNAME McCarthy Building Companies, Inc. PROPERTYOWNER NAME Merlin Entertainments Group US Holdi?b Primary Contact ADDRESS - 9275 SkyPark Court, Suite 200 ADDRESS 1 Legoland Drive CITY STATE. ZIP San Diego CA 92123 CITY STATE ZIP Carlsbad CA 92008 PHONE 858.784-0347 FAX - 858.784T0380 PHONE 760.918-5322 FAX EMAIL LSudhoff@mccarthy.com EMAIL Peter.RonchettileqoIand.com DESIGN' PROFESSIONAl. .:., . International Parking Design, Inc. CONTRACTOR BUS. NAME . McCarthy Building Companies, Inc. ADDRESS 2 Faraday, Suite 101. ADDRESS 9275 Sky Park Court, Suite 200 CITY STATE ZIP Irvine CA 92618 CITY STATE ZIP San Diego CA 92123 PHONE 949-595.8004 FAX- 949-595-8011 PHONE 858-784-0347 FAX 858-784-0380 EMAIL DMarks@bc.ipd-',global.com EMAIL LSudhoffrnccarthy corn STATE uc.e STATE UC,# CLASS CliV BUS. uC.w N/A 411173 A,B,C8 In progress (Sec. 703t5 Business and Professions Code: Any City or County.which requires a permit to construct, alter, improve. detnollsh or repair artystructure. prior to lts'iebuance,atso requires the applicant for such permit to file a sIgned statement that he is licensed pursuant to the provisions of the Contractor's License Law f,031.5-by Chapter 9 commending with Section 7000 of Divt5ion 3 of the Business and Professions Code) or at ne is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applIcant for a permit Subjects the applicant to a civil penalty or not:mbre than five hundred dollars [$500)f, Workers Compensation Declaration I hereby affirm under penalty of pequry one of the fofiorinng d&arebons I have and will maintain a certifIcate of consent to enlfinaure for waiters compensation as provided by Section 370001 the Labor Code for the performance of the work for which this permit is issued / I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit Is Issued My workers compensation insurance corner and policy nurnbare: IniuranceCo. AhbisuririceConrpuny Poky No.siwCl893nbOO Expiration Date 4t7 T r oecliónrieed not be càmpleted if the permit i.sfor one hundred detais ($100) or less. - - Certificate of Exemption I certify that in the performance of the work for which this permit is issued ) shall not employ any person in any manner so as to become sublect lathe Woilisrs Compensation Laws of California WARNING Failure to secure waiters compensation coverage Is unlawful and shall subject an ernployerto criminal penalties and civil fines up to one hundred thousand dollars (6100 000) in addition tothe coat of corrrpensbtion, damages as provlded.far In SectIon 3706 of the LaborcOde, interestand attorney's fees. . CONTRACTOR SIGNATURE r DAGENT DATE 7/28116 JTh k — - - I hereby affirm that! an exempt (torn Con! clors License Law for the wlngrnason: D I as owner of the property or my employees with wages as their sole comperisallon will do the work and the stiuciture is not intended or offered for sale (Sec. 7044 Business and Profesatoon Code The Corriraclor's LIcense Law itnes riot apply to an owner of property who builds or improves the and who does such work himself or through mo own employees provided that such improvements are not intended or offered for sale. ii, however, the btifteing or improvement is sold within one year of conplelion, the owner-builder will have the burden 01 proving that he did sal build or improve for öre puYpose of sab). I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Busuress and Professions Code The Contraclofs Lbunse Law does sot apply loan owirer of properly who builds or ImprOves thereon, and contracts for suth'pro)ects with corrlrattor)s) ficerrsed pursuant lathe Conlractot's License Law). U I am exempt under Section BUsinOvs and Professions Code forthiO reason: I persasaty plants provide the nugor labor and materials for construction of the proppsed properly urrprovemenl [:]yesDNa 2 I(travelhaveeol)signedanapplicalioriforabuikfingpernrilfortheproposedwork 31 have contracted with the IolioPn persOn (firm) lrf provide the propedOd construction (Include name address I phone !ritracIors' hcenserrumbet): 4 I plan to provide portions of the work bull have hired the loiiowmg person to conidorate supervise and provide the major work (include name I address! phone! contractors iASnse number) 5 I will provide son ol the woilt a coshacted(htred) the l000w onstoprovidethewoitlndicated(irrciudenarrieiaddresslplrone!typeofwork) £PROPERTY OWNER DAGENT DATE f Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505.25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes I No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air Quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a schoI site? Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. T~q 1 1111 '112 311 W5 OM-72-1 MORE I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). S Lender's Name - Lender's Address I certify that I have read the application and state thatthe above Information Iscorreand thatthe mformatjonoithe plans Is accurate. I agree to comptywtth aIrityordtnanoesand State lave retalingto burIdsstnrcbon. Ihe?eby authorize representative of the City of Carlsbad to enter upàn the above mentioned properly inspection purposes. IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CI1Y OF C SBAD AGAiNST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST-SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA. An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3stories in height. EXPIRATION: Every permit issued by the Building Official under 0* provisions of this Code shall expire by limitation and become null and void 9 the building or work aftrized by such perTTfd is riot commenced thin 180 days from the date of such pemfoor the building or work a rizedbysthpelmftinsuspendedorabandonedatanytimeaflertheworic is commencedforâperiodot180daysSeciion 106.44UnifouTn Building Code). A!~APPLMANrs SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CEPTI) FECATE OF OCCUPANCY (Commercial Projects Onlyl Fax (760) 602-8560; Email bUiIdino(äcarIsbadCa.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE - ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Usted above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. S MAIL! FAX TO OTHER: S ASSOCIATED CB# S NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION S MAPPUCANT'S SIGNATURE DATE VV•fl •.VV, _ V "~R&wz ja ivs,"M V. ' -- r •' V .'V V, •• Permit Type: , - - * Application Date: 07/28/2016 Owner: V BLDG-Commercial LEGOLAND CALIFORNIA LLC<LF> PLAY US r ACQUISITION COVINCV V V . — V. .• VVV V 4 Work Class: Tenant Improvement . . r Issue Date: 12/05/2016 SubdivIsion: CARLSBAD TCT#94-09 UNIT#02 & 03 - 1#'• Status: ,... Closed - Finaléd V V Expiration Date: 11/20/2017 .' Address: 1 Legoland Dr V . V • Carlsbad, CA920084610, V • V *' V V IVR Number..7V16103 V V •V V V /"', -: Scheduled V V V.- Actual • V Inspection Type Inspection No. ••' ' V VV • . Inspection Status Primary !nspector -. . . - • . Reinspection - 'V. 'Complete V 4 V Date a Date • V •*..V * - V V V - V Checklist Item • V COMMENTS V 'V - V ' V Passed V V V BLDGBuildinDeficiency . Temporary occupancy Ok . V Yes . , 'BLDG-Building Deficiency Add truncated domes at stairs lowest levels No exiting to streets emergency .-. communications call boxes to be / V completed, elevator and other departments . .. . V. signed off VV - • V - • BLDG um Final, . VV . . . V Yes 44* VVV V V V - V , . V - V V - BLDG-Mechanical Final 4 . ' . .. - 'V . Yes V V _ BLDG-Structural Final . V V V •' V V -V'' Yes f BLDG -Electrical Final As built drawings required 4No 10/3112017 10/31/2017 • 'BLDG-Fire Final 025029-2017 ' . Passed V Cindy Wong . '4 .. Complete V 7 ' V Checklist Item V. • COMMENTS - V V . Passed V V FIRE- Building Final . V V* ,• ' Yes V V * I V V __* V V_V V •V. V V 12/13/2017 12/13/2017 BLDG Final 043279-2017, Passed Paul Burnette Complete V V Inspection * V * V V V V V • V V,, 'V V V * Checklist Item V COMMENTS $V Passed'- BLDG-Building Deficiency Temp6raryoccupancy ok' V . -• , Yes BLDG-Plumbing Final V V /.*V. V V *• , 'Yes. V * 'V - , V BLDG-Mechanical Final ' • * V V ' . Yes 4 V BLDG-Structural Final . V .* V • V -. V *Yes V .4V BLDG Electrical Final • V V • . V As built drawings required • Yes 'V BLDG Building Deficiency Add truncated domes at stairs lowest levels 4Yes V V • V V exiting to streets, emergency V - •, - V ,V V * V communications call boxes to be completed elevator and other departments V ' V V signed off , V : , V V 'V 1 1 ,4 ' + I r + December 13 2017 4 F Page 8of8 V V V V IV V V V • "V V VV•V VV V 4 V ' V •V , VV 4 •' 4* • • V ._V. V V V -' V V 1 *. . V. •'*VV* V V VVVV VV -' • V ' 'V V V_V_ V 4V V V • , .fV• &_7 . -•. . - F-F.• . 'F• •• - : - •• kQ 101 KE Permit Type: BLDG-Commercial Application Date: 07/28/2016 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Wok Class: Tenant Improvment Issue Date: 12/05/2016 Subdivision: CARLSBAD -TCT#94-09 UNIT#02 & 03 Status: - Closed -Finaled Expiration Date: 11/20/2017 Address: 1 Legoland Dr - - F Carlsbad, CA 92008610 , IVR Number: 716103 - .• Scheduled Actual - I . Inspection Type Inspection No. Inspection. Status Primary Inspector Reinspection Complete - Date Start Date 1 . -F .- •• 'F BLDG-33 Service 021412-2017- Passed - Andy Krogh fl • . Complete • 'Change/Upgrade . • . ' . -. 1 - . Checklist Itein . . COMMENTS ... . . i • •-.. .. -Passed -- - . - BLDG-Building Deficiency Ok to energize from park to main panel * Yes 05/09/2017 05/09/2017 BLDG-81 022755-2017 Passed Andy Krogh - Complete - Underground Combo(11,12,21,31) - Checklist Item COMMENTS ' . - - Passed BLDG Building Deficiency - No ' - BLDG11 Foundàtion-Flg-Pier ' . . r - . • No -,-' - F F F (Rebar) I BLDG-12 Steel-Bond Beam . . - . . . - No F - ,:.. BLDG-21 :, .,F, j No. t - Undergound-Underfloor Plumbing.•- .. - BLDG-31 . - . .' , - No . Underground-Conduit Wiring - - •. . - . :. -- - , - . F . - 05/16/2017 05/16/2017 .BLDG-311 023422-2017 Passed Andy Krogh - . Complete Underground/Condu . . - , -- • . it - Wiring . .: . . . . . . - . '• . -. .Checklist Item . . . . COMMENTS . -- Passed .BLDG-Buildircg Deficiency - Perimeter light poles with columns " - - Yes - . F - __l '• - 05/18/2017 - . 05/18/2017 . BLDG-24 . 023723-2017 -" . . Passed . . Andy Krogh ' ' . ,. - I F • . Complete F Rough/Topout F' F.. . , . F F 4 Checklist Item - COMMENTS - . - ... Passed BLDG-Building Deficiency - Roof and floor drains ; - . Yes. 05/24/2017 - 65/24/2017 'BLDG-31 024362-2017 Passed Andy Krogh -, . ' Complete ' F - Underground/Condu - ' . - - •. - .-# - - -• -. - '• ' it -Wiring • - - , . -F •' - ' :. - • , - . • F . , Checklist Item' COMMENTS .. • - - Passed. - BLDG-Building Deficiency Interior building electrical walk' . '' Yes F * - - - • . • - :- : - 05/25/2017 05/25/2017 ''BLDG-Final 024499-2017 Partial Pass Andy Krogh *.' Reinspection Incomplete.5 F,Inspection 5 F '• ''I ••. 4 - F F ç ' - , F F -. . .,• --F - S - , F ..\t - f ._ F . - -, F F4 . - • - I - F. , F. - . • -• _r - . • I, ' - F F - • - S - F - -. ' • / I- -F De6ernbr132017 - . -. . - . -. - / . . ,, - - . . .• ', Page 7of8 ,. • - , . . . . F - i • F -. F '. - - .1., .. I '••V S V "5' V - - I, •.'. Permit Type: • BLDG-Commercial Application Date: 07/28/2016 ,, Ownr: ., LEGOLAND CALIFORNIA LLC <LF> • ', - '., , PLAY U S ACQUISITION CO INC Work Class: • Tenant Improvement issue -. '• Date: 12/05/2016 ' Subdivision: - CARLSBAD TCT#94-09 UNiT#02 & : -. 03 • •• Status: Closed - , • Finaled. . Expiration Date: 11/20/2017 ,' Address: ' '•• 1 Legoland Dr •'..5 - 'V • , Carlsbad, CA 92008-4610 - IVR Number: ', • 716103 Scheduled ae • Actual Inspection Type Inspection No. i , Inspection Status . , Primary Inspector , • .,. Reinspection - 'Complete ' a ae S -. . - - r V•• V 1 ' , - - .,' • S 03/30/2017 03/30/2017 ' BLDG-11 018238-2017 Pasted Andy Kroh / Complete FoundationlFtglPier • 1 • , , - S s (Rebar) f Checklist Item • COMMENTS , • ' Passed. " I ' BLDG-Building Deficiency Deck 4 pending special inspection report Yes 4 ' - -V S ' '_ S , V . - , - • - V•i.I•.SV I BLDG-12 Steel/Bond 018208-2017 Partial Pass Andy Krogh - Reinspection - Incomplete • 'Beam • : Checklist Item ' COMMENTS - " ..• , Passed BLDG Building Deficiency Deck 6 Yes • BLDG-31 , 018237-2017 Passed ' Andy Krogh , Complete - Underground/Condu S • ' ' - ' it - Wiring .. ' ' S S • S 5 ' S 'S S • /_ S S Checklist Item COMMENTS- BLDG-Building Deficiency Deck 6 Yes 04/06/2017 04/06/2017 BLDG 11 019089-20'17 Partial Pass , Andy Krogh'.Reinspection Incomplete Foundation/FtgiPier S s (Rebar) , . S . S • S - S ' • ' - Checklist Item ' COMMENTS Passed -' S • - BLDG-Building Deficiency Deck 7 with special inspection report - - Yes -- - S ' - - ' - 'VS •V • A - • 'V BLDG-12 Steel/Bond 019131-2017 Partial Pass , Andy Krogh - - Reinspection Incomplete Beam _- .5- 5 5 V Checklist Item -ii •1 COMMENTS - • '5'.. ' Passed • • BLDG Building Deficiency Deck 7 with special inspection report Yes 04/19/20175 04/19/2017 BLDG-21 , 020496-2017 Withdrawn Andy Krogh , - Reinspection Complete • Underground/Underf 5- , I ,. • , ' 1oor Plumbing : -- -• ' V ,•, - - 'V ' - / ,- S-V S 4' 4 Checklist Item •-. - COMMENTS. " , Passed S BLDG-Building Deficiency Not ready, no plu'mbing inspection needed -. No 04/20/2017 04/20/2017 BLDG-31 ' ' 020677-2017 Passed , - , V Andy Kroght ' , 'Complete V • , Underground/Con du V -' ' -: ' it - Wiring , • V - V S . S 1f•155 S • 'S • V V • .V V Checklist Item COMMENTS , - Passed - 5' V BLDG-Building Deficiency ' ''From bore point to stubs at building Yes ' - S S. V , •V • V - is - V ,• -. ?' S.. - - 04/27/2017. 04/27/2017 BLDG-24 V • 021331-2017 , Failed Andy'Krogh Reinspection I, Complete Rough/Topout S 1 -- . : • - • - , Checklist Item COMMENTS I Passed BLDG-Building Deficiency t. ' Not ready S V No " -V V • ( V / - i S., • V '. I - • , ••• • _'• I V _- S• .S S December 13, 2017 • • • • Page 6 of 8 V , V , , ,V_VVV_ • ., I. S , " ', ''r 0 f S -4- -.• .5 '. S Permit Tpe - : BLDG-Commercial Application Date: 07/28/2016 I Owner: LEGOLAND CALIFORNIA LLC <LF> • - PLAY US ACQUISITION CO INC i: Work Class: Tenant Improvement Issue Date: , ;1210512016 1 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: - - Closed-.Finaled Expiration Date: ' 11/20/2017 'Address: 1.Legoland Dr Carlsbad, CA 92008-4610 • IVR Number: .716103 Scheduled Inspection Type Inspection No Inspection Status Primary Inspector*.'Reinspection Complete Date tart Da Ste S .5 - 5_ ,_ ---i )5 4 • : - Checklist Item COMMENTS Passed BLDG-Building Deficiency '- 2cd deck a-d//5-10 -: -, - Ys 03/0312017 03/03/2017 , BLDG-11 .,, - 015361-2017 . Partial Pass ' Andy Krogh . - Reinspection Incomplete -. Foundation/Ftg/Pier . . ' - - s (Rebar) . , . - - - - . - •- - , - Checklist Item COMMENTS ••s'•• - Passed - BLDG Building Deficiency Deck 3 pending special inspection report Yes 4 - * - - • . • J - 4 '' S 5' .5 .4 - '4. S S - Checklist Item COMMENTS Passed 1 BLDG Building Deficiency No 03/06/2017 03/06/2017 BLDG-12 Steel/Bond 015604-2017 Partial Pass 'Andy Krogh Reinspection Incomplete Beam -, -, - S _'i • -- 5 4 i S - - S • Checklist Item - COMMENTS - .. Passed L. • - S BLDG-Building Deficiency, , . 1Deck 3 . S . , ' - ' Yes • '-4- '•, S. 5 , '5_, •5• $ 4 03/08/2017 -- •.. 03/08/2017 BLDG-12 Steel/Bond 015816-2017 • - , Failed - '. '_- 1' - Andy Krogh • Reinspection . , -. Complete Beam i 4 Checklist Item COMMENTS , S Passed BLDG-Building Deficiency Not ready , No, '. e S ',:: _ •• 03/14/2017 03/14/2017 BLDG-11 11 . - 016403-2017 Partial Pass Andy Krogh ' Reinspection Incomplete S ,Foundation/Ftg/Pier . S - , S - 5s (Rebar) ' '- -' -- : - . - - . - • -' - Checklist Item COMMENTS .. - S Passed - . BLDG-Building Deficiency * Deck 4 pending special inspetion report Yes - 1 -- - . -• S . , I •• -. ;- -. *55 03/16/2017 03/16/2017 BLDG-Il 016797-2017 Partial Pass Andy Krogh Reinspectión 4 Incomplete - Foundation/F6/Pier s(Rebar) - '• . - .• 4 5 . - - i.:- -- - -, .' - .. . S. . p . - ' Checklist Item . COMMENTS . . •. . Passed BLDG-Building Deficiency . Equipment room walls k - 'Yes - 1 ' 5St 03/23/2017 . ) 5 S . 03/23/2017 ' BLDG-11 017543-2017 4 .5 - Partial Pass . 'S... 4•*4_ Andy Krogh - . •• - Reinspection - .• • ,lncomplete , - - • Foundation/Ftg/Pier - - . s (Rebar) - - '• . ,: ,• 5 . - - S Checklist Itm •. • . COMMENTS .. - . Passed f - . • BLDG Building Deficiency Deck 5 Yes / BLDG 12 Steel/Bond 017542-2017', Partial Pass Andy Krogh Reinspection Incomplete -Beam , • S . . - • ' '- - - S - 5 5 - . - , - . - -S • I' S •, • Checklist Item • COMMENTS . . . Passed'. .- • BLDG-Building Deficiency Deck5 .' - - -- Yes •' . December 13, 2017 - - - - - Page 5 of 8 - - - - -. .. - 'C S • L V V5V .,_4V4 - ••IV V - V. - 5- V .' V. '- L•-77-1 .'i Permit Type: BLDG-Commercial 0 V Application Data: 07/28/2016 i Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY UStACQUlSlTlONCOINC 5, V. 'V . hi. .. - .: Work Class: Tenant Improvement,, . 'lssue Date: - . 12/05/2016- 'Subdivision: CARLSBAD TCT#94-09 UNIT#02 & -, I ''O3' t V . - Status: Closed 5 - — Finaled V Expiration V Date: 1:1/20/2017 V, 'l Address: V .1 Legoland Dr V Carlsbad CA 92008-4610 - IVR Number: 716103 V V Schedule Actual Inspection Type Inspection .No!' Inspection Status Primary Inspector Reinspection Complete Start Date I . f 0210112017 02/01/2017. BLDG-li V V ' 012072-2017 V Partial Pass , Andy Krogh V :. : Reinspection p Jlncomplete V V V Foundation/Ftg/Pier . V • V V V s (Rebar) - . . •. COMMENTS - - -. - * V j Checklist Item Passed BLDG Building Deficiency Slab partial d e//9 13 Yes 02/02/2017. 02/02/2017 BLDG-31 . '. 012272-2017 V Partial Pass Andy Krogh V V Reinspection V Incomplete 1 Underground/Condu -. .it - Wiring - -, : V . : . S. ,•Vahs... 4* ::_ . ;V 1 V V Checklist Item .. . COMMENTS V . Passed. - BLDG Building Deficiency To elevator equipment room I Yes 7t — 02/08/2017 02/08/2017 BLDG 11 012961-2617 Partial Pass Andy Krogh Reinspection llncomplete Foundation/Ftg/Puer - V s (Rebar) - V V - V • - - . - V Checklist Item COMMENTS . S . - Passed -' :VJ>V.V V BLDG Building Deficiency SOG a duB 11 5 1Yes . * 02/13/2017 02/13/2017 BLDG-11 013492-2017.. . Passed Michael Collins V Complete . - Foundation/Ftg/Pier V S (Rebar) t - VS S• S V - V - I - t . V •VS 4 . V S S V Checklist Item . COMMENTS . V V I . Passed : 1 BLDG Building Deficiency 2nd level deck & beam steel & tendons Yes t Line 15&AE BLDG Building Deficiency SOG a d//8 11 5 Yes 1 4 VSVV BLDG-3111 . 013468-2017 . Partial Pass Michael Collins V Reinspection Incomplete Underground/Condu it Wiring Checklist Item COMMENTS Passed p. •V V VçV V BLDG Building Deficiency 2nd level deck conduit at Line 1-5 & A E 1Yes BLDG Building Deficiency *: . V. V To elevator equipment room I V Yes Vt 11 02/22/2017 - 02/22/2017 BLDG-11 014283-2017 Partial Pass Andy Krogh . Reinspection lncompIte Foundation/Ftg/Pier S . V • I V S • •. - . ., V V s (Rebar) V - . . V . S V•, V • 02/23;2017 V 02/23/2017 . BLDG-11 V 014517-2017 Partial Pass - Andy,Krogh . . . Reinspection • Incomplete - Fouñdation/Ftg/Pier - . ,,.. •V4Vt ... V 5 V s (Rebar) Checklist Item COMMENTS Passed -. BLDG Building Deficiency 2cd deck steel and tendons a-d//5 10 Yes V V 5 • . V. . - V '4 V V 5 . . - BLDG-34 Rough 014657-2017 V Partial Pass Andy Krogh Reinspection;- Incomplete Electrical 5 V 4 '•*- V •• V 55 . * V• ., I V V_ I - -' S. •, V Vt V. V V 4 VSV S • V 5 V ' _ • * V _ • - V J4 V : V V December13 2017 1 1 Page 4 of 8 V j V -, I V -s •. . V - Permit Type BLDG Commercial Application Date 07/28/2016 Owner LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: Tenant Improvement issue Date: 12/05/2016 . Subdivision: CARLSBAD TCT#9409 UNIT#02 & . 03. Status Closed Finaled Expiration Date 11/20/2017 Address 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 716103 - -. Scheduled - Actual - Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date - -1 01/0612017 01105/2017 BLDG-21 008342-2017 Partial Pass Andy Krogh Reinspection Incomplete Underground/Underf . loor Plumbing . 1 Checklist Item COMMENTS - Passdd BLDG-Building Deficiency Sewer line..., Tobe redlined on both city and Yes - - - owner set with new location -. . :. Checklist Item COMMENTS Passed BLDG Building Deficiency Sump pit Yes - . ... BLDG-31 008648.2017 Partial Pass , Andy Krogh . Reinspection Incomplete - . Underground/Condu • it - Wiring - - - - S . Checklist Items COMMENTS Passed - - - • - BLDG-Building Deficiency Conduit extensions - Yes * - - -1 • * I - - - - 01/18/2017 . 01/17/2017 BLDG-lI - 009924-2017 . Partial Pass Andy Krogh . Reinspection Incomplete, FoundationlFtg/Pier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency. 179/d-e slabexcept stairs - Yes I I - - BLDG 31 009982-2017 Partial Pass Andy Krogh Reinspection Incomplete 1 - . Undrground/Condu it Wiring I Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit extensions from electrical room to Yes elevator base' - - ---- 01/26/2017 01/26/2017 BLDG 21 011300-2017 Partial Pass Andy Krogh Reinspection Incomplete ¶ , Underground/Underf • . - - - - • lóor Plumbing . .1 . Checklist Item COMMENTS . . Passed BLDG Building Deficiency 2cd hub drain @E Yes 01/31/2017 01/31/2017 BLDG 11 011945-2017 Partial Pass Andy Krogh Reinspection Incomplete • . Foundation/Ft/Pier - . • . - . / '• -• • s(Rebar) I' - - I; • • 1. •• . - • Checklist Item - COMMENTS. • . . . •.. Passed BLDG Building Deficiency Slab partial Yes BLDG-241 • 011972-2017 • Partial Pass Andy Krogh i Reinspection Incomplete, . Rough/Topout - • - - - - - - - - - - - '1 s-,. • •• . - . • Checklist Item •. COMMENTS. • Passed . - BLDG-Building Deficiency • 2 pic floor drains in slab - - •• - Yes - -- ) . - . . •• • - . • -.. -. • '-• - ;•• • •• December 13, 2017 Page 3of8 -'' Permit Type BLDG Commercial Application Date 07/28/2016 Owner LEGOLAND CALIFORNIA LLC <LF> • PLAY US ACQUISITION CO INC Work! Class: Tenant Improvement , Issue Date: . 12/05/2016 . .Subdivision:' CARLSBAD TCT#94-09 UNIT#02 & Status: 'Closed - Finaled 'Expiration Date:t 11/20/2017, 'Address: 1 Legoland Dr . Carlsbad, CA 92008-4610, , - ' IVR Number'• •: 716103 Scheduled Actual - Inspection Type Inspection No: '• - Inspection Status Primary Inspector ' . ' - Reinspection. -Complete - Data Start Date .4 . ' , . ' Checklist Item. - , COMMENTS ,' . . , . - ',, - Passed BLDG-Building Deficiency Too much rain ) , ' ' . .' 'Nd . '•1 '. ' - .', .. 'F ' 3 - - BLDG 31 006716 2016 Failed Andy Krogh Reinspection complete lJnderground/Condu it Wiring Checklist Item-. = COMMENTS ' . '' . . . . . Passed.. - BLDG-Building Deficiency ' Too much rain ' ' -, No . . 12/28/2016 12/28/2016 BLDG 21 007318-2016 Partial Pass Andy Krogh Reinspection Incomplete 'i -F. ' ,' - ' F_F ,, , . '4' Underground/Underl '3,3_I. ,t ' •4' , , ., ,tF" loor Plumbing c Checklist Item, COMMENTS ..,. . .. .,. Passed . . •' / BLDG Building Deficiency B to c #5 to outside of building #1 grid line Yes .12/29/2016 - 12/29/2016 BLDG-21 007550-2016 , Partial Pass Andy Krogh . ' , , Reinspection , incomplete Underground/Underf loor Plumbing I. CheckIist Item -, ''' ' COMMENTS'''•'Passed': -, .. BLDG-Building Deficiency , B to D #5 to outside of building #1 grid line '- Yes : F BLDG-31 007563-2016' ' " Partial Pass ' ' Andy Krdgh - . Reinspection ', Incomplete , I - . Underground/condu - -I., '-- ' it - Wiring: ' '' - .' Checklist Item, . . :COMMENTS. ' - ' -: ' . . z' ,' Passed BLDG Building Deficiency 2pc 5 conduit from electrical room to , Yes 1' outside of building ' ' - . . , . , ' , . ' 3" " 12/30/2016 BLDG-21 , , . 00773920163 ,12/3012016 ' Partial Pass . Andy Krogh ' , - ' Reinspection ,s . Incomplete - 'F , UndergroundlUnderf loor Plumbing 3 4 'Checklist Item - . . - COMMENTS , :-. . . Passed . * BLDG-Building Deficiency . ' B4 to outside of building #1 grid line - Yes - -_ F BLDG-31 " ' 007896-2016 -. Partial Pass- - . Andy Krogh '' Reirspection, ' .Incomplete Underground/condu - it • Wiring Checklist Item - . 'COMMENTS . . .' . Passed BLDG Building Deficiency conduit at columns 5pc Yes F. 01/0512017 .. 01/05/2017 - BLDG-31 - - 008182-2017 - ' Partial Pass - Andy Krogh , Reinspection incomplete Undergroijrd/Condu 'it-Wiring Checklist Item COMMENTS '4 Passed BLDG Building Deficiency Columns to electrical room Yes 4 , December 13 2017 Page 2018 4 ' ' '• ,F 'F -- - -..-' ' ) -, ' - - .-- " -. S . VVtVVV : . t S - -V Permit Type:' BLDG-Commercial Application Date: 07/28/2016 0vner: . LEGOLAND CALIFORNIA LLC <LF> * - .,• . - PLAY U S ACQUISITION CO INC. Work Class: Tenant Improvement Issue Date:' 12/05/2016 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 -V V V, Status: Closed - FThaled Expiration Date: 11/20/2017 Address: 1 Legoland Dr - - . Carlsbad, CA 92008-4610 IVR Number: 716103 Scheduled Date Actual Start Date Inspection Type - Inspection No. Inspection Status Primary Inspector Reinspection. CompIete 12106/2016 12/06/2016 BLDG-91 004335-2016 Passed Andy Krogh Complete Complaints Inspection . Checklist Item. COMMENTS . , -, .- Passed, BLDG-Building Deficiency .Precon ' Yes 12/12/2016 12/12/2016 BLDG-il 005014-2016 Passed Andy Krogh 'Complete - Foundatidn/Ftg/Pier, s(Rebar) •- Checklist Item . COMMENTS • 5 . . 'Passed BLDG-Building Deficiency Elevator ftgA-A.2/16-15 \ - V Yes • V - -. . .V-. - -.' V V ': • 12/13/2016 12/13/2016 BLDG-Il. 005201-2016 Passed V Andy Kroh, V -' V , Complete V V V V V Foundation/Ftg/Pier , s(Rebar) - V V - • ' .' . V V ,V V .. - Checklist Item . COMMENTS Passed , I V ,• BLDG Building Deficiency 10 Pc columns fIgs and cmu ftg Yes 4• VS .5 V , - V '12/15/2016. 12/15/2016 V V BLDG-lI,, ', 005645-2016 - V Passed - • Andy Krogh . V - , - Complete' V Foundation/Ftg/Pier - •. V V . V V s (Rebar) Checklist Item COMMENTS 7 Passed V VSV V V BLDG-Building Deficiency Columns 1-8 & c.6 -e including grade beam -. . Yes • VV with repots V S , 5. - V• ' . V V - BLDG-31 : 005834-2016 Passed - - Andy Krogh - . V Complete V V Underground/Condu V V - V •. V VVV V - it-Wiring V V V V V V V • • ( V Checklist Item V COMMENTS V Passed V V BLDG-Building Deficiency - V VV LIFER - Yes' -- 5 _tVSV V - ' .• • V V • 12/21/2016 12/21/2016 BLDG-11'V 006537-2016 V Partial Pass . Andy Krogh V -.. Reinspection Incomplete V - • V V Foundtion/Ftg/Pier •• •• V V - s (Re bar) V V V V Cheàklist Item V COMMENTS V V V • - V V • - Passed V BLDG Building Deficiency 2-10 c&d a2&a4 column bases Yes V V V V BLDG-21 006686-2016 * V Partial Pass Andy Krogh Reinspection Incomplete - V V - V • Underground/Underf . ' V V V V • V V loor Plumbing V V :V V .. V •_ • • . .- . VV ,V V • V - - Checklist Item, COMMENTS Passed V • V BLDG-Building Deficiency Underground drains bto'c : . V Yes V ' V 12/22/2016 V ' 12/22/2016 5 BLDG-21 - . 1006717-2016 V • ¶ V V Failed V Andy Krogh V 'V • - Reinspection Complete ' • - V V V Underground/Underf V - 5 V . loor Plumbing V V V V " VVV\ 'V•_, ( S I S V V V VV V , V • V ',December 13, 2017 . V • V V V V V Page lot 8 INTERNATIONAL PARKING DESIGN International Parking Design. Inc. 2 Faraday, Suite 101, Irvine. CA 92618 TEL 949 595 8004 FAX 949 595 8011 was www.ipd-alobal.com Architecture / Engineering / Consulting June 29,2017 S Building Official City.of Carlsbad Building Division 1635 Faraday Avenue Carlsbad, CA 92008 Subject:. Architectural Construction Observations - and Substantial Completion Letter 0 LEGOLAND Employee Parking Structure One Legoland Drive - Carlsbad, CA 92008 IPDProject#16-054 ' Architectural License #C 21117 Dear-Building Official: May 25, 2017 Was the substantial completion date for the construction at the subject project, which was also theTCO/occupancy date. International Parking Design, Inc., has completed project construction observations. , To the best of my knowledge and information, Architectural work observed for this project 'was constructed in accordance with the permitted plans and specifications. S Respectfully submitted, Donald B. Marks, A.I.A. 0 • - " 0 Architect of Record SAIA,Document G704TM" 2000. Certificate of Substantial Completion . PROJECT (Name and address) PROJECT NUMBER: McCarthy 5075 / IPD 16-054 Legoland Employee . . OWNERXI Parking Structure CONTRACT FOR: . $9,335,565 . . ARCHITECT KI One LegoDrive . CONTRACT DATE April 15, 2016 Carlsbad, CA 92008 CONTRACT0R, TO OWNER: (Name and address) TO CONTRACTOR: (Name and address) FIELD 0 Merlin Entertainment Group McCarthy US Holdings, Inc. 9275 Sky Park Court, Suite 200 OTHER 0 One Legoland Way, San Diego, CA 92123 - Winter Raven, FL 33884 PROJECT OR PORTION OF THE PROJECT DESIGNATED FOR PARTIAL OCCUPANCY OR USE SHALL INCLUDE: Parking 'Structure . . . . The Work performed under this Conract has been reviewed and found, to the Architect's best knowledge, information and.belief, to be substantially complete. Substantial Completion is the stage in the progress of the WOrk when the Work or designated portion is sufficiently complete in accordance with the Contract Documents so that the Owner can occupy or utilize the Work for its intended use. The date of Substantial Conipletion of the Project or portion designated above is the date of.issuance established by this Certificate, which is also the, date of commencement of applicable warranties required by the Confract Documents, except as stated below: International Parking Design, Inc. Donald B. Marks ' May 25, 2017 ARCHITECT . BY DATE OF ISSUANCE A. list of items to be completed or corrected is attached hereto. The failure to include any items on such list does not . S alter the responsibility of the Contractor to complete all Work in accordance with the Contract Documents. Unless otherwise agreed to in writing, the date of commencement of warranties for items on the attached list will be the date of issuance.of the final Certificate of Payment or the date of final payment. . . . Cost estimate of Work that is. incomplete or defective: $ Work is completed The Contractor will complete or correct the Work on tJe list of items attached, hereto within C ) days from the above date of Substantia1)Cleti. McCarthy CONTRACTOR , BY /3 . DATE ' The Owner accepts the Work or, designated portion as substantially complete and will assume full possession at Merlin Entertainment , . (date). US Holdings, Inc.. ' , ' OWNER' . BY ' DATE The responsibilities of the Owner and Contractor for security, maintenance, h4eat, utilities, damage to the Work and insurance shall be as follows: '(Note: Owner's and Contractor's legal and inizirance counsel should deter,nine and review insurance requirements and coverage.) . AlA Document G704 —2000. Copyright © 1963, 1978, 1992 and 2000 by The American Institute of Architects. All rights reserved. WARNIN G : T h i s . AIO Document Is protected by U.S. Copyilght Law end international Trullu UnauThorized reproduction or distribution ot th i s A 1 0 D o c u m e n t or any portion of it may result In severe civil and criminal penalties and wilt be prosecuted to the maximum extent possible under the law. Purchasers are permitted to reproduce ten (10) copies of this document when completed. To report copyright violations of AlA Contract Documen t s , e - m a i l The Amencan Institute of Architects' fecal counsel. coovnoht(laia.ora. - P - •5_ .. S S S .• .5 -5 5 5. *AIA Document G7041 TM 2000 In'structiom', 4 Certificate of Substantial Completion GENERAL INFORMATION 54 .• - S Purpose This document was developed to establish the date of Substantial Completion for the purpose of commencement of applicable warranties and to allow the Owner to occupy or utilize the Work or designated portion thereof Related Docume nts This document was prepared for use under the terms of ALA Document A201 General Conditions of the Contract for to and under the general conditions contained in ALA Document A 107 and A 105 Use of Current Documents Prior to using any, AlA Contract Document users should consult www ata org or a local AlA component to verify the most recent edition ' Reproductions This document is a copyrighted work and may not be reproduced or excerpted from without the express written permission of the AlA There is no implied permission to reproduce this document nor does membership in The American Institute of Architects confer any further rights to reproduce this document 4j The AlA hereby grants the purchaser a limited license to reproduce a maximum of ten copies of a completed G704 but only for use in connection with a particular project The AlA will not perfit reproduction outside of the limited license for reproduction granted above except upon written request and receipt of written permission from the AlA Rights to reproduce the document may vary for users of ALA software Licensed MA software users should consult the End User. License Agreement (EULA). To report copyright violations of AlA Contract Documents e m iii The American Institute of Architects legal counsel copyright@aia org 5- 5 - .,____ _- .. S • . S COMPLETING THE G704 FORM . ' . . .. '. After hè woi:ds "Ptojeçt or Designated Portion shall include:," insert a detailed description f the Project or, p5oriión(s)of the Project that have bee n accepted; as. being substantially coilète. S I. ,• .5 . .5 . -' St - .Deternije Work tobecofl1pleted. •. Provide a list of items that are to be completed or corrected: , S . Determine datd for completionof the Work. • Establish an amount to be withheld to complete the Work EXECUTION OF THE DOCUMENT The G704 document should be executed in not less than triplicate by the Owner Architect and Contractor-,each of whom retains an original. S.'.' . S . * • ' . .- - .. . ' S I . S S • - 5. AiA Document 04 22000. COpyright © 1963 1978, 1992 and 2000 by The'Amerthan Institute 01 Architects. All rights'reserved. WARNING: This G7 A10 Document Is protected by U.S.copyrlght.Law and International Treaties. Unauthorized reproduction or distribution of this 410 Document, or any portion of it may result In severe civil and criminal penalties and will be prosecuted to the maximum extent possible under the law. Purchasers are permuted to éproduce ten (10)copies of this document wten completed. To report copyright violations of AlA Contract Documents, e-mail; The. institute 01 Architects' legal counsel. copyright@aia.org. - __- - • S •..• GEQTECHNICAL • MATERIALS• SPECIAL-INSPECTIONSNOVA SBE.SLBE ii. SCOOP FINAL REPORT construction Materials Testing Laboratory DATE May 25, 2017 NOVA Project No 1016524 TO:,Ciy of Carlsbad 1 * Building and Development 1635 Faraday Avenue -• *11 • •. 4 -4. . •1 Carlsbad, CA 92008 • • L SUBJECT: : ' 'SATISFACTORY COMPLETION' OF WORK REQUIRING SPECIAL: INSPECTION AND CONSTRUCTION MATERIALS TESTING PERMIT NO.: CB-162925 S • :5 • PROJECT LEGOLAND California Parking Struture One LEGOLAND Drive , -•. . .5,. , -• • ,#." Carlsbad, California . - • The special inspection services and construction materials testing were provided /,performed by NOVA Services, Inc 4373 Viewridge Avenue, Suite B . San Diego, CA 92123 - - The work which we provided special inspection/construction rrateriaIs testing for consisted of Reinforced concrete post-tensioned concrete masonry field welding epoxy R'ESPONSIBLE MANAGING ENGINEER OF SPECIAL INSPECTION AGENCY & TESTING LABORATORY James E Parker State of California Registration Number C41507 Exiration Date:'12/31/2017 I declare under penalty of perjury that, to the best of my knowledge, all the work requiring special inspection and/or material sampling and testing for the structure/s constructed under ttie subject permit is in conformance with the approved plans and construction documents the approved inspection and teting program and the applicable workmanship provisions of the '- California Building Code as amended by The City of Carlsbad. ... • --- - - -4 - 8/0 A , k1h Executeioay252 4150,7. Iry) ~% ~k'7 4373 Viewridge Avenue, Ste. B jSan Diego; CA 92123 I P: 858.292.7575 I F: 858.292.7570: 4 4 * .• .5 • -- - • , -. -5 4 - * * . • - -'. • -- - . A . H '• '.' GEOTECHNICAL • MATERIALS • SPECIAL INSPECTIONS I\JC\Ti SBE . SLBE • SCOOP Merlin Entertainments, Group California LLC May 24, 2017 b/B/A LEGOLAND California LLC .' Project No. 1016525 One LEGOLAND Way Winter Haven, FL 33884 Attention: Mr. Keith Can, North American Project Director . '• Subject: Final Soils Inspection Letter . S LEGOLAND Employee Parking Structure ,.• S. One LEGOLAND Drive, Carlsbad, California 92008 City of Carlsbad Permit No. GR160051 ' References: Appendix A Dear Mr. Can: S S The undersigned verifies that the earthwork and building,pad for the LEGOLAND Employee Parking. Structure was (i) installed upon a competent and properly prepared subgrade, and (ii) compacted under surveillance of representatives of NOVA Services, Inc. (NOVA). NOVA's observations and results of testing verified that the site preparations for the parking structure were performed in accordance with the ' S requirements of the referenced approved geotechnical reports (i.e., Leighton 2015 and,Leighton 2016) and grading plans (1PD, 2016). A forthcoming final as-graded geotechnical report will be submitted upon completion of all project improvements. . S • S In addition, NOVA inspected the foundation excavations for the parking structure. The foundations were S • observed' to extend to the proper depth and bearing strata in accordance-with the geotechnical S • recommendations. S • • . 'S NOVA appreciates the opportunity to be of service to LEGOLAND California LLC. In the meantime, • ' should you 'have any questions regarding this letter or other matters, please contact the undersigned at (858) 292-7575. 5 5 S '' • Respectfully Submitted, S NOVA' Services " 5 5 " S ' S • SONAL Senior Geologist 4: qu' IYO-1323 Senior Engineer 0- CE TIFIEO M G, 4335 4373 Viewridge Avenue, SuiteB • San Diego, California 92123 • Telephone (858) 292-7575 ; S - - 'A' • - r - I. VVV• . - •V - - •- I\JOVA LEGOLAND Employee Parking Structur' - My 24 2017 ' - One LEGOLAND Drive Carlsbad California . .' NOVA Prôject.No. 10165254 APPENDIX A.. - •V• l' - 'V-V. V4VV •. .V'i..'. - t VV4,V '4;f. I... REFERENCES I Leihton 2015 Geotechnical Update Report, Proposed Parkiig Structure LEGOLAND Theme V Park, C'árlsbad, C' alfbrnia,Leighton arid ,Associates, inc., Project -No. 10075:012, No inbei 24,'. - 20t5. Leighton.2016. Addendum'7'/o..l - Update Geotechnical fnve.tigation Proposed Parking Strithture .' LEGOLAND Theme Park Carlsbad California, Leighton and Associates, Inc'., Project No -' 10075.012,Ju1y7,2016.- V •, . . . #, . • )V ?. V' I V , 3. . [PD 2016. LEGOLAND Parking Structure ,.Carlsbàd, Ca4fbrniá. -IPD Architects, Plan Check * Submittal 07/28/2016, WD Job No 16-054 • - 4. NOVA 2016. .As.sumption of Engineer-of-Record,'LEGOLAND Employee Park nk Structure, One V LEGOLAND Drive Carlsbad California NOVA Project No 1016525, October 24, 2016 - V 5• V NOVA'2016. Pad Certification, LEGOLAND,Emplqyee.Parking Structure, One LEGOLAND V Drive Carlsbad California NOVA Project No 1016525, December 1, 2016 ' • 'VV 4V tV44 V ' ,/ V * V V V V, . *)*.- . , -. ........•..._ 'T,4...... ' . V V 4, t 4 1 4 V V V V , 4 V. - , 4V V V - . V . . ' • ' 4 V ,• V V• ••V - -3 V 4 . • V ' V 4 V 'VV V • •. 'VV •,'V V' V 1 ' - 4 .• •• • V . V ,• - V , VI . . 'V V V - '....V V •'4 V 4 V 4 V 'V V, VV V •1V . V V.VV V V V V • " " . V •V . ,. V -r V ' V VV V V V - ' V • •I V • . • '- . 4, : 4 HOPE -AMIJNDSON. CONSTRUCTION OBSERVATION REPORT Project: LEGOLAND Parking Structure Page 1 of 4 Engineer: Mary Anne Nekuda (Hope-Amundson) and Date and Time of Site Visit: Mall Hamby (Hope-Amundson) 02/13/17 - 8:30 am Contractor: McCarthy Building Companies, Inc. Date of Report: 02/13/17 Architect: International Parking Design, Inc. Project #: 216003.00 Report #:2 Work in progress:. Elevator Hoistway: CMU placement for elevator hoistway was ongoing. CMU has been placed beyond level 02. Foundations: Foundations for the parking structure and elevator hoistway excluding garage entrance and pedestrian walkway are complete. Foundations for retaining walls at garage entrance and pedestrian walkway were largely excavated in preparation for reinforcement placement. Columns: Columns have been placed from the foundation to level 02 from approximately grid line (GL) 1 to GL and from GLAto GL E. Remaining columns are in various stages of completion from the foundation to level. 02. Elevated Decks: - Formwork in-place with reinforcement installation ongoing in preparation for placement of the concrete on the south end of the parking structure from GL 1 to the control joint of Level 02 on Tuesday February 14, 2017. Moment Frames: Moment frame beam reinforcement along grid lines E and 1 were ongoing. Observations and items discussed: The primary purpose of this observation visit was to review the elevated deck reinforcement preparations in advance of the planned concrete placement on Tuesday. We reviewed the Level 02 reinforcing between GL C and GL D. We reviewed the areas indicated below in detail. In these areas, we reviewed top and bottom flexural reinforcing, post-tensioning tendons and anchors, beam and girder shear reinforcing, slab temperature reinforcing and column longitudinal and tie reinforcing. Level 02 slab between grid line 4 and 5 Level 02 beam B306 between grid line C and D along grid line 5 Level 02 girder G103 between grid line 2 and4 along grid line D Level 02 moment frame beams and columns (GL 1 from GL C.9 to D.9 and GL E from GL 4 to GL 7). Moment frames were largely incomplete at the time of the site observation. See item #7 below for further clarification. In general, items observed appeared to be in conformance with the structural drawings. The following were noted or discussed during this site visit: RECEIVED FEB .21 2017 Crry OFCARLSBAD QUILDINr, fll\/lSlrr I:\04 Projects\2016\216003.00 Legoland PS (D-B)\1 Central Folders\17 Field Reports\01 Structural Observations\2017-02-13 - H-A Construction Observation Report.doc Last Updated 8/02/06 HOPE -AMUNIDSON Project: LEGOLAND Parking Structure Page 2 of 4 1. Observed several locations where conduits placed H-A: within columns did not comply the requirements of -Remove Conduits that do not comply with detail 201S1. 12: conduitnot cast in concrete and fill portion of conduit detail 20/Si .12. cast in concrete with non-shrink qrout minimum Ic = 5000 psi. a. In locations where conduits have already been cast into the columns from the foundation to level 02 H-A directed the contractor to Remove the portion of the conduit that have not been cast into the concrete (remove as close to bottom of deck as possible without damaging reinforcement) H-A: Fill conduit with non-shrink grout with a Conduits not cast into concrete - move minimum compressive strength of 5000 psi conduit to comply with detail 20/S1.12. b. In locations where conduits have not been cast into the columns H-A directed the contractor to move conduits to comply with the requirements — of detail 20/Si .12. c. In locations where abandoned conduits, as indicated above, are replaced by placing conduits within the slab H-A directed the contractor to meet requirements of detail 5/S1.12 for placement of conduits within the slab and note 5 on detail 20/S1.12 for entrance and exit of the conduits in the columns. uits placed in stab shall meet the requirements of detail. 12. Conduits entering and exiting column from stab shall p at 90 degrees and meet requirements of note 5 on of detail 20/S1.12 2. Observed and discussed locations where the DWR shear reinforcement in the post-tensioned beams were placed backward so that spacing of DWR exceeds requirements shown in the contract documents (i.e. 16" spacing where 12" spacing required). H-A directed the contractor to add #3 grade 60 A615 seismic ties per detail 6/S1.1 1 centered between DWR reinforcement where spacing exceeds that shown in the contract documents. At contractors option it is permissible to use #4 seismic ties in lieu of #3 seismic ties provide clear cover requirements are met. hook per seismic tl.11 Wn I:\04 Projects\2016\216003.00 Legoland PS (D-B)\1 Central Folders\17 Field Reports\01 Structural Observations\2017-02-13 - 2 H-A Construction Observation Report.doc Last Updated 8/02106 I 04 Projects\2016\216003 00 Legoland PS (D B)\1 Central Folders\17 Field Reports\01 Structural Observations\2017 02 13 3 + H-A Construction Observation Report.doc Last Updated 8/02/06 - -. - + Project: LEGOLAND Parking Structure Page 4 of 4 Observed and discussed locations where through top and bottom beam bars shown as straight bars on the - - - -. - contract documents were replaced with bar ____ - , '.•, ____ terminators -see below for further clarification: 9 Aas A: kes no exception to bar terminators icated in lieu of stráiaht bar of the bardoes not exist with CGS AT PPE OI NT. SUPPORT H-A takes no exception to the use of terminators in these locations in lieu of straight bars provided they are as indicated above. Observed at GL A to A.2 and GL D.9 to E from GL 2 to GL 3 the slab tendon CGS at midspan was 1 ¼" in lieu of 2 ¼" as required per sheet S2.02. H-A directed the contractor to adjust slab tendon CGS and profile as required to meet CGS per sheet S2.02 and tendon profile of detail 2/S1.12. A: just tendon CGS to meet requirements sheet S2,02 .and tendon profiIeto meet uirements of sheet S1. 12. Observed moment frame beams were largely incomplete at the time of site observation, H-A discussed with McCarthy missing items included but not limited to bottom second layer of reinforcement, top reinforcement (both layers), shear reinforcement top caps with seismic hooks per 6/S1.1 1. H-A directed contractor to place per contract documents. Site Visitor's Signature: Copies to: File Architect: International Parking Design, Inc. (Michelle Huang) Contractor: McCarthy Building Companies, Inc. (Zach Pencherli, Brianna Lostaglio, and Perez Cruz) Brad Lowe and Matt l:\04 Projects\2016\216003M0 Legoland PS (D-B)\i Central Folders\17 Field Reports\01 Structural Observations\2017-02-13 - 4 H-A Construction Observation Report.doc Last Updated 8/02106 CONSTRUCTION OBSERVATION REPORT Project: LEGOLAND Parking Structure Page 1 of 2 Engineer: Mary Anne Nekuda (Hope-Amundson) Date and Time of Site Visit: 12/15/16 —11:00 am Contractor: McCarthy Building Companies, Inc. Date of Report: 12/15/16 Architect: International Parking Design, Inc. Project #: 216003.00 :J — Report#:1 Work in progress: Foundations: Pad foundations and continuous ramp wall foundations on grid lines D and E from grid line 9 to 13 are complete. Pad foundations and continuous grade separation wall foundations and reinforcement along grid line D from grid line 4 to 9 was complete and concrete was being placed while on-site. Pad foundation and vertical dowel reinforcement along grid line E from grid line 1 to 9 was complete. Typical slab-on-grade edge reinforcement per 6/S4.01 and 8/S1.1 1 at grid line E had yet to be placed North and South of the moment frame foundations. Foundation reinforcement along grid line 1 from grid line C.6 to D.9 was ongoing. Elevator mat foundation is complete. Remaining foundation excavation was ongoing. Columns: Reinforcing cages at grid lines D and E from grid line 2 to 13 have been placed up to the first lap splice above level 2. Reinforcement cage configuration and placement at grid line 1 from grid line C.6 to 13.9 was ongoing while on site. Observations and items discussed: The primary purpose of this observation visit was to review the grade beam reinforcement placement at grid line 1 from grid line C.6 to 13.9 and review foundation reinforcement along grid line E from grid line 1 to grid line 9. In general, items observed appeared to be in conformance with the structural drawings. The following were noted or discussed during this site visit: 1. Grade beam along grid line 1: We closely reviewed reinforcement for grade, type, and placement from grid line D to grid line 13.4. We observed that other portions of the grade beam appeared to be similar to that observed above. We observed that remaining reinforcement was ready to be placed after column cages at grid lines C.6 and D.9 were completed and placed. We observed that stiffener wall reinforcement was ready to be placed per 8/S4.01 after column cages and cap ties were completed and placed. I:\04 Projects\2016\216003.00 Legoland PS (D-B)\1 Central Folders\17 Field Reports\01 Structural Observations\2016-12-15 - H-A Construction Observation Report.doc Last Updated 8/02/06 IA kDPE AMUNDSON Project: LEGOLAND Parking Structure Page 2 of 2 2. Items yet to be placed and in progress when the site observation took place include, but are not limited to the following: Grade beam top reinforcement from grid line D.4 to D.9 along grid line 1 Grade beam cap ties from grid line D.4 to D.9 along grid linel Column vertical reinforcement up to level 2 splice at grid lines 1/C.6 and 1/D.9 Typical slab-on-grade edge reinforcement per 6/S4.01 and 8/S1.11 at grid line E had yet to be placed North and South of moment frame foundations. As discussed on site all items above are to be completed prior to pouring. Site Visitor's Signature: 'lfla4t/__ Copies to: File Architect: International Parking Design, Inc. (Michelle Huang) Contractor: McCarthy Building Companies, Inc. (Zach Pencherli and Brianna Lostaglio) Engineer: Brad Lowe RECEIVED DEC 2 12016 CITY OF CARLSBAD BUILDING DIVISION I:\04 Projects\2016\216003.00 Legoland PS (D-B)\1 Central Folders\17 Field Reports\01 Structural Observations\2016-12-15 - H-A Construction Observation Report.doc Last Updated 8/02106 r -- EsGil Corporation In 'Partnership with goernmentforcBui (di ng Safety DATE SEPT 27,2016 D'PLICANT '.J1JRIS JURlSDlCTlO'ABAp U PLAN REVIEWER UFILE , PLAN CHECK NO.: 16-2925 SET: HI PROJECT ADDRESS: 1 LEGOLAND DRIVE PROJECT NAME: FOUR-LEVEL OPEN PARKING GARAGE . The plans transmitted herewith have been corrected where necessary and substantially, comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved andcheckedby building department staff. . The plans transmitted -herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith isfor your information. -The plans- are. being held at EsGil Corporation until corrected plans are submitted for recheck. Li The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Liii The applicant's copy of the check list has been sent to: McCarthy Building Companies, Inc., ..: . EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Lee Sudhoff- Telephone #: 858-784-0347. . Date contactedq/z7//(_e(byç) . Email: LSudhoffmccathv.00m . LSudhoffmccarthy.com 0 Mail Telephone Fa5 In Person • . REMARKS: The applicant to slip sheet Set Ill Plans into Sft II Plans at the building department. I By: AL! SADRE, S.E. . • Enclosures: 0• EsGil Corporation • ., • LI Gk LI EJ LI MB LI Pc 9/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (8~8) 560-1468 • Fax (858) 560-1576 ,.. '• ' EsGil Corporation In(Partnership with çovernmentfortBuz(ding Safety DATE:,SEPT.,08, 2016 LI APPLICANT LIJURIS JURISDICTION CARLSBAD LI PLAN REVIEWER - LI FILE PLAN CHECK NO 16-2925 SET II PROJECT ADDRESS 1 LEGOLAND DRIVE PROJECT NAME FOUR-LEVEL OPEN PARKING GARAGE' : :. ' - • •. LIII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes ' LIII The plans transmitted herewith will substntiallyompIy with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff ' LIII The plans transmitted herewith have significant deficiencies identified onthe enclosed check list and should be correctedr and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at EsGil Corporation until corrected plans are submitted for recheck PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person I . •''• ., ) ,-.'•. :•. '-.••• , ••• •I The 'applicant's copy of the check list has been pent to: •,.' '. . '.. . : McCarthy Building Companies, Inc EsGil Corporation staff dud not advise the applicant that the plan check has been completed EsGil Corporation staff dud advise the applicant that the plan check has been completed Person contacted Lee Sudhoff Telephone # 858-784-0347 Date contacted (by ) Email 1LSudtoffmccathy corn LSudhOff(mccarthy.com •• • .. . '. . •• . ' •'. I. • , Mail Telephone Fax In Person • • • • .. • ' 0 • • REMARKS Please see attached for remaining items from previous list By. ALl SADRE, S E Enclosures EsGil Corporation • ,• . ' •. .,' LI GA LI EJ LI MB El PC 9/1 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858)..560-1576 ' • ••. 0 r"4 ç * CARLSBAD 16-2925 SEPT 08, 2016 : I Please submit (4) sets of revised, stamped andigied plans to the City for review and approval 4. i.• . -. -' + , 2 To facilitate .'. rechecking, please identify, next to eachitem,th sheet of the plans upon which each correction on this sheet has been mde and return ' this sheet with the revised plans STRUCTURPL ,. 3 Please revise the structural plans to reflect the' soils enginêèr's ecoimended .d changes in their letter dated Aug.24, 2016 - - . o The jurisdiction has contracted with EsGil Corporatin l 9320 Chesapeake Drive, Suite 208, San Diego, California92123, telerone nunber of 858/560-1468, to perform the plan reviewforyour pFojctlf6u Fav ahy * questions regarding these plan review iteriis, pleas dortt ALhSADRE, SE'4 at EsGil Corporation Thank you we , - 4 • 1 *r 0 I - ••- .-.•• . .---, - .1 . I . S •• ---S S. .•• 5- -5 - • -1 •r- Ic -••- '-'S '.55 SS V ? .f - .4..• 717 = -i'- - .5-I •• •- S • •. 5'-,.. - 3• eJ• .5-.,'? 5 - ---'S • - - v.. ' 5_ S t .5. 5 5 5 555555.5.5 5 . S.- S •_SS . - 4 8' - '- EsGil Corporation In 'Partners flip with government for(Building Safety DATE: AUG. .08, 2016 ,APPLICANT ,,JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER UFILE PLAN CHECK NO.: 16-2925 SET: I 0 PROJECT ADDRESS: I LEGOLAND DRIVE PROJECT NAME FOUR-LEVEL OPEN PARKING GARAGE ' The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's , ' codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. . The plans transmitted herewith, have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held,at EsGil Corporation until 'corrected plans are submitted for recheck. The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has, been sent to: McCarthy Building Companies, Inc. F] EsGil Corporation staff did not advise the applicant that the plan check has been completed,. EsGil Corporation 'staff did advise the applicant that the plan check has' been completed. 'Person contacted: Lee Sudhoff ' ' Telephone #: 858-784-0347 ' Date coytacted: I (br ,) , Email: LSudhoff@mccathy.com 'flaiI yphone Fax In person J REM A: By: AL! SADRE, S.E. , Enclosures: ' 'EsGil Corporation E GA ' EJ E MB' PC" 7/29 9320 Chesapeake Drive, Suite 208• San Diego, California 92123 • (858) 560-1468 • Fax (858) 5604576 CARLSBAD 16-2925 AUG. 08, 2016 GENERAL PLAN CORRECTION LIST JURISDICTION CARLSBAD •. PLAN CHECK NO.: 16-2925 PROJECT ADDRESS: 1 LEGOLAND DRIVE CONSTRUCTION = I-B; LEVELS = FOUR; HEIGHT = 35'-5"; OCCUPANCY = S2; SPRINKLERS = YES; AREAS = 65,733-S.F./LEVEL; TOTAL = 205,803-S.F. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 7/29 AUG. 08, 2016 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and, ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a. result of corrections from this list. If there are other changes, please briefl' describe them and-where they are located on the plans. Have changes been made not resulting from this list? U Yes U No 1.1 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760)602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. CARLSBAD 16-2925 AUG. 08, 2016 . PLANS A reminder that all sheets of the revised plans and the first sheet of the updated - calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec. 107.2. I.e.', site lighting, fences, gates, walls, signage, pedestrian bridge, canopies (1/A4.11), etc. Alternatively, provide complete structural details & references on plans for all at resubmittal. On the cover sheet of the plans, specify any items that will have a deferred submittal (elevator, stairs; fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the-registered design' professional in responsible charge, who shall review them and forward them to the building official with a notation indicating-that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." - . ROOFS - A Class A roof covering is required. Table 1505.1 & City Policy. Revise the information-on Sheet AO.02, under Code Summary, accordingly. . MISCELLANEOUS LIFE/SAFETY The applicant shall submit the Carlsbad special form for Waste Management. [This Form is available at the Building Department]. City Policy. Stair reference on Sheet A2.02, near grid point A-16, is incorrect. Similarly, for that on Sheet A2.03. , Please specify where details 1,'3, 4 & 5/A4.01 are called 5oufon plans. Pit ladder reference, -as noted on detail 1/A4.11, is incorrect. Please complete all references to blank bubbles, xx/xx, ??/??, etc. on plans. I.e.,, see Section 3/A6.02. Where is Sheet A7.01 B, as noted under General Stair Note #3, on Sheet A7.01? A reminder that no project specifications were submitted to EsGil, as noted on plans. I.e., see general stair notes on Sheet A7.01: Please specify where details 3, 6, 7, 9, 12 & 13/A7.01 are referenced on plans. Please indicate where details 3,6,7, 10, 11 & 12/A7.02 are called out on plans., 13 CARLSBAD 16-2925 AUG. 08, 2016 Please state where details 6, 7, 8 & 10/A7.03 are cross referenced on plans. Please note where details 4, 7, 8, 9, 20, 13 & 14/A7.04 are referenced on plans. Please specify where detail 7/A7.05 is called out on plans; Please indicate where detail .1/A8.01 is referenced on plans. Please note Where details 12 & 13/A9.02 is cross referenced on plans. NON-RESIDENTIAL GREEN BUILDING STANDARDS (Sheet AO.04) Electric Vehicle Charging: If this newly constructed building includes a parking design of over 50 spaces, compliance with Table 5.106.5.3.3 is necessary. Provide the following design requirements found in Section 5.106.5.3 (JuIy1, 2015 Supplement): Location of EVSE, power source location and .future power availability, raceway design, and EV termination identifications. Commissioning. For new buildings that are 10,000 sq. ft. and over, the architect or responsible design professional shall submit, prior to plan approval, a "Commissioning Plan". CGC Section 5.410.2. The Commissioning Plan must be submitted with the plan documents during plan check. The Plan must be reviewed and apprOved by the plan checker for compliance with the required .features listed in CGC 5.410.2.3 as follows: (a) General project information (b) Commissioning goals (c) List the systems to be commissioned with information on design intent, equipment and systems to be tested, functions to be tested and acceptable performance based on tests (d)Commissioning Team information (e) Commissioning process activities, schedules and responsibilities. STRUCTURAL Provide a complete copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. This should match what is noted on Sheet S1.02. Note on plans that surface water will drain away from building. The grade shall fall a min of 5% within the first 10' (2% for impervious surfaces). Section 1804.3. Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Please add pad footing "F12.0" to the schedule, on Sheet S2.01, as called out near grid point D-5. Where is detail 19/S4.01, a noted near grid point D-6.5, on Sheet S2.01? CARLSBAD 16-2925 AUG. 08, 2016 . . Please show pad footing(s) top reinforcement size and. number (in each direction) under the moment frame columns subject to uplift. I.e., see gridlines "A" & Please remove the. "NOTFOR cONSTRUCTION" stamp on plans: Please specify the footing embedment On detail 161S6.01. On Sheet S2.02, near grid point E-14, please specify the distance between the dead-end and gridline 14 (Typical). [This is applicable to all four corners for the structure, as well as that nOargridline #8., etc.]. Please cornplete.the staggered tails separation, on Sheet S2.02, near grid point D-14.5. [The dimension is missing]. . . .. Please clarify the following notation on Sheet S2.02, near grid point B.5-11.5 stating: 'Alt. Length For Staggered Tails(.16.5.& 15.0)". Indicate for what 16.5 & 15 stand? : S On Sheet S2.03, the Special Moment Frme (SMF)5references are incorrect, at gridlines #1 & 16, for both the 3rd & 4th levels. . S • Detail #7, as refOrenced on sketch 8/S2.12, is incorrect. . Please specify the required 5, I & ICC approval # on plans for all steel decking in those for the stairs, elevator roof, etc. I.e;, see details I & 5/S2.12. Please indicate where detail 19/S3.01 is c5ross referenced on plans. On detail 8/S3.05, specify that the reinforcement between gridlines B & C are typical. I.e., applicable to the other bay as well. [Similarly for those on details 9 & 10/S3.05]. 38. On-SMF Elevation #4/S3.06, complete the blank information on gridline C.7, 2d Level. [Similarly, for that on Elevation #1 2/S3.06]. On SMF Elevation #12/S3.06, revise gridline D.8 to D.9, as per plans. The reinforcement information, on. SMF Elevation #12/S3:06, at level #4, is shown incorrectly. On SMF Elevations #4 & 12/S3.06, please show the. beam ties have (4) legs with two alternating cross-ties, as per details 14/S4.01 & 1/S5.01, versus two legs, as•. currently shown. 5 , . . , . . •' Please specify where details #7 & 1 9/S4.02 are referenced on plans. 43. Detail #18; as called out on 6/S5:O1 is ihcorrect. . . . Please provide a section through the pedestal on detail 20/S6.01. Alternatively, refer to another detail .for this information. . . '. . CARLSBAD 16-2925 AUG 08, 2016 45. On detail 9/S5.01, specify the slope of the beveled beams. 46 Please indicate the width(s) of the beams on details 5 & 6/S5.01.. 47 Please show all chord bars size(s) and length(s) on framing plans - - * - t.*. * 48. Collector Desigh Collector elements, splices and their connections to resisting elements should be designed to resist the prescribed forces They must also have the design strength to resist the special load coribinatiôns of Section 12.4.3 (Section 12.10.21). Showdetalls and references on framing plans This is also to be reflected on frame elevations on Sht S3.06. 49. Detail on the plans the seismic separation between rigid elements and lateral frames, per ASCE-7, Equation 12.12-2. include in the calculations a justification for the separation distance per ASCE-7 Section 12 123 and 1286 Show 2" is adequate as depicted on plans. 50.. Please show SMF columns as well as their anchorage are designed for the load : combination, as per ASCE 7-10, Section 12.4.3. Please see the next item for the required load combinations as well. - 51 Seismic Load Effect U Seismic load effect, E The seismic load effect E should be computed in accordance with the following equation setforth inAScE7-1O,- Section 12.4.2: E =pQE + 0.2S0 D i •_ . . Maximum seismic load effect, Em. The maximum.seismic load effect, Em, should be computed in accordance with the following equation set forth in ASCE7-10, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2 Em =C)oQE +O.2SDSD 52 Additional corrections may be necessary, once updated plans and calculations are submitted for review and approval. ADDITIONAL, 53 Please see attached for P/M/E items 54. The jurisdiction has contracted with EsGil Corporation located, at 9320 Chesapake Drive, Suite 208, -San Diego; California 92123; telephone nt.imber of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact AL! SADRE, S.E. at EsGil Corporation. Thank you. . , . CARLSBAD 16-2925 AUG 08, 2016 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER Eric Jensen ELECTRICAL (2013 CALIFORNIAELECTRICAL CODE) Include the louver description on the electrical room (101) door: I see a grille, I think, but no particulars The inverter's 12,000 watts on the equipment schedule, 10,000 on the single line diagram Please review. Is panel EDP9 used on this project? Shownon the site plan, sheet E1.01. Include a structural design for the attachment of the pole lights ohthe upper level of the parking garage ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) a The energy is fine as submitted Note: If you have any questions regarding this Electrical-and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process note on this list (or a copy) where the-,corrected items have been addressed on the plans. PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 8/9/2016 PLAN REVIEW NUMBER 16-1925 SET :I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The final set of corrected drawings to be reviewed for signing and sealing just before the permits are t0be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. Please provide calculations for the requiredr openings for natural ventilation purposes foreach floor level to comply with CBC, Section 406.5.2 Then the requirement for mechanical ventilation will be reviewed See item #68 below Detail the required drainage form elevator pit. PLUMBING (2013 CALIFORNIA PLUMBING CODE) Obtain approval from the Building Official and CityEngineer for the proposed - pump system for the Storm Water drainage system. cARLSBAD 16-2925 AUG. 08; 2016 .; The plans seem to show the floor sink for indirect waste for condensate from split system heat pump to to sand &oil interceptor, to sewer.Alsothe hub drain for the fire sprinkler system test drainage is also to thesame sand &.oiF - interceptor to sewer. Serving sewer agency to review the drainage to the public sewer. system. •-' MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) Please provide installation instruction allowing. compressor uhit of the split system heat pump system to be installed inside the parking garage. Also, show required protection from impact from autos. The through the wall AC unit must be through en.exterior wall. Not in a wall that separates the garage and the conditioned Data Room: Check the installation instructions, and listing data for installation of the through the wall AC unit. 6. Show the condensate waste-disposal from the through the wall AC unitto an approved location. Not on the floor of thegárage. Show the exhaust fan from theelectrical room to the exterior of the building. Not into the parking garage. . . . See item # 60 above. The first floor level seems to be required to have mechanical ventilation as per CMC.Table 404. Provide exhaust ventilation for the S-2 parking garage capable of exhausting .75 CFM. Include the fan specifications, locations, all ducting (sizing, routing, and termination locations), and any shafts and/or dampers that may be required. Note If you have any questions regarding this Plumbingand Mebhanical plan review ' listplease contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ARL.SBAD 16-2925 AUG 08, 2016 [DO NOT PAY— THIS IS NOT AN!NVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-2925 PREPARED BY ALl SADRE, S E DATE AUG 08, 2016 'BUILDING ADDRESS: 1LEGOLANDDRIVE BUILDING OCCUPANCY: S2; I-B/SPR. BUILDING [PORTION AREA .( Sq. Ft.) Valuation Multiplier Reg. Mod. . VALUE ($) PARKING 205803 56.11 11,547,606 Air Conditioning Fire Sprinklers 205803 3.94 810,864 TOTAL VALUE 12,358,470 Jurisdiction Code CB jBy Ordinance • Bldg Permit Fee by Ordinance t J I $26,137 921 Plan Check Fee by Ordinance $16,989 651 Type of Reviews Complete Review o Structural Only o Repetitive Fee Other Repeats Hourly Lij EsGil Fee . I $14,637.24I S - S. PLANNING DIVISION BUILDING PLAN CHECK Development Services Planning Di v*ision C I I Y 0 F REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD. ..P28 . . (760)602-4610 - .' . - www.carlsbadcá:2ov DATE 9/30/16 PROJECT NAME Lego Parking Structu-e PROJECT ID SDP 96 14(I)/CDP 96- 16(H) PLAN CHECK NO CB 16-2925 SET# 2 ADDRESS I Legoland Dr. APN 211400-09-00 This plan check review is complete and has beeh APPROVED by the Planning Division By Teri Delcamp A Final Inspection by the Planning Division is required Z Yes E No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions This plan check review is NOT COMPLETE tem missing or incorrect are listed on the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to Lsudhoff@rnccarthy corn For questions or clarifications on the. attached, checkiist please contact the following reviewer as marked:, .....- -.,. ' •... ....... .-. .-.S . .... PLANNING - ENGINEERING FIRE PREVENTION 760-602 4610 760-602 2750 760.602 46651 :..: Chris Sexton Chris Glassen Greg Ryan 7606024624 7606022784 7606024663 Chris.Sexton@carIsbadca.gov: 'Christopher.GIassencarisbadca.ov S . Greeorv.Ryan@carisbadca.gov . Gina Ruiz . F1 ValRay. Marshall Cindy Wong •- 760-6024675 760-L'602-2741 .760-602-4662 Gina.Ruiz@carlsbadca.gov. . . ValRay.Marshail@carlsbadca.gov . 'Cvnthia.Wong@carisbadca.gov Teri Delcamp Linda Ontiveros Dominic Fieri 760-6024611 . . 760-602-2773 . S 760-602-4664- . teri.deicamp@carisbadca.gov' . . . S Linda.Ontiveros@crisbadca.ov' . 'Dominic. Fieri@carisbadca.gov :-' ' ,.;•. • . - 4 ' f_• --' . . . :- . • : , -. '' ' 4 REVIEVV # J3 , ;4c S , 44 1 2 3 Legend:Item Complete Eli Item Incomplete - Needs your action . -, i• ,,..', . ' . 2 4 EYN El - 4 * I Environmental Review Required El YES NO El TYPE ., 1 . \ . . . . - . ., . . . . DATE OF COMPLETION Compliance with conditions of approval? If not state conditions which require action Conditions of Approval El El .-r . , .•4. #I4f . S 4' L't '-,-• Duscretionary Action Rquured YES NO El TYPE SDP/CDP APPROVAL/RESO NO 7194 DATE 9/7/16 u PROJECT NO SDP 96-14(l)/CDP 96-16(H) - - 3 OTHER RELATED CASES:.4 t• CompIiance with conditions or approval2 If not state conditions which require action -.................- - • ,4_.• .4_b Conditions of Approval r See below ) El El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO 0 - CA Coastal Commission Authority?' YES El NO If California ol Coastal ComThission Authority Contact them at — 7575 Metropolitan Drive Suite 103 San Diego CA 92108-4402 (619) 767-2370 F Determine status (Costal lernit Required or Exempt) 411 .' .....-. ,- . •..3, El- - .-:HabitatManagementPIan . _r •• - . . Data En'tr'y Cothpleted' YES Li NO El . c If property has Habitat Type identified in Table 11 of HMP complete HMP Permit application and assess fees in Permits Plus . .i U (NP/Ds,:,Activity Maintenance enter FCB# toolbar, Screens HMP Fees Enter Acres of Habitat T ype impacted/taken UPDATE') - . El . . .. . . . ....'-.•. i_u - _ Inclusionary Housing4Feeequired YES [11 No ,4 •'r 1 (Effective date of Inclusionary Housing Ordinance,- May 21,-dj Data Entry Completed? YES El NO El - -, (A/P/Ds Activity Maintenance enter CB# toolbar Screens Housing Fees Construct Housing Y/N ,Enter Fee4 UPDATE') ., 4 . .'• . I2. . ., . . . '- . ,- . For construction of inclusior'ary units email notification provided to HNS? YES El NO El" (Email Susan Steinkemp in HNS with project number and contact info) El Housing Tracking Form (form P-20) completed ; YES El NO El N/A F . - . - ---. • . . . .,' - F - .• S •., -, . . • • -'• • 4. , • , . • • _ • • * • J• _ 4 Site Plan Z El Provide a fully dimensional site plan drawn to scale Show North arrow, property lines easements existing and proposed structures streets existing street improvements right-of- 4way width dimensional setbacks and existing topographical lines (including all side and rear yard sloiSes) Provide legal descriptioof property and assessors parcel number. . L F 1 P728 Page 2 of 3 'b7/1 1 4- ,, - City Council Policy 44— Neighborhood Architectural Design Guidelines . 0 . 1. Applicability: YES ]NON 0' 2. Project complies: YES 0 NO . .. . •' . ' 0 ' 1: Setbacks: . . . .• :' . .. Front: 'Required' _' 'Shown QL ,Interior Side': '' . ' Requ'ired Shown OK . Street Side: ' Required ' '. Shown OK •. . , ' . Rear: , Required Shown OK . Topofslope: . Required Shown OK . . . 0 2.. Accessory structure setbacks: •) . . . . " S ' ' ', . . . Front:. :'' Required ' Shown JJL Interior Side: '. ' Required Shown. Street Side: . Required Shown' Rear: , ' Required Shown, Structure separation Required Shown 0 . 3. Lot Coverage: . ,. Required i.' Shown Q ' ' ' ' •• ' ' ' El' 4. Height: , .' , Required ' 'Shown OK . . •i• .. . ' " fl ' , 5. Parking: . . Spaces Required' 'Shown OK (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown El I Additional Comments Seebelow OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE • Plans are generally consistent with approved SOP 9614(1)/CDP 96-16(H). 1, ,, • 0 ' ' Comply with remaining conditions ' of approval required prior to 'issuance of grading • :. , permit/ground-disturbing activity. Obtain approval of grading permit/pad cert. 'and' approval of landscape plan's, prior to bldg. permit issuance ' ,' • ' '1 •" 0, ' 0 , • ,0, ( ' ' .-• ' 0 • ' 0 • , 0 • • . ' •'" 0 • • • ' ' ., ' P28 Page 3of3 07/11 c . - •. PLANNING . ••. - . . .- . . .. ENGlNEERlNG. : ,FIRE PREVENTION - •] 760602-4610. . . 7606022750 - ,. 7606024665' .•• 1.. -. - -. . ..---- . ,..... 7' ________ , •.. .. Chris Sexton - Chris Glassen .' . . Greg Ryan - 760-602-4624 760-602-2784 - 760-602-4663 Chris.sexton@carisbadca.gov ChristoDher.Glassen@carlsbadca.gov: Gregórv.Ryan@carlsbadca.gàv Gina Ruiz ValRay Marshall - Cindy Wong 760-6024675 760-602-2741- 760-602-4662 Gina.Ruiz@carlsbadca.gov Yajj3pyMarshaII@carIsbadca.gpv Cvnthia.Wonp@carisbadca.gov Ten Delcamp Linda Ontiveros Dominic Fieri - 760-6024611 7606022773 760-66 2*-4664 teri.deicam,@carisbadca.gov - •Linda.ontivero's@carisbadca.96 DominicFieri@carisbadca.gov El PLANNING DIVISION Development Services /4 BUILDING PLAN CHECK Planning Division I TY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 www.carlsbadca.gov- DATE:.8/19/16. PROJECT NAME Lego Parking Structure PROJECT ID SDP 96-14(I)/CDP 96- 16(H) PLAN CHECK NO CB 16-2925 SET# I ADDRESS I LegolandDr APN 211-100-09-00 This plan check review is complete and has been APPROVED by the Planning Division I By Teri Delcamp I - A Final Inspection by the Planning Division is required Z Yes fl No You may also have corrections from one or more of the divisions listed below Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions This plan check review is NOT COMPLETE Items missing or incorrect are listed on the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to Lsudhoff@rnccarthy corn For questions or clarifications on the attached checklist please contact the fOiiowing reviewer as marked: Remarks Requires discretionary. approval 'e .. S.. -.. . ..,,•,: 5 k:. . .. :.. .S- REVIEW# I k I 23 Legend Item Complete El ltem Incomplete,- Needs your a'ctuo, LI LI LI Environmental Review Required YES ,F NO LI TYPE . DATE OF COMPLETION Compliance with conditions of approval'? If not state conditions"'which require action Conditions of Approval ' .., S•,• ..4 - .. .. . El El F1 Discretionary Action Required YES NO El TYPE SD P/C DP APPROVAL/RESO NO DATE PROJECT NO SDP 96-14(1)/CDP 96-16(H),.!, OTHER, RELATED CASES , Compliance with conditions or approvl7.Jf Aot state conditions which require action Conditions of Approval LI LI LI Coastal ZoneAssessmentICompliance Project site located in Coastal Zcne'? ES Y NO Q '- CA Coastal Commission Authority'? YES D NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive Suite 103 San Diego CA 92108-4402 (619) 767-2370 F Detdrmire status (Coastal Prnit Required or Exempt) , . t . t 4 s •1 N. E] LI Habitat Management Plan Data Entry Completed'? YES LIL NO LI If property. has Habitat Type identified in Table 11 of HMP complete HMP Permit application J5 4 - . 15 and assess fees in Permits Plus ,. (AIPIDs Activity'Maintenance 4erit&468# toolbar, Screens HMP Fees Enter Acres of Habitat Type impacted/taken UPDATE') . LI LI lncluioiary Housing Fe&reuired YES LI NO (Effective date of Inclusionary, Housing Ordinance - May 21 1993) -. 44 5, 4 4 ..'.. •- Data Entry çonpleted? YES LI.-NO (A/PIDs iActivity Maintenance enter CB# toolbar Screens Housing Fees Construct Housing YIN Enter Fee UPDATE') 4 For construction of i-n cl6sioharyl units, email, notification provided to HNS7 YES 'E] NO E] (Email SusanSteinker1p in HNS with proje6t number and contact info) ' '•' . • L . . - . . ': LI LI Housing Tracking Form (form4P-20) completed YES LI NO LI N/A I 4 Site Plan:' •. r LI. LI . Frovide a fully dimensional site plan, drWnto -scale. Show:- North ar10w, property -,lines easements existing and proposed structurs streets existing street improvements right-of- - way, width dimensional setbacksand existing topographical lines (including all side and rear yard slops) Provide legal description of property and 'assessor's parcel number 5) -\ -. •;-- S. , S - S S •, • , ;S -. S • S P28 Page2of3 07/11 4 ,44 4 54 - •5, L 1 City Council Policy 44— Neighborhood Architectural Design Guidelines El El 1 Applicability:.YES El NO 0-0 0 2 Project complies YES El NOD Zoning El El 1 Setbacks Front; . . Required . . Shown OK ' InteriOr Side: Required Shown OK •. . . . . Street Side: . Required Shown OK . . Rear Required _____ Shown OK Top .of slope: . Required Shown OK •. . . '. . 2. AccessOry structuresetbacks: Front Required Shown N/A ; . . . lAterior Side: Required -,-Shown . • Street Side: . Required Shown _____ • • . • Rear Required Shown Structure separation: Required • Shown ____.. • .. • . 0. El El 3 Lot Coverage Required' Shown Q El. El 4. Height:, .. .. Required Shown OK •• . • El El 5 Parking Spaces Required Shown / I (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown El El El Additional Comments Obtain approval of SDP 96-16(H)ICDP 96-14(l) OKTO ISSUE AND ENTERED. APPROVAL INTO COMPUTER DATE ___ . •• • . •• •• • • •• I) P28 Page 3of3 07/11 •.. •••-. .'•• 7- S S. PLAN CHECK Community &Economic Development Department ' REVIEW ''' I TY 0 F 1635 Faraday Avenue Urlsbad CA CARLSBAD .TRANSMITTAL WW DATE 09/06/2016 PROJECT NAME Legoland Parking Structure PROJECT ID SDP96-141 PLAN CHECK NO: CB162925 SET#: 2 'ADDRESS: 1 Legoland Dr " APN: 2111000900 S VALUATION SCOPE OF WORK 3 level parking lot 206,674 sf - S. •'' 5• 5. This plan check review is complete and has been APPROVED by LND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required:'Yes No To determine status by one or more of these divisions listed below, please contact 76o602719 >< This plan checI review is NOT COMPLETE Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required Plan Check Coi1nments have been sent to Lsudhoff@mccarthy corn • ________ ___ ENGINEERING . 760-602-2750 Chris Sexton Chris Glissen Greg Ryan ' . 760-602-4624 .. •. 760-602-2784. •,, 760-602-4663 Chris.Sexton@carlsbadca' 5 gov Christopher.Giassen@carisbadca.gov ' Gregory.Ryan@caiisbadca.gov . Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 I 760 602-2773 760-'602-4662 Gina Ruiz@carisbadca got' Linda Ontiveros@carisbadca gov Cynthia Wong@carlsbadca gov VaiRay Nelson Dominic Fieri 360-602-274.1, 760-602-4664 0 VaiRay.MarshaiI@carisbadca.gov Dominic.Fieri@carlsbadca.gov . Remarks .5 t ' - .5_' 0 • 0 - I Legolánd Parking Structure . - .. . PL1tN CHECK NO # CB162925 routstanding issues are mked with .M Items that 'Conform to permit requirements are marked with 1: or, have intentionally been left blank. 1 SITE PLAN : Provide a fully dimensioned site plan drawnto scale. Show: - Slip sheetCity - signed Liii [II] North arrow r. Driveway widths approv'ed'- [1111 DIII Existing& roposedstrutures [III] Existing or proposedsewer lateral grading plans Existing stret improvments .' LIII xisting or proposed water service into building LII LIII Property lins (show all dimensions) [J LII Submit on signed approved plans set / LIII] DIII Easements DW6 No DWG 495-8A LII LII Right of way width & adjacent streets Show on site plan: DWG 495-8A *4- - ,, • . - Drairage patterns LIII] ED Building pad surface drainage must maintain a-minimum slope of one percent towards an adjoining street or an aproved drainage course. .J JADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage o2% to swale 5awayfrornbuilding". , •-, - LII Dliii Existing & proposed slopes and topography LIII =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. ' •:, ' - Each 'unit reqinres a separate servicd; however, second dwelling units iand apartment complexes are an . .• " - exception.'- :*, -•, : -- •- • S LIII] LIJ Sewer and water laterals should not be located within proposed driveways per standards Include . . . •. . . on title sheet: k -. . iii:i . •I, . Lii Site address • - LIII [II] Assessors parcel number . ED LII] Legal description/lot numbr, • [21] -L . -. GJ "For,commercial/industrial.buildings and tenant improvement projects, include: total building 'square footage with- the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing warehouse office etc) previously approved.. '3 ,' ........... • . LII [j Show lI'existinà 6s6 of SF a1 rew proposed use of SF. S -Example:..- . Tenant improvement for 3500 SF of warehouse to 3500 S1Fi of office Lot/MapNo lot 18 Map 13408 SubdMsion/Trat: CT-94-09 unit 02a6d 0,3.. .- • - ,•.•1..:- -• -•- --1*.•• Reference No(s) E-36 '.• Page 2'f6 • • • REV.6/01/12 .S 'S . • I. - -. _5.* -S . *• 5 iegolafld Parking Structure . . . . PLAN CHECK No'# CB162925 DISCRETIONARY APPROVAL COMPLIANCE [1 fl Project does not comply with the following engineering conditions of approval for project no.: DEDICATION REQUIREMENTS J Dedication for all street rights-of-way adjacent to the buildihg site and any storm drain or n/a . utility easements, on the building site is required for all new buildings and for remodels with a . . value at or exceeding $ 24000.00 pursuant to Caçlsbad Municipal Code Section 18.40.030. 0 ' fi fi Dedication required as follows: :. •• ' 4. IMPROVEMENT' REQUIREMENTS' Ali needed public improvements upon and adjacent to the building site must be constructed n/a ' . , atl time of building construction , whenever the value of the construction exceeds $10,000.0O, pursuant to Carlsbad Municipal Code Section 18.40.040. EJ J Pblic improvements required as f011ows: •. . . V • V , • c:i 1j Construction of the public improvements must be deferred pursuant to Carlsbad V - V • fliunicipal Code Section 18.40. Please submit a recent property title repOrt or current grant V V dred on the property and processing fee, so we may prepare the necessary Neighborhood ' • V • V ' Improvement Agreement.. This agreement must be, signed, notarized and • ' • V • approved by the city prior to issuance of a building permit. . •:' V fi E Fture public improvements required as follows: V • 'V , • • E-36 V , • • Page 3 of 6 : • V • REV 6/01/12 . . Legoland Parking Striicti1ire PLAN CHECK NO # CB162925 _ - -'-I - '5.' GRADING PERMIT REQUIREMENTS •-' The conditions that require a grading permit are found in Setion 15.16 of the Municipal Code EJ Jlnadequate informtion available 'on site plan to make a determination, on grading requirements. Include :accurate gradingquantities in cubic yards (cut, fill, import, export and remedial): This information must-be included on the. plans. If no grading is proposed I write .,NOGRADING' - . r i: Grading Permit required NOTE The grading permit mus be issued and trough grading approval obtained prior to issua'i,ce of a building permit. Li LII Graded Pad Certificationreq'uire'd. (Note: Pad certification, may be required eJen'if a grading. ' -. . \ permit not required.) All required documentation must be provided to your Engineering Construction Inspector, . '• , . . - The inspector will then 'provide the engineering counter, with a release for the building permit c:i EJ No grad irg permit required EJ EI1 Minor Grading Perm it, required: See additional comments for project specific requirements. - . . ', ,- ,, '3 .. S ' •, ':'. •" '1-1 •,' ,' •'',,._'J ,1 . ' - .' ' ''- '' .- t i '-. .r" ••I '•. j ' - ,,- , ..• , . . . - , ........., . . '3. - ." ' I, -- ' , - , 6. MISCELLANEOUS PERMITS '-- .'• '• F ... ' ' .. . . . . . RIGHT OF-WAY PERMIT is required to do work in city right-of-way and/J prate work adjacent to ihe public right-of-way. Types of work include,1 but are not limited to: street iiprovements tree trimming driveway construction tying into public storm drain sewer and . ' . i.-. - i'' '. ' - . -' . .'• ,waterutiIities. .. . - .--: , •,r. :,- - Right-of-Aay permit required for: I •', -:' '• . . I 'V.'. • S ' S '' ' - , -. ''E36 Page 4 of 6 REV 6/01/12 - -' S. Legoland Parking Structure . PLAN CHECK NO # CB162925 7. STORM WATER 0 Construction Compliance S SW16-318 IJ Projeët Threat Assessment Form complete. c:J Enclosed Project Threat Assessment Form incomplete. II Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW •' Eli LJ Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 • SWPPP, payment of processing fee and review by city. . . Post-Development (SIJSMP) Compliance SWMP 16-25 Storm Water Standards Questionnaire complete Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. • 0 E.1 Project is subject to Standard Storm Water Requirements. See city Standard Urban. El Storm Water Management Plan (SUSMP) for reference. . 0 • http://www.carIsbadca.gov/business/buiIdinq/Dcuments/EngStandsw-stds-vol4-ch2.pdf j Project needs to inôorpbrate low impact development strategies throughout in one or more of the following ways: • 0 • Rainwater harvesting (rain barrels or cistern) . . . T1 Vegetated Roof • . 0 E] Bio-retentioris cell/rain garden . . 0 Eli Pervious pavement/payers . E1 Flow-through planter/vegetated or rock drip line • • . . LII Vegetated swales or rock infiltration swales • • S • • Downspouts disconnect and discharge over landscape S • • S • 0 , 0 S •, LJOther: • . S 5 0 r E-36 S Page 5of6 S • • S • • REV 6/01/12 S., I . ..61 Legoland Parking Structure pLAN CHECK NO #CB162925 8 WATER METER REVIEW Domestic (potable) Use Ii [173 What size meter is required? S S FFYI'l Where a residential unit is required to have an automatic fire 'extinguishing system,,the minimum meter size shll be a 1" meter. NOTE: the corinectiori' fee, SDCWA system capacity charge and the. water-treatment capacity charge will be based on te size of the meter -. . necessary to meet the water use requirements. For residential units the minimum size meter shall b, 5/8", except whre the 'residential Unit is large r than 3,500 square feet 61 on a lot larger than one quarter (1/4) acr where the meter size shall be %". 9 FEES- 1 Required fees, have been entered in building permit. — . ' -, •-'•' 'I' - .'-.-- -.t',, S S [21] Drainage fee applicable - Added square feet Added sure footage in last two years? LI yes no Permit No. Permit No. . . Project built after 1980 byes E111]no Impervious surface >50% [2jyes Ljiio\ " Impact unconstructed facility '... LI yes Lino [121] Fire sprinklers required [2jyes jno (is addition over 150 from center line) Upgrade Jyes [1]no [II [71] No fees required if 10. ADDITIONAL COMMENTS . 1.•• -,• Parking Structure to1an existing theme park No fees I I di -s .'.. 1 , -S 'I S -li '.i•' Attachments [3 Englneeing4pIication [111] Storm Water Form Right of Way Application/info ) Referene Documents E-36 - •: .. - , ,Page6,o.f,6 - 1 REV,6/O1/12 S y — -; , -..1 - ' , i. -. 5 • .. - 'P... - Fee Calculation Worksheet I ENGINEERING DIVISION Prepared by: Address: Fees Update by: Date: GEO DATA: LFMZ: I B&T: Bldg. Permit #: Date: Fees Updateby: Date: EDU CALCULATIONS: List types and square footages for all uses; S Types of Use Sq.Ft./Units EDU's Types of Use: Sq.Ft./Units EDU's: Types-of Use: Sq.Ft./Units EDU's: Types ofUs: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units ,ADT's: Types of Use: -- - - I I I 0 Sq.Ft./Units ADT's: - -- II 11k - A flI - OT use: lypesoruse: q.I-L/unhts p4u1s: Types ofUse: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD: DYES (no oridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) D NO 1. PARK-IN-LIEU FEE:[]NW QUADRANT DNE QUADRANT ElSE-QUADRANT DW.QUADRANT ADT'/UNITS: X FEE/ADT: 23RAFFIC IMPACT FE: ADT'S/UNITS: Ix FEE/ADT: $ 3. BRIDGE & THOROUGHFARE FEE:: LI DIST. #1 EJDIST.#2 EJDIST.#3 (USE SANDAG)ADT'S/UN ITS X FEE/ADT: I. $ 4. FACILITIES MANA9MENT FEE ZONE: •' ADT'/UNITS: X FEE/SQ.FTJUNIT: I SEWER FEE • • EDU's X FEE/EDU: S BENEFIT AREA: • S • S EDU's X FEE/EDU: DRAINAGE FEES: PLDA: EHIGH : [—]MEDIUM LILOW ACRES: X FEE/AC: $ S POTABLE WATER FEES: - UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL ssslhjs may not represent a comprehensive list of fees due forthis project. Please contact the huilding division at (760) 602-2719 for a complete listing of fees*** L Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov Gina Ruiz 76O6O2-4675 Gina Ruiz@carlsbadca gov LI ' h Legoland Parking Structure PLAN CHECK NO # CB162925 Outstanding issues are marked with Items that conform to permit requirements are rnarke4 with or have intentionally been left blank: 4, ., •.,.., .- I SITEPLAN Provid a fully dimensioned site plan drawn to scale Show Slip sheet City' signed ? E1 E North arrow .,. jJ Driveway widths approved t:EJ EU Existing &.proposed structures . 1 . Existing or proposed sewer lateral grading plans ETJ D:1Existing street improvements E1 Existing or proposed water service into building' EIEJ .L Jprdértyiines (show allimensios LT1 Submit on signed apprdved plans: set Eli Easements DWG No DWG 495-8A Eli Right-of-way width &adjacent streets Show on site plan r TJ E1 Drainage patterns DWG 495-8A Lli J Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining • streCtor.an approved drainage course. . . E:J=ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale • . .54away.frorn building. rt . Existing & proposed slopes and topography Eli Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. ' Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception - - LII . Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: 'V...',- LillilSite address * Ellill fJAssessorsparcelnumber LUJ LJ Legal description/lot numbir •-' 1 LII For commercial/industrial buildings and tenant improvement projects include total building square footage with the square footage for each different use existing sewer permits showing square footage of different uses (manufacturing warehouse office etc) previously ,. 'approved.. -, -, LII LII Show all existing use of SF andnew proposed use of SF. . - Example:-. 1. . Tenant ienant improvement fOr 3500 SF of warehuse to 3500 SF of office. 0 . •' ••. .._ . . Lot/Map No lot 18 Map 13408 1 Subdivision/Tract CT 94709 unit 02 and 03 Reference No(s) ) / E36 Page 2'0f6 / REV 6/01/121, 1 -4 .4 S. .5 Legoland Parking Structure '. PLAN CHECK NO #' C8162925 DISCRETIONARY APPROVAL COMPLIANCE S * n/a LIII LII Project does not comply with the following engineering conditions of approval for project no DEDICATION REQUIREMENTS' . . . . . . ciTli Dedication for, all street rights-of-way adjacent to the building site and any storm drain or n/a . utility easements on the building site is required -for all new buildings and for remodels with a 'value at or exceeding $_24.00000 , pursuant to Carlsbad Municipal Code Section 18.40.030. . . .• '. . , . . . .• • . El Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS . 0 Lii All needed public improvements upon and adjacent' to the building site must be constructed ' n/a , . at time of building construction. whé9ever the value of.. the construction exceeds $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. . . LII [1 Public improvements required as follows: II:IIl LIII Construction of the, public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent,property title report or current grant * ' deed on the property and proôesing 'fee, so we may prepare the 'necessary Neighborhood . •• Improvement Agreement.. This agreement must be. signed, notarized and 0 • • . approved by the city prior to issuance of a building permit. LIII [II] Future public improvements required as follows: S , • • S 0 ' • E-36 , ' ' Page 3 of 6. REV 6/01/12 t - 1 LegolandParkingStructure PLAN CHECK NO#CB162925 : ' '-'- '•' ': ' - 5. GRADING PERMIT REQUIREMENTS. The conditions that require a grading permit are found in Section 15.16 of the Municipal Code ç Eu JInadequate information available on site plan to make a determination on grading - requiremnts. Include accu rate! grading quantities in cubic yards (cut, fill, import, export and remedial): This information must be included on the plans. If no grading is proposed ",rite: "N6 GRADING"' -. . . "4 .' .. -,;S- • ., . • , : . . ' - 3 Grading Permit required.,, -NOTE: The grading permit must be issued and rough grading approval 'obtained prior to issünce of a building permit. . EI1 ElaGraded Pad Certificàtionrequiréd. (Note: Pad certification my be required even if a grading .........permit isnot required.) All required documentation must be p(ovided to your Engineering ' Construction lhspector . ': . -- -' The inspector -will then provide the engineering counter with a release for the building permit. '. .5 . ¶ 5, _5 •. I ,- / . . 'S.. EIJ Eli No grading permit required. 5' E1 E:J Minor Grding Permit required See additional comments for project- specific requirements . , •': , . L -.' '. . - -•., . . -. , ,.-, •t' -:. . 6. MISCELLANEOUS PERMITS 4' 1 . 5_ -. , . .. '4 . J RIGHT-OF-WAY. PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include,z. but are not limited to street improvements, treetrimming driveway construction tying into public storm drain sewer and water utilities __4__. •':-'. ' Eli Right-of-way perhiit required for: , '- ' . •' , . .,. •.• '- . • .• , -S } ) I is E-36 '. • ' . • • : ' - Page 4of6 - -- . . REV6/01/12 • • • - - , -. . - • • 5 : • • . • .1 '. - • S - 0' 0 Legoland Parking Structure PLAN CHECK NO # CB162925 7. STORM WATER Construction Compliance • SW16-318 LIIJ Project Threat Assessment Form complete. LEI L.fl Enclosed Project Threat Assessment Form incomplete. LJ Fequires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW L11 Requires Tier 2 Storri, Water Pollution Prevention Plan. Requires submittal of Tier 2 I SWPPP, payment of processing fee and review by city. 0 Post-Development (SUSMP) Compliance 0 Storm Water Standards Questionnaire complete. .• SWMP 16-25 Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. - . LJ Project is subject to Standard Storm Water Requirements. See city Standard Urban 0• 0 Storm Water Management Plan (SUSMP) forreference. http://www.carlsbadca.gov/business/building/Documents/EnpStandsw-stds-vo14..ch2.pdf EIII LJ Project needs to incorporate low impact development strategies throughout in one or 0 0 0 more of the following ways:• 0 J Rainwater harvesting (rain barrels or cistern) 0 J Vegetated Roof • 0 • EJ Bio-retentions cell/rain garden - • EJ Pervious pavement/payers 0 • •'• • • 0 • 0 LjFlow-through planter/vegetated or rock drip line. . 0 0 • 0 JVegetated swales or rock infiltration swles • Downspouts disconnect and discharge over landscape • ,• 0 • • - 0 LijOther: 0 • • 0 •0 • 0 0 •• E-36 0 • • Page5of6 0 • REV 6/01/12 • 0 - V - -V Legoland Parking Structure . - PLAN CHECK NO # CB162925 . V .. V•; •V - S . 8 WATER METER REVIEW : Domestic (potable) Use EIJ LZJ What size meter is reqtired? - V V rFYI Where 'a 'residentil unit is required to have an automatic fire extinguishing system, .'the minimum meter size shall be a 1" meter. V -.'NOTE:'the'connection fee, VSDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter -. necessary to meet the water use requirements. jFF Y71 For residential units the minimum size meter shall be 5/8", except where the residential unit is' larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be ~ - V 9. FEES: - V • .L. LIII LIII Required fees have been entered in building permit V V '•' ••VV •V •• V V Drainage fee applicable .. Added sqtuarefeet V Added square footage in last two years? [--].yes 1II no V 'V VV •• V V V . .,,PmitNo. • V V V Permit No. V V V Proj&ct built after 1980 [Jyes []no Impervious surface >50% 1 []yes L]no V •• V V •lmpact unconstructed facility V Dyes LIno V LI LI1 Fire sprinklers required' Jyes El no (is addition over 150 from center line) V V• VV Upgrade E] yes Vc:Ino LII Rh No fees required . V 1O ADDITIONAL COMMENTS - • • V V • V VI V '1 -' 5 . Parking Structure to an existing theme park No fees V •' V V - V " V• ' -'j •• V • VVVV* - V (V VA' •V , . V V, V •.çV- . • V • V 'V • 4 V SV V S V V • .r V V H . V • J V * I V • • ' • V V • V • 4 • V V • - V • ,'V • VS V V• I . V Aftachments Engineering Apflcation Storm Water Form Right-of-WayApplication/info. Reference Documents V • E-36 V V : V V • • • • •• V V Page 6oI6.' . • REV 6/01/12 V V - : V - •. *.V V • V V V;S V V V Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: ' GEO DATA: LFMZ: I B&T: Address: ' Bldg. Permit#: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types ofUse: Sq.Ft./Units ' EDU's: Typesof Use: , Sq.Ft./Units EDU's: Types of Use: Sq,Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for'aII uses. Types of Use Sq.Ft./Units ADT's Types of Use: ' . Sq.Ft./Units , ADT's: Types of Use: Sq.Ft./Units ' ' ' ADT's: Types of Use: , Sq.Ft./Units, ADT's: FEES REQUIRED: Within CFD: DYES (no bridge .& thoroughfare fee in District #1, reduces' Traffic Impact Fee)' D NO 1: PARK-IN-LIEU FEE: LINW QUADRANT DNE QUADRANT DSE QUADRANT OW QUADRANT ADT'S/UNITS: ... X FEE/ADT: ' .. 4' '23RAFFIC IMPACT FEE ADT'S/UNITS: X FEE/ADT:' BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#2 DIST43 '(USE SANDAG)ADT'S/UN ITS X FEE/ADT: ' ; I = FACILITIES MANAGEMENT FEES ZONE: ' ADT'S/UNITS: X FEE/SQ.FT./UNIT: ' . ' SEWER FEE EDU's X FEE/EDU: ' , BENEFIT AREA: EDU's X FEE/EDU: DRAINAGE FEES: , .PLDA: EIHIGH F-1 MEDIUM , ELOW. ACRES:', X FEE/AC:'.." POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE ' TOTAL ***,This may not represent a comprehensive list of fees due'forhis project. ' ' Please-contact the Building division at (760) 60-719 for a complete listing of fees*** 0816 PpJ swi— Uc\ STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPP' E-29 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Eraon Control BMPs Sadmard Co Tmc)dnp Central BMPS I4cn4tm Water Msnnenser,t BMPS Waste Manegenieril and Material, Paflian Crarlre1BMP4 e F3 Best Management Practite . 2 an ,, ' . ' C - (BMP) Description — CL cSODeslnatlsri-3 . ° = - ' r- - - ? i- T '1 i ? '1 ? - ConsonAcdvy Gradipg/SoilDisturtonce --><X'>< -- >__.__ TrenchIng/xcovoUon I >< ')'C Stuclrplaig-- — — — — - — —>< DrillIng/Boring Concrele/AspholtSowcvltrng —'( -j ---- — Concrete Flotwork Paving — — — — - — — - Conduit/Pipe Installation I . Stucco/MorlarWork — - — — — — — — — — — — - WasteDisposul — — - — - - — - — - - - — Stoglrlg/LayDown Area - — - - - - — ><. I _x — Equipment uointenonce and Fueling — - .__Ile Hozsrdous Substance Use/Storoge - - - - - - - - - — - - Oewalei'ing - — - - - - SlteAccess Across Dirt - -- ----. - 0t11er(Iist): - -.__ - PROJECT INFORMATION SITE ADDRESS: 1 LEGOLAND WAY ASSESSOR'S PARCEL NUMBER: 211-10-09 EMERGENCY—CONTACT:, NVt7,t1OF 24 HOUR PHONE: CONSTRUCTION THREAT TO STORMWATER QUALITY VIEDIUM 0 LOW STORM WATER POLLUTION PREVENTION NOTES 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 SHAL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. 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. 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 PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3X INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTEC11ON BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED 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. OWNERS CERTIFICATE I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES' (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER/OWNERS AGENT NAME_LWRjTD NAME (SIGNATDQE * / -, "-......... 'WUPORARY COEISTRUCOOA EI8TRANCE/EXI1 OR TR ROW ACI1VI 0 8 '•• I TEMPORARY CHAIN LINK FENCE NTH GREEN MESH CONSTRUCTION T _ AND FUELING AREA N i RETE OUT !:T!E8 H :-- ____- L\ft[ -- SANITARY SEPTIC FACILITY PER WM-9 it MATERIAL DELIVERY AND STORAGE " / I MATERIAL USE PER WM-2 , / I PROPOSED PARKING ((13 \', ' SPILL PREVENTION AND CONTROL PER -4 Fw -r-- /' STRUCTURE j\ _ '< / SOLID WASTE MANAGEMENT PER wM-5 . - HAZARDOUS WASTE MANAGEMENT PER WM-6 6 S TABLE : TER :Ia:s ALL FACT SHEET DESIGNATIONS ARE PER CALIFORNIA STORM ATER OUALITY ASSOCIA11ON STORM WATER BEST MANAGEMENT [N OTE' -,-••--- / PROPOSED PARKING ON (2003) RACCE HANDBOOK - CONSTRUCTI - / I VI 1,j i," EROSION CONTROL NOTES 11 II / - INSTALL TEMPORARY PERIMETER FENCING. ACTUAL, LOCATION OF FENCING SHALL BE ADJUSTED IN THE FIELD IN ORDER TO MAINTAIN PEDESTRIAN ACCESS rO. 5 N AND FROM PARK FEATURES. '_--' 3---_ ® PROVIDE TEMPORARY CONSTRUCTION, ENTRANCE PER TR-1 4 --.... ® INSTALL PERIMETER BMPS ADJACENT, TO CONSTRUCTION FENCE. PERIMETER BMPS MAY BE GRAVEL BAGS. GLUE DOWN SILT DYKES, FIBER ROLLS ANCRORED / WITH GRAVEL BAGS, OR OTHER APPROVED EOUAL C> iL 8 N _ -.... - ® INSTALL GRAVEL BAG CHECK DAM PER SE-6 SD -. . - . PROVIDE CURB INLET PROTECTION PER SE-ID. PROTECTION PER SE-10 PROVIDE CATCH BASIN INLET 5 PLACE FIBER ROLLS FOR SLOPE PROTECTION PER SE-5 . _• 2. 3 ' --_ ® PROVIDE STREET SWEEPING IN THIS AREA AT A MINIMUM OF ONCE PER. WEEK. CONTRACTOR SHALL KEEP THE ENTIRE SITE FREE OF DEBRIS AND SEDIMENT MAIN CONSIRUC1)OW ® PROVIDE PORTABLE CONCRETE WASHOUT PER WM-8 ENTRW4cE:T 8 w l INSTALL TEMPORARY VEHICLE WASH AND REFUELING STATION PER N58 ACCESS - Shày Even From Amber Ressmer. Sent: .. Wednesday, August 03, 2016 9:50 AM V To: LSudhoff@mccarthy.com' V V Cc:. . : Building Subject: .• • V CB162925 Legoland plan does not require 'a fire dept. review V V V Good morning, V V V V V . •V V V V V V V V V You are receiving this email because you are the applicant Von the permit #CB162925 'Legoland' forl Legoland in ' V Carlsbad, CA; The fire marshal has determined that the fire-department does not need to review these plans and nófire V inspection is necessary. V V • • V V Thank you, V • • V V V • •. V • V VV Vj , V V • •V • V V V V • V V (ityof Carlsbad I AnberRessmer • V V V V V V Administrative assistant - V V V V V V V • V FireVPrevention V • V V V V V Cityof Carlsbad V V V V V • V V V V V • • V 1635 Faraday Ave • V V V V • V •' V V Carlsbad; CA 92008-7314 V V • V V V • * www.carlsbadca.gov . V V V V V • V V P 760-602-4665 I •F 760-602-8561 V V V: V V V V • • V V V V V V • V V V V VVV V 3 V V V 'V ' • V V V V V V V• V V V V V V • •.V • •V V ' V I V V V'V V V •V • V •. V V :1' V 'V •V, VJ V V' V V V •'*V V • V V V V V V V V V V ' V • ' •• : V . . 1 ) 08-29-2016 CB1 62 925 . -• * e. V 4 + - - .4. •V I 13PE 'AVMIJND&ON STRUCTURAL CALCULATION INDEX 5 , 11 Project: LEGOLAND Employee ParkingStructure+ H-A# 216003.00' 4 V V VOLUME'l. . . 'V• . -. t'i . VS V• V V••4",+' V_i s'' V I V' . 4.4k -' JV; :. - ' "1 V V •V Description . - Page Number JA V V Diaphragm Design I V Diaphrag'm Code Requirements ' V V V - - DO - 11, V V V V-Direction Foces and Breakup4 DD - 3 V X-Direction Forcesand Breakup ' DD- 11 Diaphragm Shear Check ' OD 19 DiaphragrrVPrecompression Calculation . DD.- 20 Diaphragm Mild Steel Contribution V '. V DO'- 37 Diaphragm Continuity Calculation DO 40 Y7.Direction Design DO 55 • "4 CollectorDesign .. • DD56'.... -Coll ectorEccentricityV Check V . .,. .DD- 73 V Ch,ord Design -' .• V • . D6;,:,8'3 . X-DirectionOesign V ' DD-98 . H Collector Design . * . - DD - 99', V 4, Collector Eccentricity Check DO 110 Chord Design * • V DO - 117' Added Chord/Collector ReinIorcenent at Pour. Strip . - 135 Shear Friction Design - V DO 136 . ' Building Separation V I .'' . 4. - Building Separation Calculation S 1 V . V V . - - V '• CanopyDesign V V Canopy Design RAM Elements. .4V' 'CD . . 4 V • .. • * RAM Elements 'Input . ' . CD - V2 . V RAM Elements Output. -P. . . CD 17, . if Canopy Connechon Design CD 47 V 'V - '4 .4 V . . . . - , .. 4' ' V• V 1 I 4V 1 $94.4 'V V •'Vt4hJ , Pt - . V VV I VV ' V 'V V V * V V ,4• 'V 4 q.4 ', jV * '4 V 4 V 4V ' • * •-•- 4 '4 . 4. - V •, V ' . , V V V - 'V r " • • '• V44 V 4* • A , I V --'4 .4 ,,' • , •V 'V V Vt'4 .,4 V V • V V -. 4 71 Hope-Amundson Calculations By: M. Nekuda Project popE .fJ)5J Project No Structural Engineers Engineer W) 1301 Third Ave. Suite 300 SonDlegoCA92101 DD -1 Sheet _____ of Date Sheet ____ of Calculations By: M. Nekuda Hope-Amundson AVON HE. PE M UN DSO .. Structural Engineers 1301 ThIrd Ave. SuIte 300 San Diego CA 92101 Project Project No. - Engineer Date 11 S 0 Grid Line A - SPECYE COL ID: C2 C13 . C27 . C59 SUM Level 04 a 0.00 0.00 0,00 0.00 0.00 C2 613 C27 C59 Level 03 51.00 104:19 105.11 53.32 313.62 C2 C13 CZT C59 Level 02 155.09 208.31 206.46 151.18 721.04 Chord Collector '. . Fl (Story) Scaled to Fps ' % Total .iFt (Story';Scaled to Fps. p 0.00 0.0 0000 . 0.00 0.0 . . 36 313.62 $87.90 0,612 940.86 1469.75 " 40742 763.74 0607 - . 1222.26 1809:34 . Cn . . I. . - -•' .r - . •Grid Una S PECYE C0LID 636. C88 662 C83 SUM Level 04 24.57 58.77 61.68 30.88 175.80 C38 C88 662 663 Level 03 6482 117.83 119.13 . 72.67 374.45 638 C184 CbS 6188 Loyal 02 149.60 192.58 177,00 118,83 639.01 Fl (Story) Scaled to Fps % Total fl,FI (Story.. Scaled to Fps 175.90 329.7 1,000 '. 527.70 824.3 .. , 198.55 372.20 0.388 595.65 930.49 263.56 494,06 0.393 '. 790.68 • 1235.15 '4 (NORTH) Diaphragm Force Summary Y-Olrectlon Se. e 0,784 - 0.4srwp 0314 . . 0.2S,7lwp' 0152' •W; , a - Chord Collector Scaled to Fps . 0Fi(Slory) Scaled toFps - . - . , . . ___ ______ _______ 00 ' 0.00 0.0 ' . ., . 2' I 587.9 - 940.86 1469.8 . . . - - • 763.7 . . 1222.26 1909.3 . . . . __ _ Scaled to Fpv ' O,FI (Story) Scaled to Epa Floor Frame A Ft (Story) Level 04 000 0.00 Level03 313.62 31362 Level 02 121,04. 407:42 Frame E Ft (Sto 175.90 175.90 .374.45 198.55 638.01 : 263.56 iri gn' Floor Fe (SPECYE) Fe (Story) wpx (welghl) W Fi/WI Fpo>{FiI i)*pa Fpx(mazt. Fpe(min) , Fps USE V>FpxlFt 04 175.90 175.90 2102.91 2102.908736 . 0.084 -:17,611- Level .6595 .:329.7"V 329,7 1.1U ___ _329.7 . .527.70 824.3 ___ _ 372.2 595.65 830.5 _ 494.1 790.68 1235 CollectOr Deelgn Forcea (ASCE 7.10 Sec. 12.10.2.1) . . - 3 flFxIStoy) 527,70 ___ 1536.51 . .. 56 Level 03 688.01 512.11 6123,08 8225.971652 0.084 512.2 1920.2 a960.11: 860.1 18? Level O2 '1359.05 610.98- 8021,66 16247,53 0.084 - 671,0 25156 1257,8:"' 1257.6 1:87 OFpx(Fe/~.wi)Wpx 1.25Fpx(max). . flFpz(ma) Fps USE .FpxIFt 527.7 .-...fl824.3:rc'.'. 969.2 824.3 ' 1.56 :1 1536.5 .'j2400.2 2880.3 2400.2 12.94 CA 2012.9 3773.4 3144$ 1 Hope-Amundson LevelForces. to. Frames (No Diaphragm Scaling) 04= 175.90k : eVoa= 512.17 k Level 02 = 670.98 k Totall=- 1359.05 k Level Wof Force LéveiO4= 12.94% Leel 03 = 37.69% Level 02 = 49.37% Totàl. 100.00% wpx per Level (k) .Leyel04= 2102.91k Lev e103= 6123.06 k 6veL02 = 8021.66 k 16247.63 k Full Level Area GLAtoGLB= 15906.50 SF GLBto GL C = 16058.00 SF GLC to GL D = 16317.00 SF .:GLDto.GLE= 16241.06 SF Total'= 64522.50 SF Partial Level Area .'ceaGLDto GL'E from GLl 8692 SF toGL9..= Total 8692 SF Total Area Addition Full Level = 64522.50 SF Ful1Level = 64522.50 SF ; Partial Level,8692 SF .Total= 137737.00 Area Dragging to Each Level .Level04= 17827.113 SF .Level03 = 51907.405 SF Le'èl 02 = 68002.481 SF Total 137737 SF - k- -. Calculations By M Nekuda tDD 4 --'. : .. : •. . . _. -- •' . . -": c . . . •- ,. . - ..- i,•._ . ' - ... .: L .. t p. ;. . .-. -- -. •. .• ' -. . . 4•- . .. • 4 •,., •••,,. i; . •::, . . #• . ...- .- - 1•,. 14, • -- - •.-,•..• .-..• .. • -.ii . _ 1 ............. 0-) Hope-Amundson Calculations By: M. Nekuda DD -5 Sheet _____ of Project Project No. Engineer Date HOPE UNDS S, Structural Engineers 1o1m Ave. Suite oo Son Diego CA 92101 0L, Y-L.L1L.D I Lee p'og' kreau Hope-Amundson 'IS S - - - . . Calculations ByM Nekuda * .,. OD 6 . . S- S __5• ..--...- ,-_ "--S ..... ................. .......5, .. • ! : •. ' * I - -- '. 4'_• S. - S .... - - .-,---- - ----- S.,— - - 55 S..5S............. ........ . ...... ....S._.S.S.SSSS_ ik I IS - -• - S - - . - S 55 - ... 8102g -• . • - - .. . . S J_7; W 14 Li mU ctvac IS 1,7 IS-I C I_, •, , - ;s; . - .- % S ..... BIOSR C —, --a :--c z ,, .. . - ft_• - I' '• -I -----. . .• , rcl ri • ---: .. - ' II iI " -p,- - '-I -. ft.,, '-'---IS . , S - z •— . - 5 •-IS . 4 ,, ________________ S . ,i • _,.—'_S .5' TQ.5.(.)31.bl'f ••' 5 5 ' S S --S. 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Ir : -;-... . - . ___) I •-' __ - .... .... -.. -1-,- .. . -- ------ -------. - -. 1 ------ - =-----..-1--- Ii,_ Hope-Amundson Lejl, oi p• i' = =1= <44. 44 z---z•-c 1"- .5 iD4's 10 h- i!I1!EE: - .5- • ___________I - ,S. ''j.s-I4Oosb - - --x -- 'S. - . :--. , • - .., . •f • Calculations By: M. Neküda 8 eta 5 Y 5 ' S • ., 4 4.5 S H •4I I -' '• 4 -.- :71' . i -L_..• ..................... .. Jt':. :1 A .24 - .5 ., ; • q-. _•4• . 7p7-74. '' 4 = = h. —4 ' :- 1d.U051 .): DM_ qS1 W45 Ab-1 I © 0 - -==-=====___=== •j; = 4 " YPSUOII. - 4 . . - S •' " - •' . .* 5 5.55 •• •- - 4.5 \. 14 '' - . .. OA =-=-=- 4---Z - 153m , •-' I . . S 4 . , - _•/ - -.5 •?'.- - - 4 -. \_5S• JVj ;'i ---.-- - 'r.O —k - - - N - —i--r-•- - S - - ••SS jW- . -f --- 'OIb— _.'—noo. • - - - WONrJ zt .5 Grid Line 1 - SPECXE COL 10. . 0112 CIIO ClOT SUM Level 04 000 - 38.43 60.17 22.56 121.19 C30 0112 ' C11O C107 Level 03 .03.80 153.65 149.60 95.42 492.41 -Cl C44 C76 .. 077 Level 02 173,28 212.08 208.81 - 161.98 754.13 Grid Line 16-SPECXE COL ID: SUM Level 04 0.00 - 0.00 0.00 0.00 COO 666 C67 COO Level 03, 66.22 117.53 117.51 68.17 369.43 C103 C104 0105 CbS Level 02 152.15 179.18 173.60 131.72 642.63 Chord . . Co*teh" .g. Fl (Story) ., Scaled to Fpa % Total aJh (Stoiy Scaled to Fpv CD 121,18 -. 221.0 1,000. 363,54 . 552.6 ' ..' 371.29 617.22 0.501 '. 1113.67 1693,04 CL 0 261.66 47736 0,499 784,98 1193.14 F Story) Scaled ioFpx %Total 0Fh(Sloey Scaled torpe 000 0.0 0.000 - 0.00 0.0 360.43 673.02 0.499 . 1108.29 1684.58 , 27320 498.30 0.511 . 819.60 1245.76 (NORTh) Diaphragm Fame Summary . . r x DIrection S0 0.784 04 S I wp 0314 I I 02 S I wpa 0157 w Chord . Collector Scaled to Flax , , -. 0Fi (Story) Scaled to Fpx .Ri 2210 ' 4 363.54 552.6 . , - 617.2 1113.87 , 1693.0 4773 • 784.98 . 1193.1 . - , . • Scaled to Fpic 0 Fl (Story) Scaled to Fpx 00 • 0.0 0.00 ' 0.0 . - 673.9 . '-' ' 1108.29 1684.6 4983 81960 CD Daalgn Forcea (ASCE 7-18 Sec. 12.10.2.1 Ct 3 0Fir(Slofy) 36354 . _ fk 4 IN Floor FrameI Fl (Slory) Lavel04 121.18 _____________ 121.18 Level03 492.47 37129 Leve102 754.13 261.66 Floor Frame 18 Fl (Story) 04 0.00 I 03 0.00 369.43 02 389.43 642.63 273.20 Floor Fx (SPECXE) Fe (Story ) wpa (weIght) 'wt '2Fil-wt Fpxe(Fi.wi)wpx Fpv(max)- . Fpa(min) Fpx USE /CFPXJFX Level 04 - 121,10 121.18 1409.61 12458 . Collector 1409.610673 0.086 121.2 442.1 -'r221.hJ 221.0' 1.82 Level 03 661.90 740.72 6616.33 10025.94025 0.086 .140,7 2702.1 . "t1351,0 1351.0 1.82 Level 02 - 139676 534.86 6221.69 16247.63 0.086 534.9 'r 1!151j ' 975.6et4Ce .975.6 ' 1.82 l.25Fpe(mae) , fl,Fpx(nhin) FpeUSE . '7F9X1FX 363.5.' .--- 552.6 663.1 5526 ' 1.52 2222.16 2222.2 'e3377.6 -3 4053.1 3371.6 . 1.52- 1604.6 . t4 2438,9331r 2920.7 ' 2439,9- . .1,52 Hope-Amundson - - .---. Calculations By: M. Nekuda ., i -: DD -1 2. Level Forces to Frames (No .-. 2 Diaphragm Scaling) NI 04= 121.18 k Level03= 740.72k S £eei 02 = 534.86 k Total = 1396.76 k 5th • * - Level %of Force Level04= 868% rLeviO3= 5303% Level 2 = 38.29% -0 IPtal 100.00% wpx per Level (k) - - Level 0= 140961 k Level03= 861633k Level02= 622169k - Total = 16247 63 k Full Level Area GLAtoGLB= 15906.50 SF ov • GCB to GL C = 16058 00 SF - GL-CtoGL0= 16317.00 SF 4.\- GLDtoGLE= 16241.00 SF Total = 64522 50 SF Partial Level Area A tiaGLDto_GL .t. EfromGL1 to 8692 SF GL 9 Total = 8692 SF 4 Total Area Addition 1 . Full Level = 64522 50 SF - Full Level = 64522 50 SF -. 4 Partial Level; 8692 SF Total = 137737 00 Area Dragging to Each Level ' Level 04 = 11949 776 SF Leve103= 73043.723 SF . ... -- level 02= 52743 501 SF -' Tota 137737 SF p 11:114 - '5 S ••'SS p S 157 $ r 1 - -1 4. . S i..-. S-S - S • - 1 11 - S :'- S. 'S *5 -- -• -. . _•Si__ 4 'S ....,.. .' .5 LI DD-13 Sheet - of Date Structural Engineers 1301 Third Ave. Suite 300 Son Diego CA 92101 Hope-Amundson Calculations By: M. Nekuda Project Project No. Engineer \ o.4-cxV te\r - cat- x c+c:,ik . ?e ce\ Fawnt çE .. M __ I .... . * I H i i I Thtrci -- - -- -: -1 401L I I40 382q - L,Q ch,Y Xpna-Pc le~ek is 1 jLI ___ I I T1 -* (ç) - 7 - - - - - - - - t 41 C - F _LL O? I - J I I.airA tCt\ I ---- - Hope-Amundson Ht •' $ $ .. Calculations By-M Nekuda---.------.-- DD 14 4 * .................... ---...- .....................................- . ..-. . S(; - -• 11 . ......... . --,-. 4 .,,,. . . . . :Z 5•;'.- .• .•. - - - - . - . . •S4 - •-.--. 5 4 ;_. iV it f1 f1 • $ LJ GiO&R U 4 = 4 , 4 - •• - --' •- fl-P ....j.•,.. c:-- .- - •-- ., ,i - (. S TO --------------- I ....$ihT 1 •- . 3 L-- I W. J.. ICK .5 A8 JM_1 - 4 - --. - $ .4 .- - -- $.. --- -p •.5.X4.. . - P -.1- . Hope-Amundson Calculations By: M. Nekuda DD - 15 LJt. 04 :tE : EI.... . . . . ............ . ............ . ..... . . E; EE:-Ef ! ..... .... ... .... III ji oir I - 1 .- I I A ? .- - - S •- S ____________________ - _______________ - - .;.. A-tism -I lot OA t::-' .... IF =--z=.=.=-:_ .:---- -- - - ---- nv 3c3q --;:-: i -- c- -.. - -- i;---- ---- ,- ______iL_ - ------ - - --z k :-- . . 4 Hope-Amundson Calculations By: M. Nekuda DD - 17 Let DIF %"OqT VON S.A4 VON two :z TiTL;iI + II - 47Qb L j? N-11 OARS .io..4 Pf fl1 i j: :- - -. ----* J — - - ----------- ALT. LC?' .- - 'D I eA 1 I I - VV 1 11014 - 4 I .1 ---..-.------• - PSVr.,UOh MO. 101 0EL004 10~ OO24VVVVJ q.±. r 1VARS V - = V . ASt- 0.03, DO 6,110.111' 00 - = I Lr Lj1_. _'.s.r- Jj~-V-,..,-,,-!9'---- - ....- _-___LJ L_.._.-.. ._.__4JL . . V ---------------i'r------------ I I I 4TOb 11 T'QOI4 I : I OARS —ri--- I - V IAll .--4eLcsb- I tTPV CO \JF - P+JO). +O. 1 2 .1 : . Hope Amundson Calculations By M Nekuda DD 18 ' I- - kJeLOi 3 Pct: —y43 S — — — . .. . ..:- - - I 1 - — 0----- - L 4: e40 I r-ç CA 5:PZ . . . .- • . • r • . 0 ..• TA 0 ,.• -• . •°) . . . . • = — — 0' • . •. . • •0•.. 00 •• i.•00.' -' -==.t.=: - ..... . J- - I -=z=========== 0• - - - I II '' 4IOCO'-. ULO -To UCl.r. TU . • • -- . . 1 OARS • UA • - - . • - 0005 __z - a I le 15 0) ' --a----8- I — 4 j = "U f1, Ii ••_ — —-Ij ._..____J -' •k U -) ,I==z==•_== - - I 'oo' Oi I I -. 0 - .0 - •0 ••lboo* h I I I I =g, T.J.LJ lb - - I . I II - rr,- - - • - '. - -- ••o lU •LJ F- . - - - —-=- -a-- :-r- ----- Il_I -— :---- = == •. - - . - - 45lOal - •- ''. •• • •- 0 - - - •0 • • I -O \i -° Il' - 2 1 -• 'I h • • - - . - Hope-Amundson Calculations By: M. Nekuda DD - 19 Sheet _____ of _____ HQFEANUNI)SCN S Structural Engineers 1301 ThIrd Ave. Suite 300 Sari Diego CA 9210 Project Project No. Engineer Date ,2 Hope-Amundson HOPE aAMUNDSCN Structural Engineers 1301 ThIrd Ave, Suite 300 San Diego CA 92101 Calculations By: M. Nekuda DD-20 Sheet of Project ProjetNo. Engineer Date 1 jJ 0 S a -. '. Hope-Amundson '''", - CaI,ulationsBy: M Nékuda DD - 21 .' Project Name 216003 00 Lego Land PS Spectflc Title 13 span Roof Slab Section_Pinned File Name 13 span Roof Slab Section_pinned Date of Generation Tuesday Atigust 02 2016 25 - FACTORED MOMENTS AND REACTIONS - - . Load Combination 1 2OSW + I 6OLL + 1 2OSDL + 1 6OXL + 1 OOSEC \ ) Factored Design Moments Not Redistributed) ' t!ft1 Max Left -- Mm .MiddIê Max MiddI Mm , Riht - - Max _______ Mm -k-ft . k-It .. " k-ft ..... k-ft k-ft .. k-ft •1 I '- 0.86 1.84 : .11.73 . 3.95 -13.40 '. -9.36 . 2"' -13.61,'' 4.76 ": -8.15 --',,,0.37* . 430... ________ 3 -9.19 3.99 9.95 ,,: --• 2.17 -10.42,41 . -5.49 .4 -10.46 - . '-5.52 . 9.47 .1.69 '.-10.06:' -5.19 15 .10.05, 75.20,' 9.60 ..1'.82 V -10.13 '. -5.29 6 -10.13' -5.30 .9.66',' ".7B .,. -10.11. -5.27. 7 -10.11 -5.27 ' '9.57 '1.80 _''-10.11 i , 5.27 8' -10.11' . -5.27 9.56' 1.78 - -10.13 -5.30 9'',-10.13 -5.29 9.60___- 1.82 -10.05 75.20 -5.19 9.47 .1.69 -10.46 -5.52 11 .-10.42- -5.49..: 9.95 2.17 . . -9.19 -3.99 .12 . -9.30'.'. -4.45 . &15, 0.37 -13.61 -8.76 13. -13.40 -9.36 . 11:73 3.95 -. 0.86'.. 1.84' 'S. S.-. .. ;5 ,.. 5 ..' - ,-,. (_'•" Factored Deslq.n Moments (RedIstributed Sif LTIt Max Left Mri - Middle Max MiddIé . Rht Max, Right in., Redit CóeYiefti .CefRight k-ft . _k-ft k-ft_. .-k-ft .__k-ft__" k-ft 1 '..1.92 '0.95 12.79 p 5.26 _. 2:69 . -'-11.08 .-7.63 0.00 -.18,77 2 -11.02 :7.58 - 9.32 -7.49 .'-3.59' _-. .:2000. 20.00 3- 3 _ .-7.50 3.56 .10.80 4.11 -8.46 --4.48_, -19.04 19.69' 4 "..45 .14.46 .10.64 - 3.78" -8.12.' 420 20.00 20.00 5.. . -8.13... 4.20- .10.75 ..3.87 '--8.19 428 .19.93 19.99. 6 . :_-8.19 '-4.28 10.72 3.85 _. . _.-8.17____. .--4.26 2000- -20.00-. 7 8.17' .4.26 -. 1013 3.86 8.17 426 20.00 20.00 8 -8.17 4.26 10.72 3.85 _-. 419,. -4.28 .20.00 . 20.00 9 -8.19 4.28 _. 10.75 ''3:87 . -8.13__. -4.20 19:99 19.93 10 -8.12 4.20 10.64 3.78' 4:45-. __ -4.46k __. 20.00 20.00- .11 .' _4.46 .-4.48 .10.80 ':4.11 '-7.50 -3.58,, 19.691, 19,04 12 -7.49' '-3.59 9.32. ' -2.69 _- -11.02 c _-7:58. --20.00 20.00 13 ''11';08' -7:61__. 12.79 5.26 1.92 __' 0.95 18.77 0.00 Load Combination 136SW+100LL+136SDL+100XL+1 EC tC 'kJ Factored Design Moments Not Redistributed)' ' --k - "'S-, , ' ' . . .. . • 1Spah tëfi' '-.5. Max L'ëft SS455 Mm .Middl 5'SS 4 Max - - Middlé - Miii -Win tRight 55 Max RlIit 55. Mm k-ft 'k-fl _4:k -fl''' -.k-ft k-ft., .k.ft'' 1 . 1.03 1.64 10:18___. 5.32 2 12:21" -9:18\. 6.65 .:1.79 ' -7.83 74.80 -7.72 '447 "' ..8,43 "- 3.57 ,-8.94 ---5.85 4_. -8.97'' -5.88 ' _7.96' ' __- 3.10. - 8.60'.: ' _-5.56 -8.59 "7:5,56'' ."8.09 '. _3.23 _ '-8.68 .' .,-5.65 '6' -8.68__- -5.65 18.05 .' 3.19 ' 8.66 .-5.63 7 .__'. -8.66__" -5.63__. .8.06 3.20 .-8.66 -5.63 8___.- ..-8.66... -5.63 '-1.05 -.3.19 -8.68 . , -5.65 .9 _. -8.68 ---565 . . 8.09 3.23 -8.59' -5.56 10 -8.60 . 556 ___, 7.96 -' _.310 __. ' -8.97 _.s '-5.88' -8.94 " -5.85 -8.43.' 3.57 . -7.72'. . .4.47. '12 -7.83'._6.65_. ' 1.79 -12.21 -9,18' 13 -12.00 :9,47 ' 1018 _ '5.32 . 1.03 1.64 . Max laTh Mm. Middle' .Max ,jdIë - .'RighV L.__:MJj,,:fMi_j.CofEeft " Right edisL' Cbef..Riht k-ft k-ft k-ft k-ft k-ft k-ft i . 1.72 1.11. 11.24 : 6.50 9:94 -7:72 0.00 18:58 2 489 -7.68 - 8.01 3.83 - -6.30 -3.86 - 20.00 20.00 3 -6.32 -3.86 9.41 5.23 -7.26 -4.77 18.84 19.68 4 -7.25 -4.76 9.19 4.91 -6.95 -449 20.00 20.00 5 -6.95 -4.50 9.30 5.00 -7.01 -4.57 19.92 19.98 6 -7.01 -4.57 9.27 4.97 - -6.99 -4.55 20.00 20.00 7 -7.00 -4.55 9.28 4.98 -7.00 -4.55 20.00 20.00 8 -6.99 -4.55 9.27 4.97 -7.01 -4.57 20.00 20.00 9 -701 -4.57 9.30 5.00 -6.95 -4.50 19.98 19.92 10 495 4.49 9 4.91 -7.25 -4.76 20.00 20.00 11 -7.26 -4.77 - 9,41 2 1 5.23 -6,32,. -3.86 19.68 18.84 12 -6.30 -3.86 8401 3.83 -9.89 -7.68 20.00 20.00 13 -9.94 .1.72 1t24. 6.50 1.72 1.11 18.58 0100 .. NO CD.tGU' cos?eI (3OO&t. tendvAl Hope-Amundson Calculations By: M. Nekuda DO - 22 Project Name: 216003.00 Lego Land PS Specific Title: 13 span Roof Slab Section _Pinned File Name: 13 span Roof Slab SectIon_pinned Date of Generation: Tuesday, August 02, 2016 Factored Design Moments. (Redistributed p1OS%1_ Load Combination: 1.40SW + O.00LL + 1.40SOL + 0.00XL + 1.00SEC Factored Design Moments (Not Redistribute dl SpaU Léf I L1eft, g!igL MirL , MaxLj: Rihjj 1RighVi ..JMun k-ft k-ft k-ft k-ft k-ft k-ft 1 1.13 1.13 6.56 6.56 -8.40 4.40 2 -8,58 -8.58 3.66 3,66 -4.47 -4.47 3 4,37 -4.37 5.28 528 ...546 45.46 4 -5.49 -5.49 - 4,85 4.85 -5.20 -5.20 5 -5.19 -5.19 4.96 4.96 -5,27 -5.27 6 -5.27 -5.27 4.93 4.93 15.25 -5,25 7 -5.25 -5.25 4.94 4.94 -5.25 -5.25 8 -5.25 -5.25 4.93 4.93 .5.27 -5.27 9 -5.27 -5.27 4.96 4.96 -5.19 -5.19 10 -5.20 -5.20 4.85 4.85 -5.49 -5.49 11 -5.46 -5.46 5.28 5.28 4.37 -4.37 12 H13 -4.47 -4.47 3.56 3.66 -8.58 '-8,58 -8.40 -8.40 6.56 6.56 1.13 1.13 Factored Design Moments (Redistributed Sä11' Lft ' Max Left Mni .. 1Middie 3 iF MiddlB' 1RIht 'Maxi J Right iii IRêdit .:;: fLeft lRëdiSt' fRI'ht k-fl k-ft k-ft k-ft k-ft k-ft 1 1.19 1.19 7.40 7,40 -6.99 -6.99 0.00 18.22 2 -6.96 -6.96 5.02 5.02 -3.59 -3.59 20.00 20.00 3 -3.60 -3.60 6.27 6.27 -4.44 -4.44 18.08 19.60 4 -4.44 -4.44 5.98 5.98 -4.20 -420 20.00 20.00 5 -4.20 -4.20 6.08 6,06 -4.26 -4.26 19.87 19.97 6 -4.26 426 6.04 6.04 -4.24 -4.24 20.00 20.00 7 -4.24 -4.24 6.05 6.05 4.24 -4.24 20.00 20.00 8 -4.24 4.24 6.04 6.04 -4.26 -4.26 20.00 20.00 9 -4.26 -4.26 6.06 6.08 -4.20 -420 19.97 19.87 10 -4.20 4.20 5.98 598 -4,44 -4.44 20.00 20.00 11 -4.44 -4.44 6.27 6.27 -3.60 -3.60 19.60 18.08 12 -3.59 -3.59 5.02 5.02 -6.96 1 -6.96 20.00 20.00 1 13 -6.99 -6.99 7.40 17.40 1 1.19 1 1.19 18.22 1 0,00 email: SupportcAdaptsoft.coni website http:/Iwww.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 2 S *1 Hope Amundson Calculations By M Nekuda DD 23 'Project Name: 216003M0 Lego Land PS 'Specific Title: .13 span Roof Slab Setion.flnned .'" '• '' "i' - t- Fute Name 13 span Root Slab Sectlonjinned Date of Generation Tuesday August 02' 2016 Load Combination 0 74SW +0 OOLL + 0 74SDL + 0 OOXL + 1 OOSEC '': ..•,. " Factored Design Moments (Not Redistributed) FSh1 Leff' Max Lèft . Mm MiddIJ Max " MiddIé Mm Rit't Mai 4Rfht' Mm k-ft k-ft k-ft . k-ft k-ft '' : k-ft 0.60 .3.40 .3.40 -4.61. 4.61 '.2. 4.69 -4.69 2.19 ."2.19" -1.74' -1.74 .3 -1.66 , -1.66 ' 3.36 . .' 336 . 2.44 -2.44 '4 ' .. -2.47 ,-2.47 3.05 3.05 2.26 -2.26 5 -2.25 -2.25 ' .3.13 . 3.13 .-2.31 -2.31. 6 .' -2.31 . .2.31 3.11 - .3.11 .. -2.29 . -2.29 7 -2.29 -2.29' 3.12 A.12, -2.29 .. .-2.29 8 -229 -2.29 311 1.-3.11 -2.31' . -2.31' 9 -2.31 -2.31 . 3.13 3.13 -2.25 .,,---2.25 10 -2.26 . -2.26. 3.05 .3,05 . -2.47 , -2.47 11 -2.44 er -2.44 3.36__' . j'3.36 ' _-1.66 . -1.66 12 -1.74 _". -1.74 2:19 .2.19 '4.69 13".' -4:61.:. 3.40 . _3.40 060. ..0.60 Factored Desun Moments (Redistrlbuted)4' Left Max, Lft' '_ Mm I Middle Max Mi'ddlê" - Mm_4 Right rA 'Max Rlht h., Mmn RI1 i CoefLreft Coef1Right 'k-fl'' k-ft -'k-ft'- *k-ft"''.k-ft k-fl"'':'_'"•''":" 1 0.63 0.63;' .37' ,3.87 -3:82 "-3.82t: p0.00 18.65 2 ,-381 -3.81 .2.87_: .2.87 -1.38' '-1.38'_...20.00 20.00 -.3 -1.40 -1.40 '.,3.77. '3.77' _. '-2.00 _.. --2.00 16.37 41A9.35 4.- -1.99'' 4.99:" . _3.56 3.56" 4.82' '-1.82__' 20.00' 20.00" 5 "-1.82___-- -1.82 3.62 3.62 '-t87 :_-1.87' 19.79 *'19.95 6 -1:86 ,-186 3.60 .'3.60 '. -1.85 -1.85' 20.00 '20.00 7•• -1.85 ' -185' --3.61, 3.61 -1.85 '-1.85 :- '20.00 '20.00 8' '-1.85 ' ' _-1.85.'__''"3.60 .3.60 -1.86i, -1.86___''-1.86'_- 20.00 20.00 9 1.87. '-1.87 ' 3,62. __., .'r3.82 4.82: '-1.821. 1995 19.79 10 . _-1.82 ' .'-L82 3.56 __. 3.56. --i:gg, , -1.99 20.00 :.-20' 11 -2.00 ''2.00 3.77_'.: " _3.77 __, ,-1:40__' '.-1.40. '19.35 16.37 12 _. -1.38' .-1.38. 2.87 _: .2.87 -3.81'_' .381:_.. 'i'20:0D. 20.00 -1 13' -3.82 ,-3.82__. '3.87. '"3.87 .,'0.63 . 0.63' 18.65 0.00 ••, 4 ,' .;.::.,. ' "' '- . 'Note:.Mornentsare reported atfaàe of suport' . , ' : ' ' •' ,' ' I I f. ''4. , . . 0 • , , , , I ,, ' . - -• ,, . --.. •. ' ,0 ' •, I',.•• ,'. . • LO ., Ik email Supporl@Adaptsoft.com website http FIwm Adaptsoft corn 1733 Woodside Road, S6ite'220 Redwood City.' CaliIomia,.94061; USA,' TeI:,(650) 306-2400 Fax (650) 364-2401 3 ' ' .. - - . 0 - - ' . '0 • ' ' - '- - ' .' - .• . 0, , . . • - • . ... L -- - ,,0 : -':,. '.', • ' . . . •. .: ' . ' •'• . • • ;- '.. Hope-Amundson Calculations By: M. Nekuda DD - 24 Project Name: 216003.00 Logo Land PS Specific Title: 13 span Root Slab Section fixed File Name: 13 span Roof Slab Section-fixed Date of Generation: Tuesday, August 02.2016 25- FACTORED MOMENTS AND REACTIONS Load Combination: I .2OSW + 1.601-1. + 1.20SDL + 1 .6OXL + 1 .00SEC Factored Design Moments (Not Redistributed) 1:spji LèkT Max Mm .yliddle. Max; Middje; Mi Righ M'x J .Riht1! Min 1 k-ft k-ft k-ft k-ft k-ft k-ft 1 -12.63 -5,00 6.21 1.72 -10.51 -6.03 2 -10.34 -6.78 8.75 1.85 -9.71 -5.23 3 -9.65 - -5.01 9.55 2.01 -10.18 -5.38 4 -10.18 -5.28 9.51 _1.80 -10.11 -5.25 5 1 .10.11 - -5.24 9.57 _1.81 -10.12 -5.27 6 -10.12 -5.28 9.56 _1.79 -10.11 -5.27 - 7 -10.11 -5.27 9.57 _1.80 -10.11 -5.27 8 -10.11 -5.27 9.56 _1.79 -10.12 -5.28 9 -10.12 -5.27 9.57 1.81 -10.11 -5.24 10 -10.11 -5.25 9.51 1.80 -10.18 -5.28 11 1 -10.18 -5.38 9.55 2.01 -9.65 -5,01 12 -9.71 -5.23 8.75 1.85 -10.34 -6.78 13 -10.51 1 -6.03 6.21 1.72 -12.63 -5.00 Factored Design Moments (Redistributed) Span Max '['it Mm Middle Middi Mm Rig M L ax Mm ht'-gRedist tCfft 'iRedist dofRiht k-ft k-ft k-ft k-ft k-ft k-ft 1 -12.68 -5.03 6.58 2.80 -8,56 -5.50 0.00 20.00 2 -8.49 -5.49 10.05 3.82 -7.84 -4.21 18.64 20.00 3 -7.84 -4.22 10.61 4.01 -8.23 -4.36 19.54 19.94 4 -8.23 -4.34 10.63 3.87 -8.17 4.25 20.00 20.00 5 -8.17 -4.25 10.72 387 -8.18 -4.26 19.99 19.99 6 -8.18 -4.26 10.72 3.86 -8.17 4.26 20.00 20.00 7 -8.17 4.26 10.73 3.86 -8.17 4.26 20.00 20.00 8 -8.17 -4.26 10.72 3.86 -8.18 4.26 20.00 _20.00 9 -8.18 -4.26 10.72 3.87 -8.17 -4.24 19.99 - 20.00 10 -8.17 -4.25 10.63 3.87 -8.23 4.34 20.00 20.00 11 -8.23 -4.36 10.61 4.01 -7.84 -4.22 19.94 19.54 12 -7.84 -4.21 10.05 3.82 -8.49 -5.49 20.00 18.64 13 -8.56 -5.50 6.58 2.80 - -1268 -5.03 20.00 0.00 Load Combination: 1.36SW + 1.001.1- + 1.36SDL + 1,00XL + 1D.00SEC LC,.*W'&dfAIYqMS Factored Design Moments (Not Redistributed) Span Left Left Min, ' Middle Max -- Middle Mm : Right Max . night Mm k-ft k-ft k-ft k-ft - k-ft - k-ft 1 -11.11 -6.34 5.32 2.51 -9.31 -6.51 2 -9.17 -6.95 7.40 3.09 -8.32 -5.52 3 -8.27 -5.37 8.08 3.37 -8.72 -5.72 4 -8.73 -5.67 8.01 3.19 -8.85 -5.62 5 -8.65 -5.60 8.06 3.21 -8.67 TO 6 -8.67 -5.64 6.06 3.20 -8.66 -5.63 7 -8.66 -5.63 8.06 3.20 -8.66 -5.63 8 -8.66 -5.63 8.06 3.20 -8.67 -5.64 9 -8.67 -5.63 8.06 3.21 -8.65 -5.60 10 -8.65 -5.62 8.01 3.19 -8.73 -5.67 11 -8.72 -5.72 8.08 3.37 -8.27 -5.37 12 -8.32 -5.52 7.40 3.09 -9.17 -6.95 13 -9.31 -6.51 5.32 2.51 -11.11 -6.34 email: SupportcAdaptsoft.com websile; http:I/www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax(650)364-2401 1 0 S S factored.DesI9nMomentsRed- -is!ributed}.. _ ..:..-.. '*•.. -..,.. - _______ LSP1IT Lft 1Ift Mddie" , 'Middle Riht " i'i'ht Tt.! Redsi Max v1i M'ax MIFL,.. MaxMIL ., PU Coef Right k-ft k-ft k-ft - k-ft k-ft ,'..' k-ft 1116 £ 38 5 85 TI 347 7 59i - 564 000 20 00 - 2. .'-7.53 .6.72 -5.62, 8.73 4.83' '- '-6.72 -4.45. 18.76 20.00 . 19.93 : '3 -4.45 9.23 5.10 .' '-7.06 -4.63' 19.55 4 - . -7.05 -4.62 9.21 4.98 -6.99 -4.54 .' 20.00 20.00 5' ' -6.99 4.54 " 9.27 - 4,99 -7.00 ,:' '.4.55 119.98 19.99 6 -7.00 4.55 9.27 . 4.98 - -7.00 . -4.55 ' 20.00 2000 7'. . . -7.00 - 4.55 9.28 ' ., .4.98 , -7.00 '.4.55 '2000 20.00 8. -7:00 4.55 9.27, '4.98 ,7.00 -4.55 20.00 20.00 - -7.009 4.55 . 9.27 '. 4.99 '. -6.99'. -4.54 1999 : 19.99 - 10 -6.99 ' 4.54 9.21-.: - _- 4.98 -7.05 . 462 - . 20.00 20.00 11 .- -7.06 .. -4.63" 9.23 ' 5.10 . .-6.72 . - 4.45 19.93 19.55 '12 -6.72-4.45 8.73 '' 4.83 -7 3 562 20.00 1876' 13 759 -' 564 fr585' .L347 (.,-ii -63B 2000 000 )-Load .Combination: 1 4OSW + 0 OOLL+ 140SDL+ 0 OOXL + 1 TDS Factored Design Moments (Not Redistributed) SPàIT Lift, mil -- - Mm MId€ M ax Middle Mm RIht'' , MIT Ri , Mm k-ft k-ft _''k -ft ,k-ft_- k-ft __..'k -ft.' 1 -7.61'' '-7:61 _- -3.22' 3.22 '-6.33.' .6.24 -6.24 '4.56' '4.56..,_"-5.03. 3 -4.99 , -4.99 5.04 ''.5.04'' -5.31,: 4 -5.32.' -5:32 .4.91 ' '491 ..-5.24 -5.24' 5 -5.23 _' 5.23 4.95'' 4.95 -5.26. -5.26' 6 ._:-5.26 '. _.-5.26 4,94_. 4.94__' '-5.25 ' 7 -5.25 '-5.25, .4.94 _':4.94 .5.25 ' -,.-5.25 8 -5.25_- --5.25 .4,94__.. . _4.94 -526. ,-5.26! 9 -5.26 -5.26 _. ''4.95 . __4.95 _, '-5.23 ''-5.23 10 -5.24 -'-5.24__' 4.91' . _4.91 .-5.32 ' '--5.32 -11 -5.31 -5.31 '5.04' .5.04 :-4.99 12 _, '-503 __ :-5.03 .4.56 ';- _4.56 -.'.6.24'. --6.24.. 13. .-6.33 -6.33 * '.3.22;'_3.22 -7.61 -7.61 _- Factored Design Moments (Redistributed) SPTi' Itaft. Mix Lë'ft f n iMlddië PIKiIF IMiadle' AI Riht Vax ' 9ht Mi Rdit. '' 1ii!e'ft Redit. .Cef!Rih kft; ' k-ft ''' kA ' kft. . . 'k-ft 1 _. '-7.64 -7.64'. -3.89. 3.89 -5.16 ' -5.16 0.00 - 20.00 2 -5:12 .'-5.12 _' 5.70 .5.70'___' -4.06 4.06 18.89 20.00 3 -4.06 _,. '-4.06 6.11W : '-6.11 ..-4.30 _, "4.30 19.50 . '19.88 4 -4.30. -4,30 ',6.03 _' '-6.03,' .'-4.23 . ,-4.23-- '20.00 20.00 5 4.23 .,.-4.23 '6.05 .6.05 _' 4.25_' -4.25 ' 19:96_' 19.99 6 -4.25 '-4.25 6.05 ' 6.05 ' -4.24 ' _-4.24 _. 20.00 20.00 7 ' __-4.24 -4.24 _- '.6.05, 6.05 '- ,"-4.24 .-4.24 ___' .20.00 ' ' '20.00 8 - 4.24 -4.24. . 6.05 6.05 -4.25'' .,-4.25_. 20.00 20.00 9 4.25 . -4.25 - 6.05 - ..6.05 -4.23 .4.23 ' 19.99 ' ' 19.97 10 ' 4.23 ' -4.23 ,' 6.03 - 6.03' -' '-4.30 -4.30 20.00 :'20.00 11 - ' 4.30 - - -4.30' ' 6.11 6.11 4.06 - ' 4.06 1.88 - - 19.50 12 4.06' ' -4.06 ' 5.70 ' - 5.70,` -5.12 -' -5.12, 20.00 .18.89 13 - 5.16 -5.16 3.89. 3.89 - -7.64 '-7.64 20.00 , 0,00 :øi Hope-Amundson Calculations By: M. Nekuda DD - 26 Project Name: 216003,00 Lego Land PS Specific Title: 13 span Roof Stab Section fixed File Name 13 span Roof Slab Section -fixed Date of Generation: Tuesday, August 02, 2016 Load Combination: 0.74SW + O.00LL + 0.74S0L + 0.00XL + 1.00SEC Max Mm Max .. Middtè '-;*'-- Min RIhtr' ---.,- MaxL. rRIh 'r -, :Min k-ft k-ft k-ft k-ft k-ft k-ft 1 -4.65 -4.65 1.40 1.40 -3.37 -3.37 2 -3.29 -3.29 2.73 2.73 -207 .2.07 3 -2.04 -2.04 3.2.1 3.21 -2.36 -2.36 4 -2.36 -2.36 3.09 3.09 -2.28 -2.28 5 -228 -2.28 3.12 - 3.12 -2.30 -2.30 6 -2.30 -2.30 3.11 3.11 -2.29 -2.29 7 -2.29 -2.29 3.12 3.12 -2.29 -2.29 8 -2.29 -2.29 3.11 3.11 -2.30 -2.30 9 -2.30 -2.30 3.12 3.12 -2.28 -2.28 10 -2.28 -2.28 3.09 3.09 -2.36 -2.36 11 -2.36 -2.36 3.21 3.21 .2.04 -2.04 12 -2.07 -2.07 2.73 2.73 -3.29 -3.29 13 -3.37 -3.37 1.40 1.40 -4.65 1 -4.65 Factored Desirin Moment fReditrihi4pd1 4M. ft Mm x" Middle; Mln -. Right •t 1Mi Ow is fL!ft RèdiMT. Clht k-ft k-ft k-ft k-ft k-ft k-ft 1 -4.68 468 1.75 1.75 -2.75 -2.75 0.00 20.00 2 -2.73 -2.73 3.26 3.26 -1.67 -1.67 17.89 20.00 3 -1.67 -1.67 3.67 3.67 -1,91 -1.91 18.78 19.73 4 -1,91 -1.91 3.59 3.59 -1.84 -1.84 20.00 20.00 5 -1.84 -1.84 3.61 3.61 -1.86 -1.86 19.91 19.98 6 - -1.86 -1.86 3.61 3.61 -1.85. -1.85 20.00 20.00 7 -1.85 -1.85 3.61 3.61 -1.85 -1.85 20.00 20.00 8 -1.85 -1.85 3.61 3.61 -1.86 -1.86 20.00 20.00 9 -1.86 -1.86 3.61 3.61 -1.84 -1.84 19.98 19.93 10 -1.84 -1.84 3.59 3.59 -1.91 -1.91 20.00 20.00 11 -1.91 -1.91 3.67 3.67 -1.67 -1.67 19.73 18.78 12 1 -1.67 -1.67 3.26 3.26 -2.73 -2.73 20.00 17.89 13 1 -2.75 -2.75 1 7-5-1 1.75 4.68 - -4.68 20.00 0.00 Note: Moments are reported at face of support Factored Design Moments (Not Redistributed). LSpan' 'LeAF t!èft Middlêi S 0 email. Support@Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 40 3 ) Hope-Amundson Calculations By: M. Nekuda DD - 27 Sheet - of Project Project No. Engineer Date - On Structural Engineers 1301 ThIrd Ave. SuIte 300 San Diego CA 92101 Hope-Amundson Calculations By: M. Nekuda DD 7.28 Sheet of • .' \\ Project HOPE AMUND5ON Project No. Structural Engineers Engineer. Date 1301 Third Ave. Suite 300 San Oiego CA 9Z101 • 4 •...•..• . . * [Prom. Pes-'qn t I PT me%OY IDThe -c I I Per PCt t-1 . 24 tii Z 1 1 - ................. ................. . ... . ..................................f........••••, ..., ..... Ot ........ ................................ ... . - - Slab y tcac 6JO XZ L Jr 4' {oy Onc no otc-erW f0 - so DL ou + € I - c$-ngi% &lob D&.rrrs4ne,Ilkrnaie Tendori Thre.. I OX, t2I Mt P' t C) ..epwt Pu .it-u -12c)e • fl11 000c c [pc;t g* - I -i -—-oCN * ---i - H - - - 0 16 2d/jYt l 85 ul~li lB 4cndc65Ipin to tj3 1DL tv'11)C' ) oolcdLA I M 111. 'LOt 14 - - j .. 90 (c,4. -- .- . : •.• •-• • f . • , Hope Amundson Calculations By M Nekuda DD 29 Pnec4 Name: 216003 00 Lego Land PS Specific Titte Typical Slab Section _Pinned I File Name 13span Slab Section_pinned' Date of GeneaUon Tuesday August 02 2016 4 25 ..FACTORED MOMENTS AND REACTION&., Load Combination I 2OSW + 1 6OLL + 1 2OSDL + 1 6OXL + 1 OOSEC Factored Design Moments (Not Redistributed) pà'i L1R Max Left Mine . Mid d Max Middle Mini Right - 'Max Rit ,Min -4 k-ft .. '. k-ft .,.k-ft., k-ft ., k-ft 1 .0.85 1.82 11.55 ". 3.77 ' -1376 -9.72 2 "-13.98 -9.13 7:75 : -0.02 ' -9.72 -4.87 3 . -9.61 -4.40 -' 9,54 . 1.77... -10.61 4 .10.85 -5.91 ':' 9.08 1.30. -10.45 , -5:58- .5 -10.44." -5.6O' 9.20 1.43 10.52 L: -5.68 6 -10,53 -5.69 9.17 ' '1.39 -10.50 5.66 7. : -10.50. . -5.66 . :g.ia'- •1.40 -10.50 -5.66.' 8 -10.50 " -5.66' '9.17 ;' .1.39 -10.53 -5.69 9 . -10.52 . -5.68 '9.20- . 1.43 -10.44 .-5.60 10 -10.45 . .;'.5.56 ...9.08 _.. _; .-1O.85.. -5.91 '11'. '10.81 ' '.-5.88 '9.54 1.77 '9.61 12 '. __...972 '-4.87 ''.7.75 .1.30 002 ___.. -13.98 -9.13 13 .'-13.76_' -9.72 '-; "11.55 3.77 ___. . _0.85 " __1.82 ' Factored Desigli Moments fRedistrlbuted} Sa"n Left Max 'k-ft Min Max,,, .- Mial MIddIT . Miii Rig MäL ' Right Miii 'dli iCbf.Left RdijJ CoRlght k-ft ..k -ft .'k-ft k-ft '1.91 0.94 ,-12.64. 5.11 -11.38 -7.92' '0.00 -.18.72 2 . -11.32 -7.87 :9.01 2.37" -.'-7.82 -3.92' 20.00' 20.00 3" _''-1:84"'_-3.91 10.48 " 3.79 ___. -8.77"' '.-4.79 .19.08' 1911' -8.77 14.77 10.32_' . 3.47 -8.44 -4.52'. 20.00 20.00'. 5___' .-8.44 -4.52 . _10.43__.' :3.55, .-8.51 .-4.60 .19.94 .19.99 6',. '.-8:51 -4.60_.' '10.41 '3.53 4A9 __".-4.57' '.20.00 '20.00 o7 -8.49 4,57 _' .10.41___i :.:,'3,54' "-8.49 . -4.57( ' 20.00 20.00.'. -8.49 '.-4.57 10.41 - .351 . '.'-8.51 __. '.'4.60''20.00 20.00 '''-8,51,'.- '-4.60 ,"10.43 " 3.55 _' -"-8.44_'I-_,. ; -4.52 '19.9919.94 10 -8.44 _. -4.52 . 10.32 _'' " 3.47 -8.77' ' -4.77_. .. _20.00 '.20.00 11 . '"-8.77. -4.79 '10.48 " 3.79 -7.84,1_ -3.91,.. ''19.71': 19.06' '12 4:82.- ' .3.92 .9.01 ___. . 2.37__' ' -11.32 -7.87. .20.00 20.00 13' '-.11.38 -7.92 .12.64", '511..' ''1.91___, ' 0.94"' '.18.72 0.00 Load Combination I 36SW + I OOLL + 1 36SDL + I OOXL ic 4b' Factored Desn Moments (Not Redistributed) Spah Lift 'Max',,. 11rift ,. .aiih' "Middli. Max MJJdIé Mm FJ9ht- "MS.X Riqgj ht k-ft ' k-ft .. _"k-ft '-k -ft__-' ' k-ft .k-ft ."1' 1.02 , 1.63 ':'lO.00 ' . .5.14 '-12.35 _. -'-9.83 2 '-12.58. ;..9.55 .'6.26_" 1.40.' ,,825 -5.22 3 "_.8.13 '-4.88 . "'8.03' ,3.17 '..9.32' %62C 4 'c-9.36 -6.27___. ' 7.57.' " .2.71 " _-9.00, ' 595'. 5.- -8.99 -5.96"'7.69' .'. _2.83 ' •-9.07, -6.04 6' '-9.07 '-6.05 . 'i_'7.66"____' 280 -9.05. '.-602 1" _-9.05 '-6.02. '_7.67: __'.-2.81 " -9.05'' ' .8 ,- _-9.05 .:6.02 .'7.66'' '.'2.80 -9:07' i'-" _-6.05 '9' __' ' '-9.07 "'6.04 __.. ' 7.69__'-' 2.83 -'-8.99'' -5.96 10 - -9.00 -5.95_1 ' '7.57. ". _2.71 ' .-9.36___- . -627 11 '-9.32 ' ' -8.24 ',:8-.03 " . '- _3.17 ..-8.13__- .. _'-4.88k 12 '-8.25 - ' -5.22 __' 6.26__.' . 1.40 _. -12.58 - . .-9.55 13. --12.35. , -9.83' 10.00 '5.14 1.02 1.63 Factored Design Moments Redlstributed) (- QOSt1C € M iYCtX- spai1 Céft Max teft 'MiddIè Ma . '. Middle';77 M 'Ri9ht 1' Right Mui 1Rëdist. CffL'ft) i Re iL 'CefRiht k-ft k-ft k-ft k-ft k-ft k-ft 171 1.10 .ii.o:. '.. 8.35 . 10.24 : -8.01.0:00 854 2 -10,1.9 -7.96 7.70 3.51 -6.63 -419 20.00 20.00 3 -6.65 4.20 9.09 _4.91 2.57 -5.08 18.90 19.69 4 -7.56 -5.07 8.88 4.59 -7.27 -4.81 20.00 20.00 5 -7.27 -4.81 8.98 4.68 -7.33 -4.89 19.92 19.98 6 -7.33 -4.89 8.96 4.66 -7.31 -4.87 - 20.00 20.00 7 -7.31 -4.87 8.96 4.67 -7.31 -4.87 20.00 20.00 8 -7.31 -4.87 8.96 4.66 -7.33 -4.89 20.00 20.00 9 . - -4.89 8.98 4.68 -7.27 -4.81 19.98 19.92 10 -7.27 3 -4.81 8-BIL 4.59 -7.56 -5.07 20.00 20.00 11 - . -5.08 .09 4.91 - -6.65 4.20 19.69 18.90 12 .63 -4.19 . 3.51 -10.19 -7.96 20.00 20.00 13 -1624 - -8.01 ' . 11.0 6.3$ 1.71 - - V . t1Q'.. 18.54 0:00. S 4- 7s3JWx. - $Ji' Sn(.- Hope-Amundson . Calculations By: M. Nekuda Project Name: 216003.00 Lego Land PS Specific Title: Typical Slab Section-Pinned File Name: 13 span Slab Section_pinned Date of Generation: Tuesday, August 02, 2016 OD - 30 L et- NI MA Combination: 1.40SW + 0.00LL + 1.40Stt'6bXL + 1.00SEC Factored Design Moments (Not Redistributed) SIflT Th Lfi: M tëftrTh! iMidd 4 axc IT Middle Rightfl Ma xt J fl)Right MIh k-ft k-ft k-ft k-ft k-ft k-ft 1 1.12 1.12 6.37 6.37 -8.75 -8.75 2 -8.95 -8.95 3.27 3.27 -489 -4.89 3 -4.78 -4.78 4.87 4.87 -5.85 -5.85 4 -5.88 .5.88 4.46 4.46 -5.59 -5.59 5 -5.58 -5.58 4.57 4.57 -5.66 -5.66 6 -5.66 -5.66 4.54 4.54 -5.64 -5.64 7 -5.64 -5.64 4.55 4.55 -5.64 -5.64 8 -5.64 -5.64 4.54 4.54 -5.66 -5.66 9 -5.66 -5.66 4.57 4.57 -5.58 -5.58 10 -5.59 - -5.59 4.46 4.46 -5.88 -5.88 11 -5.85 -5.85 4.87 4.87 -4.78 -4.78 12 -4.89 -4.89 3.27 3.27 -8.95 -8.95 13 -8.75 -8.75 6.37 6.37 1.12 1.12 Factored Design Moments (Redistributed) Span - ,Léftt -Max 'Left . Min :MiddIe Max r ,Middl& - .,'Min T Rightr . Max.:. ,'-' '- . [TT'Rlght'" I'_ 46k. I R&disU Coef. Left4 [Rit CoefRIght k-ft k-ft k-ft k-ft k-ft k-ft 1 1.18 1.18 7.24 7.24 -7.29 -7.29 0.00 18.17 2 -7.26 -7.26 4.70 4.70 -3.92 -3.92 20.00 2000 3 -3,94 -3.94 5.94 5.94 -4.76 -4.76 18.26 19.63 4 -4.75 -4.75 5.66 5.66 -4.52 -4.52 20.00 20.00 5 -4.52 -4.52 5.75 5.75 -4.57 -4.57 19.89 19.97 6 -4.57 -4.57 5.73 5.73 -4.56 -4.56 20.00 20.00 7 -4.56 -4.56 5.73 5.73 -4.56 -4.56 20.00 20,00 8 -4.56 -4.56 5.73 5.73 -4.57 -4.57 20.00 20.00 9 .4,57 .4,57 5.75 5.75 -4.52 -4,52 19.97 19.89 10 -4.52 -4.52 5.66 5.66 -4.75 -4.75 20.00 20,00 11 4.76 4.76 5.94 5.94 -3.94 -3.94 19.63 18.26 12 -3.92 -3.92 4.70 4.70 -7.26 -7.26 20.00 20.00 13 -7.29 -7.29 7.24 7.24 1.18 1.18 18.17 0.00 email: Supp'ortcAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 2 0 S 4 4 4) ', Hope-Amundson - Calculations By: M Nekuda ' DD -31 Project Name 21600300 Lego Land PS Specfic Title Typical Slab Section_Pinned File Name 13 span Slab Section,pinned Date olGeneration Tuesday August 02 2016 Load Combination 0.74, SW + 0 OOLL + 0 74S0L + 0 OOXL + 1 OOSEC" Factored Design Moments (Not Redistributed) ' Sà'n] Iiëfi 1fI Max . Mid JI Middi Mmn ,Riht Max R1ht Min, - k-ft k-ft k-ft 'kft k-ft " k-ft 1 0.58 0.58 3.22,-3.22 4.97 '' -4.97 2 -5.06 7.5.06 1.80 1.80 -2.15 -2.15. 3 . -2.08' -208 . 2;95 2.95 -2.83 "-2.83 4 -2.85 -285 2.66 -' 2.66 -2.65 " -2.65 5 -2.64 -2164 2.74 2.74 ." -2.70 . -2.70 6 -2.70 -2.70 '2.72 2.72 -2.69 -2.69 7 .2.69. -2.69 2.72 2.72 -2.69 . -269' 8 __-2.69 . -2.68 2.72 J, 2.72 . .,-2.70 1 .-2.70 9 -2.70 .2.70 2.74 .'' 2.74 --2.64 .' -2.64 10 -2.65 -2.65 2.66 2.66 ',:-2.85'" -2.85 11 . -2.83... 2.95-- 2.95 '.-2.08: 12 ";-2.15'.. ,.-2.15 1.80 - -5.06 . -5.06 13 -4,97 .4.97 3.22 . 3.22' 0.58 0.58 #. 4 .'.' tt . J Factored Design Moments (Redistributed) Span, LUTT jMN Lèft , . J MddI' Max Middle jIY Right--! JtãX . iht ,iiimi' . .Rëdlt RëE k-ft , ''k-ft . ., 'k-ft,': k-ft . ..k-ft" k-ft 0.62 ' 0.62 3.71 3.71 ' -4.12 -4.12 ., :0.00 ' 16.53 2 .-4.11 '.- '-4.11 2.55 42.55 '." -1.72 ' ' -1.72. 20.00 ' 20.00 1 -1,73-'- ' -1.73 " 3.44 3.44 . -2.31 ' -2.31 , 17.12 19.46 4 - 2.31 ', '.-2.31 . .3.24' 3.24 ' -2.14 " -2.14 .20,00 20.001 5 . -2; 14 ' .2.14 330 3.30 -2.18 19.83.. ' 19.96 6 '-2.18 '-2.18 -' ' 3.29 3.29- ' -2.17 -2.17 . 20.00"' 20.00 7. -2.17. '217 , .3.29 . 3.29 . .-2.17, '. -2.17' . _19.99 19.99 8 -2,17 .' -2.17' . 3.29 3.29 : ' -2.18 " .-2,1:'. ' 20.00 . 20.00 9 - -2.18'. .. '72.18. '3:30 ,: 3.30 -. - -2.14 - -214, 19.96, ,. 19.83' 10 -2.14 - ' . -2.14 ',- 3,24" . ' 3.24 " -2.31 ' -2.3Vt 20.00:, ' 20.00 11 .-2.31 '-2.31 3.44t ' . 3.44 --1.73. '.1.73' '19.46 '17.12' '12".;. -1.72 ' '' -1.72 .'2.55 2.55 ' -4.11,, , _'-4.11"' '20.00 , 20.00 .13' '"4.12 4.12 3.71 ,., 3:71. ,0.62 0.62 " 18.53' 0.00. 4 ' -4. 4 4 ' • ' 4- Hope-Amundson Calculations By: M. Nekuda Project Name: 216003.00 Lego Land PS Specific Title: Typical Slab Section-fixed File Name: 13 span Slab Sectionjixed Date of Generation: Tuesday, August 02,2016 OD - 32 25- FACTORED MOMENTS AND REACTIONS Load Combination: 1.20SW+ 1.60LL+ 1.20SDL+ 1.60XL+ 1.00SEC 0 Factored Desiqn Moments (Not Redistributedi [SpahTh LefU Max.JMax 1 :MiddlèV' Middlé Mm: 1Riht Max. RIght _________ k-ft k-ft k-ft k-ft - k-ft k-ft 1 -12.40 -4.77 6.12 .62 - -10.93 -6.44 2 -10.77 -7.21 8.33 1.43 -10.11 -5.63 3 -10.05 -5.41 9.15 1.61 -10.57 -5.77 4 -10.58 -5.68 9.12 .41 - -10.51 -5.65 5 -10.51 -5.63 9.17 .41 - -10,52 -5.66 6 -10.52 -5.67 9.17 1.40 -10.51 -5.66 7 -10.51 -5.66 9.18 .40 - -10.51 -5.66 8 -10.51 -5.66 9.17 .40 - -10,52 -5.67 9 -10.52 -5.66 9.17 _1.41 -10.51 -5.63 10 -10.51 -5.65 9.12 .41 - -10.58 -5.68 11 -10.57 -5.77 9.15 1.61 -10.05 -5.41 12 -10.11 -5.63 8.33 1.43 -10.77 -7.21 13 -10.93 -6.44 6.12 - .62 -12.40 1 -4.77 Factored Design Moments (Redistributed) Span Left: Left Min. diei i Max Midle Mii F ig_ht J Riht ...Min :fi Céf.ieft. jRed Cóe1 Right k-ft k-ft k-ft k-ft k-ft k-ft 1 -12.45 -4.80 6.51 2.74 -8.90 -5.85 0.00 20.00 2 -8.83 -5.84 9.71 3.49 -8.17 -4.54 18.85 20.00 3 -8.16 4.54 10.29 3.69 -8.55 -4.67 19.55 19.94 4 -8.55 -4.66 10.31 3.55 -8.49 -4.57 20.00 20.00 5 -8.49 4.56 10.40 3.55 -8.50 -4.58 20.00 20.00 6 -8.50 -4.58 10.41 3.54 -8.49 -4.58 20.00 20.00 7 -8.49 -4.58 10.41 3.54 -8.49 4.58 20.00 20.00 8 -8.49 4.58 10.41 3.54 -8.50 -4,58 20.00 20.00 9 -8.50 4.58 10.40 3.55 -8.49 -4.56 20.00 20.00 10 -8.49 -4.57 10.31 3.55 -8.55 -4.66 20.00 20.00 11 -8.55 -4.67 10.29 3.69 -8.16 -4.54 19.94 19,55 12 -8.17 4.54 9.71 3.49 1 -8.83 1 -5.84 20.00 18.85 13 -8.90-5.85 1 6.51 2.74 1 -12.45 1 -4.80 20.00 0.00 Load Combination: 1.36SW + 1.00LL + 1.36SDL + 1.00XL + 11,00SEC .t_. -cb' ccchr08rb%s Factored Desiqn Moments (Not Redistributed) Lëft L?éft Mm -1MIddIè Max r Middie L . •. 'RighV . MIflL- ,.J k-ft k-ft k-ft k-ft k-ft k-ft 1 -10.89 -6.12 5.22 2.42 -9.72 -6.92 2 -9.60 -7.38 6.99 2.68 -8.72 -5.92 3 -8,67 -5.77 7.69 2.98 -9.11 -6.11 4 -9.12 -6.06 7.62 1 2.80 -9.05 -6.01 5 -9.04 -6.00 7,67 2.82 -9.06 -6.03 6 -9.06 -6.03 7.66 2.81 -9.05 -6.02 7 -9.05 -6.02 7.67 2.81 -9.05 -6.02 8 -9.05 -6.02 7.66 2.81 -9.06 -6.03 9 -9.06 -6.03 7.67 2.82 -9.04 -6.00 10 -9.05 -6.01 7.62 2.80 -9.12 -6.06 11 -9.11 -6.11 7.69 2.98 -8.67 -5.77 12 -8.72 1 -5.92 6.99 2.68 -9.60 -7.38 13 -9.72 1 -6.92 5.22 242 -10.89 -6.12 cI email-, SupportAdaptsoft,com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 308-2400 Fax (650) 364-2401 is 1 S ,. 1 :- Hope Amundson' Calculations By M. Nekuda . DD-33 Ptoject Name: -216003.0D Lego Land PS''SpecificTtIe: TypicaI:SIbSectloti5ied FI1 Name 13 span Stab Sectionjixed Date of Generation Tuesday August 02, 2016 -' Factored Deslan Moments (Redistributed 4- frL( i'ytôi \ Spn ______ Left Max k-ft MinS . k4k-ft - Middle Ma , dle Min - kft -' ihj Mà'x,. k-ft Right' ' k-fl -.----------. Rét Coef,Ieft - . COefRIiit -615 579 342 792 600 000 2000 ' 786 597 840 450 , 704 -477 1899 2000 3' -7.04 -4.78 . _8.91 - S .4.78 :. -7.37 - -4.95 19.56 19.93 .4 . '-7.37 .. -4.94 -8.89 :4.66 .486 20.00 ''20.00. 5' -7.31 -4.85 8.95 4.67. -7.32 '-4.87' 19.99 19.99 6 ' -7.32 -' -4:87 . 8.96 4.66'. -7.31 -4.87' .20.00 :20.00 ' .7 ' -7.31 ,' 4.87 8.96 ' . 4.66 - -731 4.87- 20.00 -20.00 8 - -7.31 4.87 ' 8.96. .4.66. -20.00 -. 20.00 9 --7.32 -4 .87 8.95 ' 4.67 _:'-7.32.....-4.87: : -7.31-. -4.85' " 19.99 - ' :19.99 10 '-7.31 '-4.86 8.89' SS'.....466-S' . -7.37, . -4.94 5' . 20.00 2000 11 -7.37 -4.95 ' 8:91 . 4.78 . .. -7.04 -4.78' 19.93 .19.56 12 704 -477 840 450 -786 59T 2000 1899 "13 792 600 579i:. $ 342 1093 6 15 20 00 s 0 00 Load Combination 1 4OSW + 0 OOLL + 1 4OSDL + 0 CDXL + 1 OOSEC Factored Design Moments (No(Redistr,buted) Span Ieñ" 1' Lrét '* 'ID MiddIè ,Max 'MddIë' Mm RI9hJ Max. - Riht' - Mm - k-ft , - k-ft : k-ft - ' . k-ft . -.' k-ft -1 4.38 ''-7.38 -'3.13 - . 3.13 - - --6.74'-6.74 2 --6.67 - -6.67 4.14 . 4.14 -5.43 - -5.43 - 3 . -5.39 - .-5.39- 4.64' -- 4.64 '- -5.70 -5.70 4 -5.71 '-5.71" 4.52 ' ' 4.52 '-5.83 " -5,63.' -5.. -5.63 -5.63, - .55 5, 4.55 ' -5.65' - -5.65". 6 5.65 . -5.65 4.54 :' .4.54 -5.64 . -5.64 7 . . -5.64 , :554 4.55. . . ':4.55 -564 '- - --5,64 - 8 . -5.64 - -5.64 '4.54 .4.54 -5.65 '-5.65 9 .-5:65 -5.65 .4.55__. "S__4.55 _- _-5.63 _-5 _--5:63 10 .-5.63 '- -5.63 ."4.52 '4.52 _- ' -5.71, - -5,71 11, . -5.70 -5.70' 4.64 . , 4.64' -5.39 ' '-' -5.39. 12 - -5.43 -5.43 4.14 '4.14 -6.67 '13 -6.74.' . "-6.74 ' \ 3.13 . '3.13 Factored Design Moments (Redistributed) .' LêftW Lft . " Middle , -= F MIddIé .. Mink .hi '. _, Maxr, Right Men RedisL .,CoefiLeWf Rdist"' -.-•.'. .CoefiRlht -k-ft "k-ft -k-fl k-ft .. k-ft. ' k-fl 1 "4,41 ' -7.41 3.84 3.84 -5.49'. ' -5.49 ' - _0.00.. 20.00 .2 ' -5.45 '--5;45 '- 5.38 " 5.38 4.38 -4.38". " 19.21,' 20.00 3 -4.38 • -4.38 -'5.79 5.79 -4.62 -4.62 - 19.52- 119.89 4.- -4.62 - -4.62.. '5.71- - - 5.71 •' A.55' ' -4.55 20.00 20.00 - 5 -4.55 • ;. -4.55 5.74 5.74 . . _-4.56 -4.56 - _19.97 19.99 6 -4.56 -4.56 5.73 ' . p5.73 5. ' -4.56 ':: -4.56 20.00. '20.00- 7 -4:56 -4.56 • 5.73 .' - 5.73' ' --4.56' -4.56' 20.00 ' 20.00 8 4.56 4.56 ' . 5.73 -' '5.73 • -4.56 -4.56 - "20.00' .20.00. 9 - . -4.56 -4.56 ' '5.74. - 5.74' ' 4.55 . .4.55 "l 9.99 19.97 10 -4.55 -4.55 . 5.71 • 5.7-1 -4.62 ' '-4.62' '- 20.00 -, 20.00 - 11 . -4.62 -4,62 - 5.79 5.79 ,438 • -4.38 19.89- • 19.52 12' -4.38 .-4.38 -5.38 - ' 5.38. -- .'-5.45 -5.45 20.00 -- -19.21 ____ --5.49 . -5.49-. -3.84' 3.84 " -7.41 -7.41' • 20.00 .0.00. WE Hope-Amundson Calculations By: M. Nekuda DD - 34 Project Name: 216003.00 Lego Land PS Specific Title: Typical Slab Section fixed File Name: 13 span Slab Section-fixed Date of Generation: Tuesday, Aug ust02, 2016 Factored Design Moments (Not Redistributeth t.SPan 1611 Max Left - Mmn TddFe': Max ..Wlnk 'Mide'RghtRight' Max: Mim J k-ft k-ft k-ft k-ft k-ft k-ft 1 -4.43 -4.43 1.30 1.30 .3.78 .3.78 2 -3.72 -3.72 2.31 2.31 -2.47 -2.47 3 - -2.44 -2.44 2.82 1 -2.82 -2.75 -2.75 4 -2.76 -2.76 2.70 2,70 -2.67 -2.67 5 - -2.67 -2.67 2.73 2.73 -2,69 -2.69 6 -2.69 -2.69 2.72 2.72 -2.69 -2.69 7 -2.69 -2.69 2.72 2.72 -2.69 -2.69 8 -2.69 -2.69 2.72 2.72 -2.69 -2.69 9 -2.69 -2.69 2.73 2.73 _-2.67 -2.67 10 -2.67 -2.67 2.70 2.70 -2,76 -2.76 11 -2.75 -2.75 2.82 2.82 -2.44 -2.44 12 -2.47 -2.47 2.31 2.31 -3.72 -3.72 13 1 -3.78 1 -3.78 1.30 1.30 1 -4.43 1 -4.43 Factored Design Moments (Redistributed) rspafl1 Left ft I Mm__- Max Middle' Mm .. Mãx Ri9htRiht( Mui ,R.!diSt: C'efl Left Reffist Coef Right k-ft k-ft k-ft k-ft k-ft k-ft 1 -4.45 4.45 1.70 1.70 -3.08 -3.08 0.00 20.00 2 -3.06 -3.06 2.94 2.94 -1.99 -1.99 18.59 20.00 3 -1.99 -1.99 3.35 3.35 -2.23 -2.23 18.93 19.77 4 -2.23 -2.23 3.27 3.27 -2.16 -2.16 20.00 20.00 5 -2.16 -2.16 3.30 3.30 -2.18 -2.18 19.94 19.98 6 -2.18 -2.18 3.29 3.29 -2.17 -2.17 20.00 20.00 7 -2.17 -2.17 3.29 3.29 -2.17 .2.17 .19.99 19.99 8 -2.17 -2.17 3.29 3.29 -2.18 -2.18 20.00 20.00 9 -2.18 -2.18 3.30 3.30 -2.16 -2.16 19.98 19,94 10 -2.16 -2.16 3.27 3.27 -2.23 -2.23 20.00 20.00 11 -2.23 -2.23 3.35 3.35 -1.99 -1.99 19.77 18.93 12 -1.99 -1.99 2.94 2.94 -3.06 -3.06 20.00 18.59 13 -3.08 -3.08 1.70 1.70 -4.45 4.45 20.00 0.00 Note: Moments are reported at face of support 0 email: Support©Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 3 0 DD - 35 Sheet _____ of Calculations By: M. Nekuda Hope-Amundson AN FlOff 4k) Structural Engineers 1301 Third Ave. SuIte 300 San DIego CA 92101 Project Project No. Engineer Date Hope-Amundson HOPE AMUND: O Structural Engineers 1301 ThIrd Ave. SuIte 300 - San DIego CA 92101 Calculations By: M. Nékuda DD -36 Sheet of,____ '.3 S Project Project No. : Engineer Date Hope-Amundson Calculations By: M. Nekuda OD -37 Sheet _____ of _____ ' HOPE 'AMUNI 'Structural Engineers 1301 Thrd Ave. Suite 300 \ :San 01680 CA 82101 we C i1ii (& Project Project No;.. Date Engineer I I I I I .___ . I tb A UQtt4w C E. rLi) I4 - u 4'ou1 , , -j1ton 1 _p j3• I :_-_ - 11 J 1 .L -. _ .&DL._ I - - I - - L_90 -ì - I I I 22ri j I II LI 1 1 j I I - - -.---.--- $ .-__:. I ii ....-..--.-----....----------.-.-- I 4 ._ ............- .v--.—..--.-- * . I I I I I - - I II .. ....................................... __._.._ .........L. *._. ... ..................I- .............._1..._ ill 13 - :1111! .- ................................... .. .... ......... ..--.-.'..- It --------------------------------------., i LI 1 .... - - I . . .1 -1---- - I I iI I r 1 3 - 4 -- - --I - - 1 I IJI 1 rr[ - - I - - Hope-Amundson Calculations By: M. Nekuda DD -38 Sheet of Project H OPE aAh%UNEON Project No ,StrUctura1 Engineers . .. Engineer Date C 1301 Third Ave. Suite 300 ~~San Diego CA 92101 . 40 Li. .... • . H J.1 :L • -4,HH---- ...... ............ 'I '-.• - - 4 Hope-Amundson - Calculations By: M. Nekuda . DD - 39 .; Project Name: 216003,00 Lego Land PS Secic Title: B404_L2_(GL'3)L70 : ' • File Name: B404-L2-GL 3_70 Date of Generation: Monday, June 27, 2016 - SPAN 3. Cr occe - SPAN 4 X!LTi . X iA'j'älsis T.Top Añalsi; Selected 8L ft 1n2 in2 in2 1n2 ' in2 in2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05._3.15......0.00 . . 0.00 .. 2.20 .... 0.00 2.20 r 0.00 0.10 '6.30 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.45 000' 0.00 2.20 0.00 2.20 0.00- 0.20 12.60 0.00 0.00 0.00 0.00 0.00 .' 0.00 0.25 15.75 0.00 0.42 0.00 0.00 0.00 . 0.42 0.30 18.90 0.00 ' 0.79 '0.00 0.00 . QPO 079 0.35 22.05 0.00 1 nn 1 0.00 1.36 00 - .36 0.40... 25.20 .-0.00 1.27 0.00 ..1.36 . 0.00 .36 - 0.45 .28.35 0.00 .1.27 0.00 -.1)6" 0.00 .36 0.50 31.50 0.00 1.27 .36 0.00 1.36 0.55. .34.65 0.00 Lt27_,:- 1_0.00 .136 0.00 1.36 0.60 37.80 0.00 i.ó'" 0.00 1.36 . 0.00 ..1.36 0.65. 40.94 - 0.00 0.79 0.00 1.36 0.00 1.36 0.70 44.09 0.00 0.42 0.00 ' 0.00 0.00 0.42 0.75 47.24 0.00 0.00 0.00 0.00 0.00 0.00' 0.80 50.39 0.00 0.00 .0.00 0.00 0.00 0.00 0.85 53.54 0.00 0.00 2.20 ____ 0.00 2.20 0.00 0.90 56.69 ,0.00 0.00 220 . 0.00 2.20 .0.00 0.95 59.84 0.00 11 0.00 " .2.20 0.00 2.20 0.00 1.00 62.99 .0.00 1 0.00 2.20' 0.00 2.20 . 0.00 r'XIL%Th ;X AhIi! Aliis .. .ot Minicuiuth7i -- TQp 1MihI iäT" --' . __Bot FiSO66tid . .,---- , Top tSele'ct&Jfl It in2 1n2 in2 in2 - in2.. in2 0.00 0.00 0.00 .0.00 2.20 0.00 2.20 0.00 0.05 ' 3.20 0.00. 0.00 2.20 0.00 2.20 - 0.00 -0.10 6.40 0.00 0.00 42.20 0.00 2.20 0.00 0.15 9.60 0.00 - 0.00 2.20 . 0.00 2.20 . 0.00 0.20 12.80 0.00 -000 ' 0.00 '0.00 0.00 ' 0.00.. 0.25 16.00 0.00 0.00 0.00 0.00 - 000 0.00 0.30 19.20 0.00 0.22 0.00' _0.00 0.00 _0.2,,,,,,, 0.35 1 22.40 0.00 0.42 0.00 _1.36 0.00 - _1.36 0.40 25.60 0.00 0.69 10.00 136 0.00 1.36 0.45 28.80 0.00 .0.69 0.00 .1.36 . 0.00 1.36 0.50 ' 32.00 0.00 0.83 0.00 _1.36 0.00 1.36 0.55 35.20 0.00 0.69. 0.00 1.36 0.00 . 1.36 0.60 38.39 0.00 0.54 0.00 1.36 ' 0.00 . 1.36 -.0.65. 41.60 - 0.00 0.26 0.00 1.36 0.00 ' 136 0.70 44.82 0.00 0.00 0.00 - 0.00 '0.00 0.00 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 ' 0.00 -. - 0.00 0.001 0.00 0.85 54.40 0.00 .0.00 - 2.20 .0.00 2.20 . 0.00 0.90 57.61 0.00 "0.00 2.20 0.00 2.20 0.00 .'0.95 . 60.79 1 0.00 0.00 2.20 0.00 2.20 . 0.00 1.00 64.01 1 0.00 0.00 2.20 - 0.00 2.20 - 0.00 -t It ; Note: Reinforcement requirements for Initial condition are' included in Service block. Reinforcerneñt requirements for UBC combination, it selected, are included in Analysis block. . i. . - email: Support . Adaptsoft.com website: httpilwww,Adaptsoft,com - 1733Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306.2400 Fax (650) 364-2401 r - - , I._. . - "- .. •;. t.- . - S -'I S S Hope-Amundson HMEWAUNDSM- Structural Engineers 1301 Third Ave. Suits 300 \, Son Diego CA9210I Calculations By: M. Nekuda DD -40 Sheet of Project Project No. Engineer, 0 Date DD -41 Sheet ____ of Date Calculations By: M. Nekuda Project Project No. Engineer HOPE -AMUNDSON Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Hope-Amundson - I 3 - ()1,7 Level G U Overlap VC Vs (Vc+Vs). Max cDVn Dvn . 3 4 37 54.94 175.80 173.06 219.77 173.06 9.61 6.21 OK B403R 3 5 33.4 49.60 175.80 169.05 198.39 169.05 9.39 6.21 OK 13306R113106 - Ip 3 6 29.92 44.43 175.80 165.17 177.72 165.17 9.18 6.21 OK 13305R/13105 3 7 26.32 39.08 175.80 161,16 156.33 156.33 8.69 6.21 OK 8305R113106 3 12 18.76 27.86 175.80 152.74 1111.43 111.43 6.19 0.97 OK B301R/B101R 3 13 37 54.94 175.80 173.06 219.77 173.06 9.61 0.97 OK B403R 2 4 37 54.94 173.40 171.26 219.77 171.26 9.51 7.51 OK B403 2 5 33.16 49.24 173.40 166.98 196.96 166.98 9.28 7.51 OK 13306/13106A 2 6 29.32 43.54 173.40 162.70 174.15 162.70 9.04 7.51 OK 13305/13105A 2 7 25.48 37.84 173.40 158.43 151.34 151.34 8.41 7.51 OK 13305/13105A 2 13 37 54.94 173.40 171.26 219.77 171.26 9.51 6.71 OK . B403 C) C) C 0) 0 C', co CD . ,,.. - - -, * p • -/ . .., ... . , .. ..,,:-. ., . , . .- .-,... a •'.j jNYA . ', ,. . -...,.. I,. 44 : o \ 1• Hôpe-Amundson Calculations By: M. Nekuda DO -43 Project Name 21600300 Lego Land PS Specific Title;)6403R_L3_(GL4). "File Name: 8403R-L3-GL 4_7 Date of Generation: Friday, June 24 2016 - .SPAN 3, •. .' i. XIL X Ai'ãI9's Top AñiI -Bot Minirhim Topi . Miniñü'fl'. t .Bot .,' Selected -.--' Top.. SèIttd . roil, ft 1n2 .in2 in2 1n2 1n2'_. in2 0.00 0.00 -0.00 0.00 2.20 0.00 2.20 0.00 0.05 . 3.15 0.00 0.00 2.20.. 0.00 - 2.20 .0.00 0.10 6.30 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 .12.60 0.00 .0.00 -0.00 0.00 '. _0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 _0.30 18.90 0.00 0.00 0.00 0.00 0.00 0.00 0.35 22.05 0.00 0.05 0.00 1.36 0.00 1.36 0.40 1 25.20 0.00 0.31 0.00 1.36 0.00 1.36 0.45 28.35 JL, 0.00 '1.36 0.00' 1.36 0.50 31.50 1,Z0.00 .0.31. 0.00 1.36 0.00 1.36 0.55 65 0.00 0.18 .0.00 .36.. - 0.00 1.36' 0.60 80 0.00 0.05 0.00 .36 0.00 .1.36 0.65 L40:94 0.00 0.00' 0.00 'i.36 0.00 1.36 0.70 09 0.00 " 0.00 0.00 0.00 0.00 ..0.00 0.75 24 000 0.00 0.00 0.00 0.00 ' __0.00 0.80 50.39 0.00 0.00 0.00 0.00 0.00 0.00 0.85 53.54 0.00 0.00 2.20 0.00 J -2.201 0.00 0.90 56.69 0.00 0.00 2.20 0.00 2.20 0.00 0.95 .59.84.; 0.00 0.00 2.20 0.00 2.20 0.00 1.00 62.99 0.00 0.00 2.20 0.00 2.20 .0.00 XJL X Ma Y61 Thp BoiL MUrr MIn&i,tim Selet'd4 Sélectd 1n2 1n2 -in2 1n2' 1ri2 in2 0.00 0.00 0.00 0.00 2.20' 0.00 2.20 . .0.00 0.05 3.20 0.00 0.00 2.20 0.00 2.20 ' 0.00 0.10 - 6.40 1 0.00 0.00 2.20 0.00 _2.20 0.00 0.15 9.60 1 0.00 0.00 2.20' 0.00 2.20 0.00 -0.20 12.80 1 0.00 0.00 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.30 19.20 0.00 0.00 0.00' _0.00_ 0.00 .0.00 0.35 1 22.40 0.00 0.00 .0.00 . 1.36 , 0.00 1.36 0.40 25.60 0.00 0.18 '1,36 0.00 1.36 0.45 28.80 0.00 0.44 IjL _1.36' . 0.00 1.36 0.50 32.00 ' 1.36 0.00 1.36 0.55' 35:20 'o.00 . 0.47 0.00 1:36 0.00 .. 1.36 0.60 -36.39 0.00 . 0.31 - 0.00 1.36 0.00 ... 1.36 0.65 41.60 0.00 0.05 0.00 1.36 0.00 1.36 0.70 44.82 0.00 0.00 0.00 0.00 0.00 0.00 0.75 . 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 0.00 '0.00 0.00 0.00 - 0.85 . 54.40 0.00 '0.00 2.20 0.00 2.20 0.00 0.90 . '57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 ' '2.20 0.00 2.20 0.00 1.00 64,01 , 0.00 0.00 2.20 0.00 2.20 0.00 rogw' 1jø/ 41 '5 : Note; Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included in Analysis block. . . -. . .5 . . r) • , email: SupportAdaptsoft.com •website: http://www.Adaptsoft.com ' 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 , . 5, Hope-Amundson Calculations By: M. NJekuda DD - 44 Project Name: 21600300 Lego Land PS Specific Title: B306R+B106_13_GL5J0 File Name: B306R+8106_13GL5_70 Date of Generation: Friday, June 24,266 SPANS X/.. X Analys Analysis BOtIL, - Mtnimum Top - Minimumr iSelected Top Selected' Bot - 1n2 1n2 1n2 1n2 1n2 in2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.15 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.30 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00 0.00 0.35 1 22.05 0.00 0.00 0.00 1.36 0.00 . 1.36 0.40 25.20 0.00 0.05 0.00 1.36 0.00 1.36 0.45 28.35 005.._ 0.00 1.36 0.00 1.36 0.50 31.50 00 0" 0.00 1.36 0.00 _1.36 0.55 34.65 0.00 0.00 0.00 1.36 0.00 _1.36 0.60 37.80 0.00 0.00 0.00 1.36 0.00 136 0.65 40.94 0.00 0.00 0.00 1.36 0.00 1.36 0.70 44.09 0.00 0.00 0.00 0.00 0.00 0.00 0.75 47.24 0.00 0.00 0.00 0.00 0.00 0.00 0.80 50.39 0.00 0.00 0.00 0.00 0.00 0.00 0.85 53.54 0.00 _0.00 2.20 0.00 1 2.20 0.00 0.90 56.69 0.00 0.00 2.20 0.00 2.20 0.00 0.95 59.84 0.00 0.00 2.20 0.00 2.20 0.00 1.00 62.99 0.00 0.00 2.20 0.00 2.20 0.00 SPAN4 U H 3A15- t XIk 'X' AàIi 'A'ñilY~qv "Minirrilim4 Top: MiñiiiUm1 Bot Seteôte' , Wop Selèted - Bot.... in2 in2 in2 1n2 in2 1n2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3,20 0.00 0.00 n 2.20 0.00 2.20 0.00 0.10 6.40 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.60 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 19.20 0.00 0.00 0.00 _0.00 0.00 033 0.35 22.40 0.00 0.00 0.00 1.36 0.00 .36 - 0.40 25.60 0.00 0.18 00 1.36 0.00 .36 0.45 28.80 0.00 0.44 ..Q4L.....Ll 00 1.36 0.00 .36 0.50 32.00 flflfl 00 1.36 0.00 .36 0.55 35.20 0.00 0.4 0.00 1.36 0.00 1.36 0.60 38.39 0.00 0.31 0.00 136 0.00 .36 - 0.65 41.60 0.00 0.05 0.00 1.36 0.00 .36 - 0.70 4482 0.00 0.00 0.00 0.00 0.00 0.00 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 0.00 0.00 0.00 0.00 0.85 5440 0.00 0.00 2.20 0.00 2.20 0.00 0.90 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.00 1.00 64.01 0.21 0.00 2.20 000 2.20 0.00 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included In Analysis block. 0 email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City. California, 94061, USA, Tel: (850) 306-2400 Fax (650) 364-2401 2 :øi S S * . Hope-Amundson. Cálculatios By:, M. Nekuda DD 45 ' Project Nme: 216003.00 Lego Land PS 'Speific1itte8305RB105"L3'GL670 File Name B305R+B105_L3_GL6_70 Date of Generation Thursday July07 2016 .•...,' ,,.'.. . .: •, . '' ' : * . X!t! X1' Afla1ysIs 14 .... ThWáli . Bat I MinirñüTh Miniãtiffi Selèctd Selected 301. ft in2 - in2 1n2 "\ . in2' . ..1n2 in2. 0.00 0.00 0.00 0.00 220 . 0100 2.20 0.00 0.05 3.15 0.00 2.20 . 0.00. 2.20 . .0.00 .0.10. 6.30 000 . . .0.00 2.20 . 0.00 " 2.20 - 0.00 0.15 9.45 0.00, 0.00 2.20 ' 0.00 , 2.20 0.00 0.20 12.60 0.00 0.00 000 .. 0.00 0.00 000 0.25 15.75 0.00 0.00, 0.00 . 0,00''0.00 . 0.00 0.30 18.90 0.00 .0.00' ' 0O0 0.00 0.00.. . 0.00 0.35 ' 22.05' 0.00 '0.05. . 0.00 . 1.36 . 0.00 . V. 1.36 0.40 25.20 0.00 0.18 0.00 1.36 0:00. . 1.36 0.45 28.35' 'c.na..,_. flJ 0.00 1.36 .' t............Xop... 0.00.' '.36. 0.50 ' 31.50 . 0.00 1.36 0.001.1 . .36 0.55 34.65 0.00 .0.00 .1,36 ' 0.00 . .36 0.60 37.80 .0.00 ' 0.00 1.36 . ' 0.00' .-' .36 0.65 40.94 0.00 -.0.00 ' 1.36. 0.00' .. .36 0.70 44.09 . 0.00 ' 0.00 . 0.00 ' ' '0.00.' ' .0.00' 0.75 4724 ." 0100 ' 0.00 kOl)8 0.00 , 0,00 . 0.00 0.00 , .080 50.39 0.00 0.00 0.00 '0.00 .' _0.00 0.85 53.54 . 0.00 2.20 . '0.00 1 2.20 . 0.00 0.90 56.69 0.00 , ' . 2.20 . .0.00. . 2.20, 0.00 0.95 59.84 0.00 .2.20 ' 0.00 .2.20 '0.00 62.99 0.09 2.20 . 0.00. ' .2.20 1 0.00 , r . .' , . 4 XIIi X Ai1AI Ta. An'äly&s-.-.. ot Minimum iTop Miñm1 3ot.Top Vs- Rid SelëtId Ot 4 1n2 1n2 ' ih2 1n2 'in2 .1n2. 0.00N 0.00 0.00 2.20 0.09 . 0.00 2.20 0.00 0.05 ' 3.20 . 0.00 '0.00 2.20 ' 0.00 ' . 2.20 , ' 0.00 0.10 6.40, 0.00' 0.00 2.20 ' 0.00 *' 2.20 ' 0.00 0.15 9.60 0,00 . 0.00 2.20. ' ' '0.00 '.. " 2.20 '0100 0.20 . 12.80 0.00 0.00 0.00 . ' 0.00 0.00 0.00. '0.25 16.00 0.00' '0.00 ' :0. , 00 . 'O.00" 0.00 0.00 0.30' 19.20 0.00 ' 0.00 0.00 . _0.00 . 0.00 0.00 0.35 .22.40.' . 0.00 .0.05 00. _136 0.00'. . 1'.36 0.40 25.60 0.00 0.44. '.00 _1.36 . .0.00 ' .36 0.45 28.80 0.00. L~jO58, 00 . V0.00, 1.36 .. 'O.00' .36 "0.50 32.00 _QPQ 00 1.36' ' __0.00 '':36' 0.55' 35.20 O1U".' 100 • 136 0.00' 36 0.60. 38.39 0.00 . _0.47 _. ''1.36 0.00 .36 0.65 .41.60 0.00 0.18' 0.00 . __1:36 0.00 .36 - 0.70 44.82 0.00 ' 0100' 0.00' _."'0.00 _" 0.00.__:.. 0.00 .0.75 46.00 0.00 ' _0.00.' '.0.00 0,00 - 0.00 _. ;O.00 0.80_. 51.21 ' 0.00' . 0.00 0.00 ' 0.00 '0.00 0.00 0.85" 5440 0.00 ' 000 ' 2.20 . i0:00 •. '2.20 ,. 'O;OO 0.90. 57.61 0.00 0.00 '-2:2o 0.00 ' 2.20 'O.00. .0.95 60.79 0.00 . 0.00 ' 2.20' 0.00 ' 2.20 . .0.00 '1.00' .64.01 0.21 Or 2.20 - _0.00 •' 2.20 . 0.00 VA 1*1 Hope-Amundson Calculations By: M. Nekuda Project Name: 216003.00 Lego Land PS Specific Title: B305R+B105_L3_GL7_70 File Name: B305R+6105_13GL7_70 Date of Generation: Friday, June 24, 2016 SPAN /L X Analysis Analysis Bot .. Minimum 'iTop Mtnthüm Bot Seled Iop____- Selected Bot ft 1n2 1n2 1n2 in2 1n2 1n2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.15 0.00 0.00 2.20 0.00 2.20 0.00 0.10 1 6.30 _0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.60 0.00 0.00 0.00 0.00 0,00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00 0.00 0.35 2205 0.00 0.00 0.00 .36 - 0.00 1.36 0.40 25.20 0.00 0.05 0.00 .36 - 0.00 _1.36 0.45 28.35 _0405 0.00 1.36 0.00 _1.36 0.50 31.50 1fl5'' 0.00 1.36 0.00 1.36 0.55 34.65 0.00 0.00 0.00 1.36 0.00 _1.36 0.60 37.80 0.00 0.00 0.00 1.36 0.00 1.36 0.65 40.94 0.00 0.00 0.00 1.36 0.00 1.36 0.70 44.09 0.00 0.00 0.00 0.00 0.00 0.00 0.75 47.24 0.00 0.00 11 0.00 0.00 0.00 0.00 0.80 50.39 0.00 0.00 0.00 0.00 0.00- 0.00 0.85 53.54 0.00 0.00 2.20 0.00 1 2.20 1 0.00 0.90 56.69 0.00 0.00 _2.20 0.00 1 2.20 1 0.00 0.95 59.84 0.00 0.00 2.20 0.00 1 2.20 1 0.00 1.00 62.99 0.00 0.00 2.20 0.00 1 2.20 1 0.00 SPAN H XIL Malis l. Top 'Anais Mininiiini) Miiiiifiunil BoU . Sélëctéd' L rop ;Selécted. Bot ft in2 in2 in2 in2 in2 in2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.20 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.40 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.60 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 19.20 0.00 0.00 0.00 0.00 0.00 0.00 0.35 22.40 0.00 0.05 0.00 1.36 0.00 1.36 0.40 25.60 0.00 0.31 0.00 1.36 0.00 1.36 0.45 28.80 0.00 0.47 . 0.00 1.36 0.00 1.36 0.50 32.00 flflD fl4L.,.,.. 0.00 1.36 0.00 1.36 0.55 35.20 0.00 O.4T' 0.00 1.36 0.00 1.36 0.60 38.39 0.00 0.31 0.00 1.36 0.00 1.36 0.65 41.60 0.00 0.18 0.00 1.36 0.00 1.36 0.70 44.82 0.00 0.00 0.00 0.00 0.00 0.00 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 0.00 0.00 0.00 0.00 0.85 54.40 0.00 0.00 2.20 0.00 2.20 0.00 0.90 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.00 1.00 64.01 0.08 0.00 2.20 0.00 2.20 0.00 DD -46 S S Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included In Analysis block. ( email: SupportAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 2 * Hope-Amundson fl Calculatkins By: M. Nekuda ', DD - 47 .......,Projectam: 21600300 Lo Land PS SpeifiTitlO: B301R+Bi01RL3GL1270'' File Name 8301R+B101R13_GL12_70 Date of Generation Thursday June 23, 2016 SPAN.3 : •. . . S... ... . .' XII!T X, Anali' Eqp . FAli Bot - in2 MiñiFri'(iii Top... Miniñiuth ,.. Bot . Sétè"d .'. Top, rSlected' ft - in2 'in2 W. 1n2 in2 0.00 0.00 0.00 0.00 2.20 0.00 2.20, . '0 00 '0.05t' 3.15 0.00 0.00 . 2.20 0.00 2.20 . -0 00. 0.10 6.30 0.00 0.00 2.20 " 0.00 210 . 0.00 P0.15 9.45 . 0.00 0.00 210 0.00 2.20 o:oo 010 12.60 0.00 . 10.00 0.00 . 0.00, 0.00 . 0.00 0.25 15.75 0.00 0.00 . 0.00 .0.00 0.00 0.00 0.30 18.90 0.00 0.00 ' 0.00 ;0.00_' 0.00 0,00 0.35 22.05 0.00 . _0.00 . 0.00 .36 0.00 . _1.36 0.40 25.20 0.00 0.15 0.00 .36 0.00 ' . _1.36 0.45' 28.35 çL_. 0.00 .1.36. . '0.00 .1.36 0.50 31.50 U. U'" 000 H 1.36 0.00 .36 0.55 34.65 0.00 0.05 .0.00 ... _1.36 0.00 _,_36. 0.60. . 37.80 0.00 0.00 .0.00 _1.36 -0.00 __- 1.36__-. 0.65 40.94 0.00 0.00 0.00 '1.36 0.00 _. 1.36 0.70 44.09. 0.00 0.00 . _0.00 0.00 0.00 0.00 0.75 47.24 0.00 111 0.00 0.00 0.00 0.00 __. .0.00 0.80 50.39 .0.00 0:00 0.00 0.00 0.00 . 000 0.85 53.54' '0.00 0.00. 2.20 0.00 2.20 .0.00 0.90 56.69 .0.00 0.00 " 2.20 0.00 2.20 0.00 095 59.84 0.00 0.00 2:20 0.00 2.20 .0.00 1.00: 62.99 .0.00 0.00 2.20 0.00_. 210 . .'.0.00 :. S ..' i SPAN 4 19, XlL Xi ñali AWâlsis Bot Mniniin - 5MiñiñiiiiiT ot ••c Sëlti It " 1n2 ' in2 1n2 ln2i 1n2 in2 0.00 ' 0.00 . 0.00 . 0.00 . ' 2.20 £ 0.00 ' 2:20 H 0. 00. 0.05° 3.20 1 0.00 0:00 '2.20 0.00 2.20 '. 0.00- 0.10 6.40, 0.00 '0.00 2.20. 0.00 2.20 - 0.00 0.15 9.60 0.00 '0:00 f 2.20 0.00 2.20 ' 0.00 0.20 12.80 0.00 .. 0:00 0.00 0.00 0.00 0.00 0.25 16.00 111 0.00. .0.00 Ei '0.00 0.00 . 0.00 ° 0.00 0.30. 19.20 0.00' . 0.00 0.00 0.00 : _0.00 0.35 22.4or 0.00 ' _0.31.- rOGO', .1.36 0.00' 0.40 25.60 0.00 0.58___° 0.00 1.36 '0.00 136 0.45 :-28.80 0.00 0.85 000 1.36. 0.00 _1.36 0.50 32.00 0.00 , 1.36 . 0.00_1'36 .0.55 .35.20 UU 12' 0.00 1.36 . 0.00 _1 0.60 p38.39 0.00 0.85. 0.00 ° 1.36 ''.0.00.. '1.36 0.65 41.60 0.00 ' 0:72 0.00 " 1.36 -' 0.00 • 1.36 0.70 44.82 0.00 . . 0.47 . 0.00 ' 0.00 . 0.00 0.47 0.75 .48.00 ' 0.00 0.05 0.00 0.00' . 000 ' 0.05 0.80 51.21 0.00' . 0.00 . 0.00 ' 0.00 0.002 0.00' 0.85 54.40. 0.00 0.00 . 2.20 0.00 . -2-20, 0.00 0.90 57.61 0.00 0.00 H. 2.20 ' 0.00 2.20 ' 0.00. 0.95 1 60.79 0.00 . ' 0.00' '2.20 'O.OD 2.20 , 'O.00r 1.00 1 6401 0.00 0.00 2:20 0.00 2.20 . 0.00 5$ _', ' . -"I , , 4 ' S , Note: Reinforcement: requirements for.I'n11ia1c6r,dition are°included in Service block: Reinforcement requirements for UBC combination, if selected, are included In Analysis block. ' . . • . , . ' . . , 4, • ''' '': 5, .5 5 - 5' .5 y - ) S , , ' email: SupportAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road -Suite 220 Redwood City California 94061 USA Tel (650) 30,6-2400 Fax (650) 364-2401 S 2. Hope-Amundson Calculations By: M. Nekuda - - Project Name 216003.00 Lego Land PS Specific Title: 9403R_L3_(GL4 & 13) File Name: B403R_L3_GL 13_70 Date of Generation: Thursday, July 07, 2016 DO -48 X/L X Analysis Tdp... 'Analysis Bbt . Minimum - Top Minimum Bt Selected Wä. Selected BoL ft 1n2 in2 in2 1n2 in2 in2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.15 - 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.30 0.00 0.00 2.20 0.00 _2.20 0.00 0.15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00 0.00 0.35 22.05 0.00 0.00 0.00 1.36 0.00 1.36 0.40 25.20 0.00 0.05 0.00 1.36 0.00 _1.36 0.45 28.35 0.00 1.36 0.00 1.36 0.50 31.50 "u.18' 0.00 1.36 0.00 1.36 0.55 34.65 0.00 0.05 0.00 1.36 0.00 1.36 0.60 37.80 0.00 0.00 0.00 1.36 0.00 1.36 0.65 40.94 0.00 0.00 0.00 1,36 0.00 1.36 0.70 4409 0.00 0.00 0.00 0.00 0.00 0.00 0.75 47.24 1 0.00 0.00 0.00 0.00 0.00 0.00 0.80 50 39 0.00 0.00 0.00 0.00 0.00 0.00 0.85 53.54 1 0.00 0.00. 2.20 0.00 2.20 0.00 0.90 56.69 0.00 0.00 2.20 0.00 2.20 0.00 0.95 59.84 0.00 0.00 2.20 0.00 2.20 0,00 1.00 62.99 0.00 0.00 2.20 0.00 2.20 1 0.00 SPAN . XIL X - naysis 1 , Top Ahlysl 3ot . .irop, Minimuv,.MlniñtTm . Both Bot..,,,. Selëctèt Slèiéd1 :-"----- ft in2 in2 1n2 in2 in2 in2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.20 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.40 0.00 0.00 11 2.20 0.00 2.20 0.00 0.15 9.60 0.00 0.00 Ill 2.20 0.00 2.20 0.00 0.20 12.80 0.00 0.00 ill 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 Ill 0.00 0.00 0.00 0.00 0.30 19.20 0.00 0.00 ill 0.00 _0.00_ 0.00 _0.00 0.35 22.40 1 0.00 0.31 0.00 .36 - 0.00 _1.36 0.40 25.60 0.00 0.58 0.00 1.36 0.00 _1.36 0.45 0.00 0.85 0.00 .36 - 0.00 _1.36 0.50 28.80J 32.00 0.00 .36 - 0.00 _1.36 0.55 35.20 0.00 0.00 .36 - 0.00 _1.36 0.60 38.39 0.00 0.99 0.00 .36 - 0.00 _1.36 0.65 41.60 0.00 0.72 0.00 1.38 0.00 1.36 0.70 44.62 0.00 0.47 0.00 0.00 0.00 0.47 0.75 48.00 0.00 0.05 0.00 0.00 0.00 0.05 0.80 51.21 0.00 0.00 0.00 0.00 _0.00 0.00 0.85 54.40 0.00 0.00 2.20 0.00 2.20 0.00 0.90 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.00 1.00 6401 0.00 0.00 1 2.20 0.00 2.20 0.00 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for USC combination, if selected, are included in Analysis block. EI email: SupportAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 2 0 AO A I S Hope-Amundson Calculations By: M. Nekuda DD -49 Project Name 216003.00 Lego Land PS Specific Title; 8403_S_L2_(GL4) File Name; 8403_S,,,1-2_GL 4_70 Date of Generation Friday, June 24, 2016 . X1L 1 X1 Anâlysis j:p 7Analysi otT Minimumr Minimüin . Bt elected LT00 SJ electedJ ft in2 in2 1n2 in2 in2 1n2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05.. 3.15 0.00 0.00 2.20 0.00 .2.20 .0.00... 0.10 1 6.30 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.60 0.00 0.00 0.00 0.00. 0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00 _0.00 0.35 22.05 0.00 0.26 0.00 1.36. 0.00 1.36 0.40 25.20 - 0.00 0.54 0.00 1.36 _0.00 _1.36 0.45 28.35 t) [In ftfi_ 00 . .1.36 . . 0.00 1.36 0.50 31.50 1fl1 0.00 1.36 0.00 1.36 .0.55 34.65 0.00 0.65 0.00 1.36 0.00 1.36 0.60 37.80 0.00 0.39 0.00 1.36 0.00 1.36 0.65 40.94 I 0.00 0.14 0.00 1.36 0.00 1.36 0.70 44.09 0.00 0.00 0.00 0.00 0.00 0.00 0.75 47.24 0.00 0.00 0.00 0.00 0.00 0.00 0.80 50.39 0.00 0.00 0.00 0.00 0.00 0.00 0.85 53.54 0.00 0.00 2.20 0.00 2.20 0.00 0.90 56.69 0.00 0.00 2.20 0.00 2.20 0,00 0.95 59.84 0.00 0.00 2.20 0.00 2.20 0.00 1.00 1 62.99 0.35 0.00 2.20 0.00 2.20 0.00 SPAN I I Xflfl' lis Affá ys nitifl MFflhiüim Miñiffiüii;. 1SélttèdP - . Sélécted ..2_t ft 1n2 in2 1n2 1n2 1n2 1n2 0.00 0.00 0.35 0.00 2.20 0.00 2.20 0.00 0.05 3.20 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.40 0.00 .0.00 2.20 0.00 2.20 0.00 0.15 9.60 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 19.20 0.00 0.00 0.00 _0. 0.00 0.00 0.35 22.40 0.00 0.39 0.00 1.36 0.00 1.36 0.40 25.60 . 0.00 0.65 0.00 _1.36 0.00 1.36 0.45 28.80 0.00 0.90 0.00 _1.36 0.00 1.36 0.50 32.00 .Q._. 0.00 1.36 0.00 1.36 0.55 35.20 0.00 1.36 0.00 1.36 0.60 38.39 0.00 0.77 0.00 1.36 0.00 1.36 0.65 41.60 0.00 0.54 0.00 1,36 0.00 1.36 0.70 44.82 0.00 0.14 0.00 0.00 0.00 0.14 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 0.00 0.00 0.00 0.00 0.85 54.40 0.00 0.00 2.20 0.00 2.20 0.00 0.90 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.00 1.00 64.01 .0.00 0.00 2.20 0.00 2.20 0.00 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are Included in Analysis block. email: SupportAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA. Tel: (650) 306-2400 Fax (650) 364.2401 2 Hope-Amundson Calculations By: M. Nekuda DD - 50 Project Name: 216003.00 Logo Land PS Specific Title: 8306+8106,,L2_GL5_70 File Name: B306B106_L2_GL5_70 Date of Generation: Friday, June 24,2(56 SPAN 3 XIL X Analysis' Top Anas . BBC Minimum"- t66 Minlmtim Bot. Selected Selected ft 1n2 in2 in2 in2 in2 1n2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.15 0.00 0.00 2.20 0.00 2.20 0.00 0.10 1 6.30 0.00 0.00 2.20 0.00 2.20 0.00 0,15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00 0.00 0.35 22.05 0.00 0.14 0.00 _1.36 0.00 1.36 0.40 25.20 0.00 0.39 0.00 _1.36 0.00 -1.36 0.45 28.35 LDfL. 0.00 1.36 0.00 .36 - 0.50 31.50 Xbtr 5Y 0.00 1.36 0.00 .36 - 0.55 34.65 0.00 0.39 0.00 1.36 0.00 .36 - 0.60 37.80 0.00 0.26 J 0.00 1.36 0.00 1.36 0.65 40.94 0.00 0.00 0.00 1.36 0.00 1.36 0.70 44.09 0.00 0.00 - 0.00 0.00 0.00 0.00 0.75 47.24 0.00 0.00 11 0.00 0.00 0.00 0.00 0.80 50.39 0.00 0.00 0.00 0.00 0.00 0.00 0.85 53.54 0.00 0.00 2.20 0.00 1 2.20 1 0.00 0.90 56.69 0.00 0.00 2.20 0.00 2.20 0.00 0.95 59.84 0.00 0.00 2.20 0.00 2.20 0.00 1.00 62.99 0.22 0.00 2.20 0.00 2.20 0.00 SPAN 4 X!L 'AnalF& 'lysiF - Th- Bott Minin'lim! itop. Minimum - .jBot ... Selected -,.-- S6lëted1 -.. .. - .Bok ft in2 in2 1n2 1n2 in2 1n2 0.00 0.00 0.22 J 0.00 2.20 0.00 2.20 0.00 0.05 3.20 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.40 0.00 1 0.00 1 2.20 0.00 2.20 0.00 0.15 9.60 0.00 0.00 1 2.20 0.00 2.20 0.00 0.20 12.80 0.00 0.00 11 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.30 19.20 0.00 0.04 0.00 _0,0_ 0.00 0.04 0.35 22.40 0.00 0.39 0.00 _136 0.00 1.36 0.40 25.60 0.00 0.77 0.00 _1.36 0.00 1.36 0.45 28.80 0.00 0.90 0.00 1.36 0.00 1.36 0.50 32.00 Q.fl0 0.00 _1.36 0.00 1.36 0.55 35.20 OUD UØ 0.00 _1.36 0.00 1.36 0.60 38.39 0.00 0.77 0.00 - _1.36 0.00 1.36 0.65 41.60 0.00 0.54 0.00 1.36 0.00 1.36 0.70 44.82 0.00 0.14 0.00 0.00 0.00 0.14 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 0.00 0.00 0.00 0.00 0.85 54.40 0.00 0.00 2.20 0.00 2.20 0.00 0.90 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.00 1.00 64.01 0.55 0.00 1 2.20 0.00 2.20 0.00 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included in Analysis block. 0 email: Support©Adaptsoft.com website: httpi/www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 308-2400 Fax (650) 364-2401 2 0 E* XIL : -.'top:___ r ãIsiTi fA I%is Miniiñürn:' topt Muiimjini E3ot Sëlctë 1'op S&eãtedri .Bot.. ft In2 1n2 in2 in2 in2 in2 0.00 0.00 0.63 0.00 2.20 0.00 2.20 000 0.05 3.20 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.40 1 0.00 1. 0.00 2.20 0.00 2.20 0.00 0.15 9.60 11 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 000 0.00 0.00 0.00 0.30 19.20 0.00 0.04 0.00 0.00 000 0.04 0.35 22.40 0.00 0.51 0.00 1.36 0.00 1.36 0.40 2560 0.00 0.77 0.00 1.36 0.00 1.36 0.45 28.89_1 0.00 0.90 000 1.36 0.00 1.36 0.50 32.00 ftflfl I flR.. 0.00 1.36 000 1.36 0.55 35.20 '" T 0,00 1.36 0.00 1.36 0.60 38.39 0.00 0.77 0.00 1.36 0.00 1.36 0.65 41.60 0.00 0.54 0,00 1.36 0.00 1.36 0.70 4482 0.00 0.14 0.00 0.00 0.00 0.14 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 .. 0.00 0.00 0.00 0.00 0.00 0.85 54.40 0.00 0.00 220 0.00 2.20 0.00 0.90 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.OD 1.00 64.01 0.83 0.00 2.20 0.00 2.20 0.00 0-) 3-3 Hope-Amundson Calculations By: M. Nekuda DD - 51 Project Name. 216003.00 Lego Land PS Specific Title: 5305+5105_L2_016_70 File Name: B305+B105_L2_GL6J0 Date of Generation: Thursday, July 07, 2016 SPAN 3 I X!L T alysi IiTo TAnaIysis 1ä'o( 'Mtnimum Pi 1M,nimum 1Bi Selectedr op Selected'1 BirJ ft 1n2 1n2 in2 in2 1n2 in2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.15 0.00 0.00 2.20 0.00 2.20 0.00 0.10 1 6.30 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00 0.00 0.35 22.05 0.00 0.14 0.00 1,36 0.00 1.36 0.40 25.20 0.00 0.39 0.00 1.36 0.00 1.36 0.45 28.35 .Q4QQ. Q.4 0.00 _1.36 0.00 1.36 0.50 31.50 54' 0.00 _1.36 0.00 1.36 0.55 34.65 0.00 0.51 0.00 _1.36 0.00 1.36 0.60 37.80 0.00 0.26 0.00 1.36 0.00 1.36 0.65 40.94 0.00 0.00 0.00 1.36 0.00 1.36 0.70 44.09 0.00 0.00 0.00 0.00 0.00 0.00 0.75 47.24 0.00 0.00 0.00 0.00 0.00 0.00 0.80 50.39 0.00 0.00 0.00 0.00 0.00 0.00 0.85 53.54 0.00 0.00 2.20 0.00 2.20 0,00 0.90 56.69 0.00 0.00 2.20 0.00 2.20 0.00 0.95 59.84 0.00 0.00 2.20 0.00 2.20 0.00 1.00 62.99 0.63 0.00 2.20 0.00 2.20 0.00 SPAN 4 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included in Analysis block. email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 2 Hope-Amundson Calculations By: M. Nekuda DD -52 Project Name: 216003.00 Lego Land PS Specific Title: 13305+13105_L2_GL7_70 File Name: B305+6105_L2_GL7_70 Date of Generation: Friday, June 24, 2016 SPAN 3 Top AciaIis''Analisjs Bot Minimum lop MInlrnum Bott 'Selected To'i ,SeIected Both ft in2 in2 in2 in2 1n2 1n2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 0.00 0.05 3.15 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.30 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.45 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12,60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00 _0.00 0.35 22.05 0.00 0.14 0.00 _1.36 0.00 1.36 0.40 25.20 0.00 0.39 0.00 1.36 0.00 1.36 0.45 28.35 n no - 0.00 1.36 0.00 1.36 0.50 31.50 1jU ri 0.00 _1.36 0.00 .36 - 0.55 34.65 0.00 0.39 fll 0.00 _1.36 0.00 1.36 0.60 37.80 0.00 0.26 11 0.00 _1.36 0.00 .36 - 0.65 40.94 0.00 0.00 0.00 1.36 0.00 .36 - 0.70 44.09 11 0.00 0.00 0.00 0.00 0.00 0.00 0.75 47.24 0.00 0.00 0.00 0.00 0.00 0.00 0.80 50.39 0.00 0.00 0.00 0.00 0.00 0.00 0.85 53.54 0.00 0.00 2.20 0.00 2.20 0.00 0.90 56.69 0.00-11 0.00 11 2.20 1 0.00 1 2.20 i 0.00 0.95 59.84 1 0.00 11 0.00 2.20 1 0.00 2.20 1 0.00 1.00 1 62.99 11 0.22 11 0.00 11 2.20 0.00 2.20 0.00 SPAN 4 A6Q&Q$ 34SO.qO 'Añilysisi .',-" Top -f.-- Bot , inirnUm 'Top. .Miñiflum doff "Sélé'de Top SëIéáëd' BoL ft 1n2 1n2 1n2 1n2 in2 in2 0.00 0.00 0.22 0.00 2.20 0.00 2.20 0.00 0.05 3.20 1 0.00 if 0.00 2.20 0.00 - 2.20 0.00 0.10 6.40 0.00 0.00 2.20 0.00 2.20 0.00 0.15 9.60 0.00 0.00 2.20 0.00 2.20 0.00 0.20 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.25 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 19.20 0.00 0.04 0.00 0.00 0.00 0.04 0.35 22.401 0.00 1 0.39 0.00 1.36 - 0.00 1.36 0.40 25.601 0.00 0.65 0.00 _1.36 0.00 1.36 0.45 28.80 0.00 0.90 0.00 _1.36 0.00 1.36 0.50 32.001.000- 080-. 0.00 _1.36 0.00 1.36 0.55 35.20 0.00 0.90 0.00 1.36 0.00 1.36 0.60 38.39 0.00 0.77 0.00 _1.36 0.00 1.36 0.65 41.60 0.00 0.54 0.00 1.36 0.00 1.36 0.70 44.82 0.00 0.14 0.00 0.00 0.00 0.14 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 0.00 0.00 0.00 0.00 0.85 54.40 0.00 0.00 2.20 0.00 1 2.20 0.00 0.90 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.00 1.00 64.01 0.68 0.00 2.20 0.00 2.20 0.00 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included in Analysis block. 0 email: SupportcAdaptsoft.com website: htlp:llwww.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 2 S X!L. AaIy' AII rMiflhIUtW irop Miñiñiüiii SéIéctéd ,. Bot To Bot ft in2 in2 in2, .:1n2 .'1n2 1n2. 0.00 0.00 0.00 0.00: 220 000..2.20 0.00 005 315 000 000 220 000 220 000 010 630 000 000 2.20 , 000 220 000 5 9.45 0.00 0.00 .2.20' 0.00 2.20 . '0.00 0 12.60. 0.00 000 0.00: 0.00 000 .O:00 5 F 15,75 0.00 0:00 0.00..,0.00..I:. 1890 000 026 0.00' ,0:00 0 000 000 000 026 5 2205 0.00 0.65, 000 1 36 0.00 1 36 040 2520 000 090 000 136 000 136 045 28.35 n DL.... ,fl Qfl, 000 1.36 '0.00. 1..36:", 050 3150 090" 000 1.36, 000 136 055 3465 1 000 090 (000 T.36' 000 1.36 0.60' 37.80 0.00 '0.65 . ' '0.00' . 1'.36 . .0.00 J, 1.36'.' 065 4094 000 039 000 136 000 136 070 4409 000 000 000 000 000 000 0.75,4724 000 000 000 000 000 0,00. 080 5039 0.00,000 0,00,000 0 1. 00 000 085 5354 000 000 220 000 220 000 090 5669 000 000 E 220 000 220 000 095 5984 000 000 220 000 220. 000 100 6299 000 000 220 000 220 000 X!L A'êI*Ii ii op_V1 ih" Miñfl%i1fti - SëIëtd ]B&L ft in2, I in2 in2 in2 in2 162 000 000 f 000 1 i 000 220 000 220 000 0.05 . 3:10. ' .0.00' ' 0:00 2.20 . 000' ' 2.20 ' . 000 0.10 . 6.20 ' 0.00 '''0.0O .: 2.20 , 000 " 2.20. .' .0.00 015 930 000 000 J1 220 000 220 000 0.20 12.40 , 0.00 .0.00. . .0.00 . .0:00 OM . 0.00 025 1550 000 000 000 000 000 000 030 1860 000 000 000 000 000 000 0.35 21 70 000 1 0 00 000 1.36,000 1.36, O0.402480T 0.00 0.04 0.00 ' ' 1:36,; .:o.00. ., 1.36 045 2790 000 026 000 1.36 000 1.36- '0.50 31.00, . .,fl.flQ,,,.... O•' 0.00 , "1.36 ' 000 . 136 0.55. 34.09 V.VV . 0.00 ''1.36 ' -, 0.00 ' 1.36 - 060 3720 000 D.14 000 1.36 0 00 1 36 065 40.29,000 000 000 136 000,- 136 070 4341 000 000 000 0.00,"::,-,000 000 .0:75 ' '46.49' 0.00. 0.00' 0.00 ' 0.00 0.00, ' 000 080 4961 000 000 000 000 000 i 000 085 5269 000 000 220 000 220 0,00 , 090 5581 000 000 220 000,220 000 0.95'' '.58.89 - 0.00 ., 0.00 :2.20 0.00; ' 2.20 '0.00 1.00 .62.O1 ' :''Q.oQ. ''0.00 .' 210' ' :0.00." -210 0.00 Hope-Amundson Calculations By: M. NJekuda DO - 54 Project Name: 21600300 Lego Land PS Specific Title: B403_t.2_(GL4 & 13) File Name: B403-L2-GL 4 & 13_70 Date of Generation: Friday, June Il, 2016 SPAN .3 X Aalysis analysIs .:Bot - Minimum 'T, "Lax-, Minimum -"L OtL elected Sëleded. ft 1n2 1n2 1n2 in2 in2 1n2 0.00 0.00 0.00 0.00 2.20 0.00 2.20 _0.00 0.05 3.15 0.00 0.00 2.20 0.00 2.20 0.00 0.10 6.30 0.00 0.00 2.20 0.00 2.20 _0.00 0.15 9.45 0.00 0.00 - 2.20 0.00 2.20 0.00 _0.20 12.60 0.00 0.00 0.00 0.00 0.00 0.00 0.25 15.75 0.00 0.00 0.00 0.00 0.00 0.00 0.30 18.90 0.00 0.00 0.00 0.00 0.00, 0.00 0.35 22.05 0.00 0.14 0.00 1.36 0.00 1.36 0.40 25.20 0.00 0.26 0.00 1.36 0.00 1.36 0.45 28.35 0.00 1.36 0.00 1.36 0.50 31.50 0.00 1.36 0.00 1.36 0.55 34.65 0.00 0,39 0.00 1.36 0.00 1.36 0.60 37.80 0.00 0.14 0.00 1.36 0.00 1.36 0.65 40,94 1 0.00 1 0.00 11 0.00 1.36 0.00 1.36 0.70 44.0911 0.00 11 0.00 11 0.00 0.00 0.00 0.00 0.75 47.24 0.00 11 0.00 111 0.00 0.00 0.00 0.00 0.80 50.39 0.00 it 0.00 0.00 0.00 0.00 0.00 0.85 53.54 0.00 1 0.00 11 2.20 1 0.00 2.20 0.00 0.90 56.69 11 0.00 1 0.00 11 2.20-1 -0.00 1 2.20 1 0.00 0.95 59.84 11 0.00 1 0.00 2.20 1 0.00 2.20 0.00 - 1.00 62.99 0.50 t 0.00 2.201 0.00 2.20 1 0.00 SPAN 4 S,XLI,A5_t.c,w7 2. t in XJL ' L. . X _.. Aisal9'sis Top A'nal(sis' qMinirnum Mlfl!ri1mr TOP. JSelècted Sé!èctd F in2 1n2 1n2 in2 in2 in2 0.00 0.00 1 0.50 1 0.00 2.20 0.00 2.20 0.00 0.05 3.20 1 0.00 L 0.00 2.20 0.00 2.20 0.00 0.10 6.40 1 0.00 11 0.00 2.20 0.00 2.20 0.00 0.15 9.60 1 0.00 1 0.00 111 2.20 0.00 2.20 0.00 0.20 12.8011 0.00 0.00 Ill 0.00 0.00 0.00 0.00 0.25 16.0011 0.00 0.00 lit 0.00 0.00 0.00 0.00 0.30 19.20 0.00 0.04 0.00 _0.00_ 0.00 _0.04 0.35 22.40 0.00 _0.39 0.00 _1.36 0.00 36 - 0.40 25.60 0.00 0.77 0.00 _1.36 0.00 .36 - 0.45 28.801 0.00 0.90 0.00 _1.36 0.00 1.36 0.50 32.00 A0_ l..06. 0.00 _1.36 0.00 .36 - 0.55 35.20 1 .06 0.00 1.36 0.00 .36 - 0.60 38.39 0.00 1.03 0.00 1.36 0.00 .36 - 0.65 41.60 0.00 0.77 0.00 1.36 0.00 .36 - 0.70 44.82 0.00 0.39 0.00 0.00 0,00 0.39 0.75 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.80 51.21 0.00 0.00 0.00 0.00 0.00 0.00 0.85 54.40 0.00 0.00 2.20 1 0.00 2.20 0.00 0.90. 57.61 0.00 0.00 2.20 0.00 2.20 0.00 0.95 60.79 0.00 0.00 2.20 0.00 2.20 0.00 1.00 1 64.01 0.00 0.00 - 2.20 0.00 2.20 0.00 Note: Reinforcement requirements for Initial condition are included in Service block. Reinforcement requirements for UBC combination, if selected, are included in Analysis block. C) email: SupportAdaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 364-2401 2 0 X] ________Gild C2 UneA-SPECYE C13 . C27 SUM 0.00 C59 0.00 0.00 0.00 0.00 nCOLtD:' C2 C13 C59 5100 C27 104.19 105.11 53:12 - 313.62 C2 . C13 C27 C59 155.09 20831 208.48 151,18 -- 721.04 Chord * Collector Ft (Stan,,) Scaled to Fps % Total 0F1(StOry Scaled to Fpx - . -.. Cp 0.00 0.0 0.000 0.00 0.0 , - 313.62 587.90 0.612 . 940.86 1469.76 - , '. I • 407,42 , 762.74 0.607 1222.26 1909.34 - . (fl - - - ShearFprcoslnFramas. A . ,.. '. . .. . . * ... * . . . . - . . ... . GddLlneE - SPECYE COL Jul C36 C88 CGZ C63 SuM' Level 04 24.51 58.77 6168 30.88 175.90• - C36 C88 C62 C63 - Level 03 64.82 117.83 119.13 72.67 -- 374.45 C38 CI94 C185 daB Level 02 149.80" 1 192.58 '- 177.00 118.83 1 638.01 Ft (Stan,,) Scaled to Fpx % Total 0Fl (Slo4y Scaled telpx 175.90 329.7 - , 1,000. 521.10 - 824.3 C . . 158.55 372.20 0.388 ' 595.65 930.49 1 263.56 49406 0.393 790.58 1235.15 . - N0RTh)0laphragmForce Summary . . . .. . . . - Y.D)recllon S0,- 0.784 FO.4Slwp 0.314 , • l° I 17,,_=0.2S'lwp = 0,157 V.,. . . 4 . Chord . - . Collector Scaled ' fl,Fs(Slary) . Scaled :- . .. 0.0 -. •.. - . 0.00 ' . 0.0 '- , .• I 587.9 . 940.86 1489.8 • ' , - I 763.7 1222.26 1909.3 . . . Scaled to Fpx . t3Fi (Story) Scaled to Fpx -. .. . . . (fl - *00 I 329.1 '- - 527.70 824.3 372.2 . . . 595.65 ' - . • . . ,. . . ., 494.1 , ,i._ 790.68 ,. :' . ., • ..1235.2 CD . . . C-- - .., CL 0) * - . . - . . ... ---. . .. - . . .•- , - -. - ,. . . -- - - ', - I - . .- - . ' Collector Declgn Fo,cei (ASCE 7-10 Sec. 12.10.2.1) -. . . _______ . -, 3 J flFx (Story) - 527.10 I ism 51 . . .•, • - •, , . . '. 4 V - 4, . - • . S -- .- - .4•* (.31 - - •. : -. .. . .. .4 ,.. - - ___ Fker Frame A ____ F (Story) Level 04 000 - 0.00 Level 03 313.62 1313.62 S67.9 02 -' 721.04 401.42 Floor . ________ Frame E Ft (Stacy) Level 04 175.90 175.90 Level 03 374.45 198.55 Level 02 - 638.01 -.- 263.56 - Floor Fe (SPECYE) Fe (Story) wpx (weight) - .wi !:F - Fpx_ .wi)wpx Fpx(max) - Fpo(mbl) Fps USE. ,rFp*IFe Leval04 175.90 175.90 2102.91 2102.908736 0.084 . 175.9 659.5 W329.7( 329.1 .187 Level 03 688.07 '512.11 6123,06 111225971652 0.084 512.2 - 1920.2 9601i44I0)) 880.1 187 Level 02 - 1359.05 670.98 8021.66 16247.63 0.084 .6710 --- . - 2515.6 - llI.1257,8h 1257.8 1,87 0Fpxs(Fi/.wi)Wpa 1.25Fpx(max) - - QFp(mi) - _________ Fpx USE yFpxIFi - 527.7 834.3 1,56 1536.5 4*44 * .824.3*_-.' ..989.2 * 2400.2 . 2880.3 2400.2 1.56 2012.9 - 3I44.5 3773.4 . 3144.5 1,56 oa rT — — .'— THIRD LEVEL SECOND LEVEL ge—D LEVEL I I' GROUND LEVELL_ /1 EXPANDED VIEW U cn 0 _____ THIRD LEVEL RAMP C) - Iz CL T1- - . e) S 2. i-tBc d9 w. tc Ift SURFACE PARKING LOOKING EAST EXPANDED VIEW lp IlltDZ q,qpS4 A31 ij pci. 49. - (new I. c,i0ip.f - * - - - i3fl3 - - THIRD LEVEL RAMP qV tow L413 rTL co EACH) q e - GROUND LEVEL T______\ SURFACE PARKING LOOKING EAST lea 1.410 2-93 I - i.- t Hope-Amundson, ,-. -'-. CaIcuIatKns By: M1ekuda ,- - DO -58 1 11 kv. , ~-10 •- - I IOI . I U ______ Ob2'KIT. it II U -.--.- 1 4dO 1. II U - I• U ft II II U <a -I U.1 .,.Iq —-::: --- — - -H _- - --- — --: --z--- - El 11 If I If : fit it If fit If 1:1 '- j- _ IL j lvi it if if if If it it 4i I all 3:Ir- -if II II iILc.czIr.-\ If it LL JL JL L L J - L-JL U IJ I if if Il II if if _ it - - II •i\ :1 ii II. II I . IJ\ - -f;I _I,I -If I It H 11 -• -: - II I I II II II II Il ._,-I'I • - I I: II I - - - II 11 II II II 1 II II II II I II It 1.1 If If JI I,• - - i i ---+-----+ I: -- I •• - -, --- '••- ' - - Hope-Amundson Calculations By: M. Nekuda DD - 59 • Level 04 Collector Diagrams 4' &.a F Circe - GLA= 0,00 . GL E = 175.90 Collector Scale Factor 1.56 Chord Forces --.•- GLA 0.00 GL E:' 329.74 : Collector Force '-. ' .• •• . . GL A= 0.00 GL E= •... 82434 . .' Areas (SF) Lengths (ft) Area I = 16241.00 Length 1 = 259 . ., .• : Area 2= .1586.11 Length 2= 76 . .54 MFE= 54: . . ' Forces (k) Force CH Force COLForce , Force 1 160.25 300.40 .751.00 Force.2 = . 15.65 . 29.34 73.34 '• . Forces/ft (k/ft) Force .. CH Force COL Force Force I = 0.62 1.16 2.90 e 2 = 0.21 0.39 097 , . A = . 0.00 .0.00 0.00 .. 3.26 6.11 . 15.27 - Spacing Distance •: ME Force Chord Collector Force, Pré-Cornpr Force Area (ft) (ft)' ' ' . (k) Force (k) (k) Force (k) Rem Steel " #5 #7 #8 1 0 . 0 0.00 '0.00 ' ' 0.00 • 0.00 0.00 0.00 0' 0 0- 2 12 12 7.42 13.92 ' 34.80 34.80 0:00 0.00 0. '' 0 0 3 18 30 . 18.56 34.80 .86.99 86.99 0.00 0.00 " 0 ,0 0 4 .. 1,8 - 48 , '29.70 ' 55:67 '139.18 . . , 139.18 0.00 . 0.00 •'. 0 0 ' 0 5 18 . , 66 . -17.80 -33.36 -83.41 -83.41 '' 0.O0 0.00 ' 0 a o . ' 6 18 . '84 -65.29 -122.40 -305.99 -305.99 ' 0.00 ' 0.00 ' 0 . 00 7 18 : 102 ,. -112.79 -211.43 -528.58 '-411.41 -117.17 2.17 -7-4 3 8 . 18 120. -101.65. -19056 .-476.39 -411.41 -64.98 1.20 • '4'" 3. 2 9 ,. 18 138 -90.52. -169.68 -424.20 ,: -411.41 -12.79 0.24 1'1 1 10 ' ' 18 .. 156 -79.38. -148.80. 11 -372.00 . -372.00 0.00 -. 0.00 ' '0 .0 0 11 ., 18 "'- ' 174 -68.24 -127.92 , -319.81 -319.81 0.00W. 0.00 0 0 0 , 11.5' 9 183 -62.67' -117.49 • -293.71 7-293.71 0.00 0.00 0 10 0 12 • 9 192 •. -55.25 . -103.57 • -258.93 -258.93 0.00 0.00 • .. 0 :0 0 13 • . 18 . ' P210 • . 40.41,, -7575 '-189.37 -189.37 . 000 0.00 " 0,,,,o 0 • 14 :18 • 228 ' -25.56 -47.92 -11980 -119.80 0.00 .0.00 • '.0 0 0 15 ' 18' 246 -10.72. -20.10 , -50.24 -50.24 0.00 0.00 '. 0' 0 0 16 . 13. 259 0.00 0.00 • 0.00 0.00 • '0.00 0.00 ' '00 .0 0 • 2. * Hope-Amundson Calculations By: M. Nekuda 0 0 DO -61 41 it I I dic*q A T 2 -to 10, Iqp*, ' fA - Ii .. .. L I i1Fi1i11 II - — ... r., d r!It U it 11 0 it 11 VA ij it Af 1111 it ti it 11 I r H it 7 it 1 26 111i b yvcowsl it rr I 1 .1. 'lit it 11 —I It a- 11 IJ lit 1:1 11 -i - 1 It :;. :•r ... YY lit ____ . ' ' 1.1 lit 1:1 lit _ 4D I 1.1 I 9 : 1!l I! ab nVin 4001i owl 41 ___ ___ .i H I II . l4 II 'I I . : Ih€........ 1 4 - -_:-$:-- -_ -.•-- -=- J. — ____ I it Ii .4_ .—#_ II-.-. ($vsybicn4 lit I 1 . II -'.4.'_ .. j. . II - -. Hope-Amundson f-a= 5190741 SF - '. Force GLA -• 313.62k GLE 198.55 k Chord Forces GLAk.. 587.90k 372.20 k . ClIector Force GLA= 1469.75 k 930.49k 3:Area GLA = 31784.76 SF ;AreàGLE 20122.645 SF Grid Line A Areas (SF) Lengths (ft) Aia1=. 31784.76 Length 1= 259 MFA= 54 Forces (k) Force CH Force COL Force 313.62 587.90 1469.75 Forces/ft (k/ft) Force CH Force COL Force 1.21 2.27 5.67 5.81 10.89 27.22 Spacing Distance ME Force Chord (ft) (ft) (k) Force (k) 0 0 0.00 0.00 12 12 14.53 27.24 18 30 36,33 68.10 18 48 58.12 108.95 18 66 79.92 149.81 18 84 101.71 190.67 18 102 18.97 35.56 18 120 -63.77 -119.55 18 138 -146.52 -274.66 18 156 -124.72 -233.80 18 174 -102.93 -192.94 18 192 -81.13 -152,08 18 210 -59.33 -111.22 18 228 -37.54 -70.37 18 246 -15.74 -29.51 13 259 0.00 0.00 :'' : •• V 156 - V 'V V.*4V* V VVVV V V '• - - , Collector Force Pre-Compr Force sArea (k) V V Fqre (k) 'Rem-. -sel; V #5 47#8 000 V 00 000 000 0 0 q0 68.10 , ,' 68i0 0:00 V 0.0O,' O. Q 0' 17024 17024 000 000 0 0 272.39 ,r,272:39! 000 0 00 0 0 0 374;53,,17*-,-.,3753 000 000 0 - *,6!,- 47668 43557 4111 076 3 2 1 8890 88r90 000 000 0 'b 0 -298,18T, .-298."87 0 00 , 0 00 0 0 0 -68664.. 543557 -25107 465 15 8 6 -5840 -43557 -14893 276 9 5 4 -482 35 43557 -46 78 0 87 3 2 2 -380:21 0.00 ,0.00 V -O 0 -- -27806 -278 06 000 000 0 0 0 17592 -175 92 d'oo 0 00 0 0 0 -73.77: I' 0 00 . 0 1 00 ' 0 0 0 000 000i Z000i000 00 0 - Collector Scale Factor ;• 5 .4 . . -S . . - -i. S S S., Hope-Amundson Calculations By: M. Nekuda .• . DD-63 . .5 .5 ., .5 . ..• is _:. ,- S.. —. Collector Diagram Level O3GL'A 44 600,00--------------. ... - 4 5 t • I—; S - . .5- 476.68 . . . * I 400.00 5- '4 37453 . • . . . . - S - . . . - 4 ft' 272.39 1 * .j200.00 - _S"__;S. ,,• ........ .QT'1907 - . 170.24 4 149.81 1 . 4 . . . .5 . .. 108.95 1 7 - 68. 68.10 92 '- 88.90 .33' :.---0.00, ..GG_-000 .' 000 1 2 3 4 5 . 6 7 8 9 10 U.12 13 6 I '1 3.77 1 13 70.3 :-73.77' 55 55 472 293 11122 4 4 -148.93 -152.08. -• . *.Areas (SF) Lengths (ft) Al (L4-L3 Sub)= -1586.11 Li = 76 (L03SUb..F)= 16496.74 L2 = 259 A3(L03Sub-P)= 14910.63 L3= 111 A4.'(L3-L21'sub)= -11028.98 L4 = 58 , A5 (03M6in)= 16241.00 L5 = 259 MFE= 54 Forces (k) Force CH Force COL Force .. (L4-L3 Sub) -15.65 -29.34 -73.34 .J(L63SbF) 162.77 305.13 762:82 ..F3(LO3Süb-P)= 147.12 275.79 689.48 F4(L3L2.Sub)= -108.82 -204.00 -509.99 F5(03Main)= 160.25 300.40 751.00 Level 03 Collector Diagrams ;: .......... .. •• Chord Scale Factor Collector Scale Factor 0 00 -5 Hope-Amundson 000 I, (. Force 51907.41 SF GL A'= 313.62 k 198.55 k Chord. Forces 587.90 k L GLE= 372.20 k çolléctor Force GL A-, 1469.75 k 930.49 k AreaGLA= 31784.76 SF ;Area GL. E.= 20122.645 SF Grid Line A - -S •• • . 0• -S . :- 5 ., ••--- -- • :- --.: ••. - S • --- . - I - 0 s. . . +4;s - .5 •• •,.#• •S 0 •• •.• ••S• .5•• 0 • . 5•...,• •• 41. . -. - .. 0 •,•5 .• 0,, 0 • .• p 5 4 .•..•. , 4. 0 • •;... S. . ;.•S.• . --:•. c.-- F4orces/ft (k/ft) I.-Force..'..,H Forct1OL Force Fl (L4-L3,Sub)= 02-O.39 •-0.7' F2 (L03 Sub-F)= 0 63 118 2 95 t F3 (L03 Sub-P)= 1 33 48 6 21 F4 (L3 L2 Sub)= F5 (0 Main)= 0 62 - -116 2 90 GL E= 368#6891723 .5 -. 0+0 •• 0 ' •-:,- - •..-•, 5- 41 0 • 0 ' • ••• 44 'S •••55•'S ' .,,•AS. •• • •,•: . '5 • .4 5.5 0; • . • 4 . • . 1-,;.... 0, •• ••• - 5, .5 .5, '• - : - .. s. S 5 S •••.,*' 0 • S Sit -'5 4 S.OS 0 .••• 0 . •. :- ' -4. • • .5. 0• 0 - -• •..••• . .0 SI -•: .',+ ..... .555 s.S.>s .............. •- 05 . - - -.- Hope-Amundson Calculations By: M. Nekuda . DD-65 Sub-Diaphragm , GL Spacing Distance MF Force Chord Collector Force Pre-Compr Force Area (ft) (It) (k) Force (k) (k) Force (k) Rem Steel #5 #7 #8 I 0. 0 0.0 0.00 0.00 0.00 0.00 0.00 0 0 1 0 2 . 12 12 -8,36 -15.68 -3920 39.26 0.00 0.00 0 0 0 3 18 '30. -20.91 -39.20' 97.99 0.00 0.00 0 0 0 4. 18 48 3345 : -62.71 -156.78 156,78 0.00 0.00 0 0 0 5 18 66 46;00 -86.23 . -215.57 215.57 0.00 0.00 0 0 0 18 ' 84 -58.55 -10975 -27437.. 274.37 .0.00 0.00 0 ' 0 0 7 18 102 -71.09 -133.26 -333.16 333.16 0.00 0.00 0 0 0 :7:5 9 111 -77.36 -145.02 -362.56 362.56 0.00 0.00 0 0 .0 8 9 120 -71.71 ,134.42 -336.05 336.05 .0:00 0.00 0.0 0 9 18 138 -60.39 -113.21 -283.03 283.03 0.00 0.00 0 . 0 0 lOS 18 156 -49.08 -92.01 -230.02 '230.02 0.00 . 0.00 0 0' 0 11 18 .. 174 -37.77 -70.80 -177.00 . 177.00 0.00 0.00 0 0 0 11.5 9 183 732.11 -60.20 -150.50 , 150.50 0.00. . 0.00 0 0 0 12 9 192 -28.31 -53.07 -132.67 132.67 0.00 0.00 . 0 0 0 .13 18 210 -20.70 -38.81 '-97.03 . 97.03 0.00 0.00 0 0 0 14 18 228 -13.10 -24.55 -61.39 61.39 0.00 . 0.00 0 0 0 . 15 18 246 -5.49 . -10.30 -25.74 25.74 0.00 0.00 0 0 £ 16 . . 13 . 259 0.00 .0.00 0.00 0.00 0.00 0.00 0 .0 0 __C.pr.D grwyO3$u b iabra.gn.t ....................ii: H L0.00 . .. .00 - 1_. 6 7 75 8 9 10 1 25 00, 00 62 71 - ' 07 61 39 10000 - -- - ______ 623 0975 11321 2O1..... - -9703 _______ _______ -134.42 . . '-132.67 450.00 " . -156:78 --. 2-_. ." -50.50 -177.00 -200.00 ... - ........-........-- . . _. .. ..._ ............... -215.57 ' . --e-Forces 250.00 ---.---- .- . .--,---...-- .... .... ................... ...... ....................... ............. - -274.37 -283.03 ' ' . 'Chord Forces .300.00 . . . ... . -. --Collector Forces -350.00 ----------..----------.---- '--333.16 -336.05 362.56 . , Remainthg Force -400.00 T'" .-.--.-- ............................--.--.-- .. . .Post.PreCornpr........... - - - -_. Hope-Amundson Calculations By: M. NJekuda DD '66 -- . Main Diaphragm GL Spacing Distance MF Force Chord Collector Force Pre-Compr Force Area 4 (ft) (ft) (k) Force (k) (k)-• --• Force (k) Rern Steel . 1 0 0 0.00 0.00 0.00 - 0.00 ' O.00. '0, 00. 0 .0; 0 2 12 12 23.33 43.73 109.33 ' 109.33 0.00.: 0.ö0- , 0 ' 0' 0 3 18 30 58.32 109.33 273.33 ,' 27&33 0.00. 0.00 0. 0 0 4 18 48 93.32 174.93 437.33 -'420.61 16.72 0.31, 1 1 1 5 18 66 62.13 116.47 291.17 :- 29117 0.00 0.00' 0 0 :0 6 18 84 30.94 58;00 145.01 145.01 ,o:oo'.o.00 0. 0, 0 7 18 102 -0.25 -0.46 -1.15 1.15 0.00. '0.00 0,- 0' •0 7.5 9 111 17.25 32.34 80.85 80.85 0.00' 0.00 01.0 0 8 9 120 22.82 42.78 106.94 106.94 0.00 0.00 00 0 9 18 138 33.98 63.65 159.14 159.14 0.00,'0.00 0 0.0 10 18 156 45.09 84.53 211.33 211.33. o.0O .o:00. 0'0 ,0 '11 18 174 56.23 105.41 26352- ' 263.52- .0.00--0.00- --A 12 18 192 6737 12629 31572 31572 000 000 0 0 0 12.5 9 201 72.94 136.72 34181 : "34161 ,- 0MG , . 0.00. 0 0 0 13 9 210 61.62 115.51 288.77 288.77 0.00 40.00 0 0'0 14' 18 228 38.98 73.08 18269 182.69 . 0.00 0.00 '0 .0 0 '. 15' 18 246 16.35 30.65 76.61 76;61 0.00 70.00 ' 0 Q,,0 L- 16 13 259 0.00 0.00 0.00 ,000 0.00 0.00 0 o.:o so'a.00 Collector .Leye.03.... ..........Forces 'l'. 450.00, A 43733 -- .. .. Char Force -" 00 - -' __._ColIectorForces. 350.60. 341 15.72- . ' ".RemaningForce 30000 * 291 17 * '' 288 77Pi PiiCompr 250.00 ---'-____________ . . 263.52 - .•' - -' . - 20000 -- ------______ --- -. ,_211,33______________ • . 174.93 150.00 - 145:01 •159.14. .... 6.72 100.00 109 _109. - 332 116.4.- ..........................................106.94 -._.. ' - 5.41_____:1151__'_:. 0.85 ..53- . • • 730 -76.61 so.00-------- -- ... .32............2, 5 J5 -.6 - -.3.33 000 - 0''O0O'0 000 5000 12 3 456 7 75 8 9 10 1112 125 13 15 i64 r ' S .- -j ½ Hope-Amundsv Op Calculations By: M. NJekuda DD - 67 4.00 pit em - -, .L e •••_ _____ •••• __•- _•••• %•_ _••• ••••••••_ ••• I I; H t ItlL' ___ ii it I 1-I —' - - . . Q3 ---0--H--p.---. j:••:•:• 111_---f----- 'l.J•_I -- I Uin Vry it . lccI. ' - 1it I Ld :1 .—I-... ..... .......... ...— -.... ..... I I I ____ ______ r -+ I I_I -4--1 'rwpr- t!.t 10 if l '1 i)' wijc a4 t,c?.ac UNAS it WS W6 I. 2.15 t '095 11,34 9b,.1 4111 If INK _Aa Sao 17 !L 1LtkiL ' ---flI•..b.-- - - L I ._IJhiffi Lvl i_ c'_'-L4IjI I!VcOI -!, F amr!I 6Lk1_c.t (I - - I II I -- ,-- Q.t3 312 I I I I GLA= 76374k 494.06 k Collector Force GLA= 190934k G E= 123515k Area GLA= 41291 202 SF ;IAaQLE= 26711.279 SF Grid Line A Areas (SF) Lengths (if) rea 1 = 41291 20 Length 1 259 MFA= 54 Forces (k) Force CH Force COL Force 407.42 763.74 1909.34 Forces/ft (k/if) Force CH Force COL Force 1.57 2.95 7.37 7.54 14.14 35.36 Spacing Distance MF Force Chord (if) (ft) (k) Force (k) 0 0 0.00 0.00 12 12 18.88 35.39 18 30 47.19 88.46 18 48 75.51 141.54 18 66 103.82 194.62 18 84 132.14 247.70 18 102 24.64 46.20 18 120 -82.85 -155.30 18 138 -190.34 -35680.. 18 156 -162.02 -303.72 18 174 -133.71 -250.65 18 192 -105.39 -197.57 18 210 -77.08 -144.49 18 228 -48.76 -91.41 18 246 -20.45 -38.33 13 259 0.00 0.00 Forcei = - 4P"ce 1 = GL 1' .3 4 4 I ' 11 12 i' 14 15 ; 16 ..... - . Collector Force Pre-Compr Force: Area (k) --: . Force (k) Rem Steel . --#5,-',t#7, 48 0.00 '•. - .0.00 'o.00 'o.00. .. 0 88.46 88.46 " 0.00 .:0.00" .. 0 0 0. 221.16 221.16 0.00 . 0.00 .0 0 0 353.85 353.85 .., 0.00 0.00 10 0,; :0 486.55 126.54 •2.34 8 4 . 3 , 619.25 360.01 259.24 '"4:80 . .16 '9'; 7 115.49 115.49 0-00--,',-,6b 0 0' '0... -388.26 -360.01 -'28.25 0.52' •.- 2 - '.1.. 1 -892.01 . -360;01.. 532:oO 9.85' 32 '17 13 - -759.3'f -360.01' -399.30 7.39 24 13 .10 -626.62., . . 0.0i .266.61Y'!4.94 49392. -360.01. .'-133.91 '2.48k 8 .4 5 4 -361.23' . -360.01 :'-1,22;.. 0.02 1 1 tl' -228.53 -228.53 0.00 0.00- . 0. •0 '-0 -95.84 -95.84 '.0.00-0.0P" 0:.. 0 :0, 0.00 . .' 0.00 QOO. .0.00 4 , .0 0 ' 0 f Hope-AmunIson CaIcuIatidns By: M. Nekuda : DD-69 - . Ojo.^00 ------ CoHectorDgrarn Level O2GLA .. .___ '•- . .. . 60000 J ,\61g2s - 486.55 400.00 400.00 . _.... 35385 - I . . . . . .. . -. 200.00 --_____ 2.1t, --- ............................................................ --.-----------*-------* N 415 .4 . 115.49 - - 88 8.4 . . .19 . - . -- ••._l. 00 0.00 -. .1 2 3 \ 4 5 6 7 28.259 10 • 11 12 13 .8285 - 39 - .0 -91.4 -95.84 . . - 1 0 - 2.02 . -133 -14449 • -200.00 ......................................._...- . - ..- .34 197:57* .. -......... - '- •• -228.53 -3 . 2 - -356.80 -361.23 ; -400.00 .. -38 6...........399.30 - -. - . . -. ''I., . . 1• — . . • . 493.92 •. • - .. -532.00 -600.00-- - . - -626.62 15931 - Forces -800.00 ----------....................................................-.- ------------- ....- ....- ............--------•-- .---...-..----------.------------------------ -O—Chord F&rces - -892.01 - - . . . . . 4— Collector Forces -1000.00 ."---,.---* .. -.---*-----.----.--- ..•...-"---r------------------ - / - 0 - 1 1- - • . - 54 ,. S S . . - . - . .5 . -. -. .. ' Hope Amundson Calculations By M Nekuda DD 70 ¶ S LI Level 02 Collector Diagrams a = 68002 48 SF Chord Scale Factor = 0 00 fl Force , W .GLA= 407.42 k - GL E = 263.56 k Collector Scale Factor 0.06 .. -Chord Forces GL A'= 76374k * GL E = 494.06 k Collector Force 4 GLA= 190934k GLE= 1235.15 k 41 AreaGLA= 412911.202 SF AraGLE= 26711.279 SF - Grid Line E Areas (SF) Lengths (ft) 4 Al (L3-1,2Siib)= 1102898 Li = 58 A2 (L02 Sub-F)= 6990.30 L2 = 259 A3(L02Sub-P)= 1801928 L3= ill 'A4 (03 Matn)= 869200 L4 = 138 MFE= 54 Forces (k) Forces/ft (k/ft), Force CH Force COL Force Force H ForcOL Force Fl (1-4-1-3 Sub) 108.82 204.00 50999 Fl (L4 L3 Sub)= 88 3 52 8 79 ( 't03 Sub F)= 68 97 129 29 32324 F2 (L03 Sub F)= 0 27 0 50 1 25 L03ub-P)= -177.80 -333.29 -833.23 F3 (L03 Sub-P)= -160 .','m4.60 - -4.51 F4 (03 Main)= 85.76 160.77 401.93 F5 (03:Main)= 062 117 (2 91 GLE= 488 915 2287 :• : .- I4 • ,( ',: 4 5 - - - 4 4 . . - - -. .. . . 4.. ......., .-- : . 41 4 .5 .- .. . •*_ -- * / 4 S.. . . :;-.... . 5- 5 .. ...... - .- • Hope-Amundson Calculations By: M. Nekuda DD - 71 Sub-Diaphragm GL Spacing Distance MF Force Chord Collector Force Pre-Compr Force Area (ft) (ft) (k) Force (k) (k) Force (k) Rem Steel #5 #7 #8 1 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0 ,10 0 2 12 12 -16.03 -30.04 -75.10 75.10 0.00 0.00 0 0 0 3 " 18 30 '-40.06.. -75.10 -187.76 187.76 0.00 0.00 0 0 0 18 48 '. -64.10 -120.16 -300.41 300.41 0.00 0.00 0 0 0 5 18 66 -88.14 -165.22 413.06 307.13 -105.93 1.96 7 4 3 18 84 -112.18 -210.29 -525.72 307.13 -218.59 4.05 14 7 6 7 18 102 -136.22 -255.35 -638.37 307'13 -331.24 6.13 20 11 8 7.5 9 111 -148.24 -277.88 -694.70 307.13 -387.57 7.18 24 12 10 8 9 120 -145.84 -273.39 ..683.46 307.13 -376.33 6.97 23 12 9 9 18 138 -141.05 -264.40 -661.00 307.13 -353.87 655 22 .11 9 10 . 18 156 -136.25 -255.41 -638.54 307.13 -331.41 6.14 20 11 8 11 ' 18 174 -131.46 -246.43 .. -616.07 • 307.13 -308.94 5.72 19 10 8 12 18 192 -126.67 ' -237.44 -593.61 307.13 -286.48 5.31 . 18 9 7 12.5 ' 9 ' , 201 -124.27 -232.95 -582.37 307.13 -275.24 5.10 17 9 7 13 .. 9 210 -104.99 -196.80 . -492.01 307.13 -184.88 3.42 12 . 6 5 14 18 .228 -66.42 -124.51 311.27 •, . 307.13 -4.14 0.08 1 1 1 15 ' 18 246. -27.85 -52.21 13053 130.53 0.00 0,00 0 0 0 16 13 • • 259 0.00 0.00 0.00 0.00 000 0.00 0 0 0 Collector Diagram Level 02 Sub-Diaphragm - . .. •...:. 000 - 0- -0 00 - -- - - O- 000 5:2- :______ 8 - 10 ii 12 12 2:I;;: _7136.53 300.00 . ---- --30041----- -33L24 .141 8.5 47 ,.8:27524 .'31127' --'492-Forces- r3k237...-*-Chord Forces -Collector Forces :.Remajnjng Force -Post Pre-Cornpr Hope-Amundson GL Spacing Distance (ft) (ft) 0 0 2. 12 12 3 18 30 4 18 48 5 18 66 18 84 7 18 102 9 111 9 120 9 18 138 125,03 68 2 3 Calculations By M NJekuda DD 72 Main Diaphragm MF Force Chord Collector ForcePre-Compr.Fórce Area . (k) Force (k) (k) Frce(k) Rem Steel #5 #7 0.00 -1 000 .0 00 , 0 00 0 00 ( 00 0 01 0 2668 5001 12503 125 03 000k 06"'Iz 0 0 0... 6670 12503 31257 299.26,1331 1025 1 1 1 106.72 20005 500 11 299 26.--,200.85','3 72 12. 7 5 58.88 110.38 27594, .'..275.94 0.00 . . 00 11.05 20.71 51.77 51.77 0.00 000. .. 0 O :O -3679 -6896 -17241 17241 000 000 0 0 0 -1678 -3146 7864 '!.7864 000 0.00. -1119 -2097 5243 5243 000 000 0 0 0 000 000 000 ' 000' 000 000 0 Collector Diagram Level 03 GLE 50011 —'Forces : . -- ______-4—Chord.Forces .. —0—Coflector Forces 27594 - ciReatntng Force 00.85 Post Pre Compr • . 2-.—. ..................... 70 110.38.... 5177 31 — -------'----- 000 s 0 - 000 1 4 5 6 -.96. ., * 47241 t4 --................................................ .,. ••::• S • •• ,. . S • 1. -. 4. • . ,? • ,. .•. . . '• :: Calculations By: M. Nekuda DD -73 Sheet _____ of Hope-Amundson HOPE .-AMUN tYSON Structural Engineers 1301 Third Ave. Suits 300 San Diego CA 92101 Project Project No. Engineer Date S 0 Hope-Amundson Calculations By: M. Nekuda * DD - 74 Sheet of 4P' ' Project Project No Structural Engineers Engineer Date 1301 Thu Ave Suite 300 ) San Diego CA92101 O Hope-Amundson FOPE-MULNIMN. ., Structural Engineers 1301 Third Ave. Suite 300 'J San Diego CA 92101 Calculations By: M. Nekuda Project Project No. Engineer DD-75 Sheet _____ of Date } Hope Amundson Calculations By M Nekuda DO 76 Level 04 Eccentricity Checks * - Tetei :; ( - C - + W x F pr precomfll . - max com Asd - T Tmax A + Ad ) . A5 - Concentrated Reinforcement @ Frame Ald = Distributed Reinforcement = Wprempr X F rrft CL Wccmpr CL Frame ejen CL Wt,, CL Frame Force North Cmax 139.18 k Wmpr = 11.66 in = 057 k/in Tmax = -528 58 k 725 72 in e mpt = 5 83 In = 0 49 ft A5 = 2.17 in' C 145,79 k eten = 362 86 fl = 30124 , It ' A$d = 762 In2 T= 41140k M 1251092 k-ft : M P X 0 75Lf1 54 ft .. . P end = 308.91 k : p ..' 0 U end . I = 5.72 in2/half L me ,. t #4© 18" over 27 ft = 3.6 in' 4 (2)48 each beam 2 beams = 3.16 in' 676 lfl' OW I .. ..• ,. . Force South Cmax = 528.58 k WCOMPr = 44.30 in Fp(ccai1pr ft/ 0 57 k/in Tmax = -139.18 k Wien = 38.81 In emp, = 22 15 fl = 1 85 ft Asc 217 in2 C= 55369k ejen= 191 in 1621ft Asd = 0.41 in2 T= -22.00 k C M. 105749 k-ft ....................................... M = Pend X 0 l5Ltmme L ."Me 54 ft * Pend 2611k r. Ase Pend vy = 0.48 un2/half L 0 #4@ 18" over 27 ft = 3.6 in' ( (2)48 each beam 2 beams = 3.16 in As 676 in'prov OK f - - . - -- ,- - S. . S .......... . -., - . ... . I V - .. ...,,.._i. I' I -- Hope-Amundson Calculations By: M. Nekuda , DO -.77 03 Eccentricity Checks GL A - Telen C = Cmax + Wcompr X Fpremin sd . Tn,ax A.5 + - Concentrated Reinforcement© Frame Ald = Distributed Reinforcement = W.mpr X . . . .. . epr = CL Wwpr - CL Frame . ten = CL Wten CL Frame (Force North . . Cmax 476.68 k Wcompr = 39.95 in Fprecomprin = 0.57 kiln Tcrx -686.64k Wten = 768.30 in .ecomp 19.97 in = . 1.66 ft Ar.= 4.65 in' 4. C= 499"32 1< eten = 384.15 in = 32.01 ft A5d 8.071n2 T= -43554k. , M= 1477392 kft Mt; Pend XO.75Ltrame 4 = 54 ft Pend = 364.79 k . . . . A 0 = Pend c1f. "toAreq i = 676 1n2 /half Lframe . #4@18" over - 27 ft = 3.6. in (2)48 each beam 2 beams = 3.16 in, = 6.76 Ifl' ' I Force South = 686.64 k- ,.- Wcmpr F 57.54 in Fpecprgt = 0.57 k/in T.ax = -476.68 k Wien 397,92 in e,mpr = 28.77 in 2.40 ft! 4.65 in C = 719.26k . elan 198.96 in 16.58 ft Ad 4.18 ui2 T= -225.58k M = 5464.53 k-ft M = Pend x 0.75L . , -, . . . .• L= . 54 ft . . 'Pend = 134.93 k - A3e = Pend . CPf Am,req'd = 2.50 in2/half Lf #4@ 18" over 27 ft = 3.6 in2 . .. 4 - (2)48 each beam 2 beams = 3.16 in = 6.76 Ifl - ' OK -; 4 4 a- Hope Amundson Calculations By M .. --.'. Nektida Level 03 Eccenfricity ChecksSu5Diaphram - Teten Ce cornpr : , C = Cma + W mpr X Fpre A. T. . A A Isc .... F5 . - ......". I . A C Concentrated Reinforcement @ Frame A$d = Distributed Reinforcement = Wp mp, X Fprecompriii = CL CL Frame - I, etj = CL Wien CL Frame ç Force North Cma, 0.00 k W mpr = 0.00 In .Fprecomprin = 657k/in .4. 4 Tmax = 362 56 k Wien = 639 56 Ifl e mpr 0 00in = - 0 00 ft A5 = 0 00 Ifl C = 0.00 k e ...- 319 7 26 654ft r 4. ASd = 6.71 in' T= -362.56 Ic - .- .. 4 MU = 9661.44 k-ft Mu = Pend X 0 7SLtrame Lframe = 72 ft - - Pend = 178.92 Ic 4w - Se = Pend cDf Asereqd = 331 1fl2/halfLf(ame #4@ 18' over 36 ft = 4 8 in2 * (2)48 each beam 1 beams 1 58 in4 A5 = 6.38 In' 10K Force gouth - Cmax = 362.56 k Wc mp. 30.38 in Fpremp = 0 Tmax = 0.00 k Wien = 0.00 in epr4= 15 19 in 1.27 ft = 0.00 in' C = 379.78 k e1 = 000 00O ' AM = 0.00 in' T = 0.00 k t M= 46077 k-ft Mg = Pend X 0 75L10 Lqrame = 72 ft Pend = 8.90 k I A e = rend vy .1 ' iAt3q = 0 16 In2IhaIf Lrrame 1 #4© 18' over 36 ft = 48 in2 t ( (2)48 each beam I beams= 1.58 in 638 Ifl' F - S - 4 .............................................. 4 - Hope-Amundson Calculations By: M. Nekuda DD - 79 Level 03 Eccentricity Checks GL E Diaphragm Cecompr - Teten CCma WXFpt Asd T= A5C +A5d Ase = Concentrated Reinforcement @ Frame ' A d = Distributed Reinforcement Wpmp. X Fpremp,lft e mpr = CLW mpr - CL Frame eten = CL Wten - CL Frame Force North Cma* = 437.33 k W1r 36,65 in Fpreccmpr/ft 0.57 k/IA Tmax = -1.15k W, -27.50 in ecompr= 1832 in = 1.53 ft Asc 0.31 irt2 C = 458.11 k eten = -13.75 in = -1.15 ft Asd 0.00 in' T 0.00 k MU = 699.55 k-ft MU = Pd x 0.75L, Lr me = 54.ft Pend = 17,27 k Ase = Pend ofy 0.32 in2/half #4© 18" over 27 ft = 3.6 in (2)48 each beam 2 beams = 3.16 in' As,pmv 6.76' Force South Cr = 1.15 k W p = 0.10 in . F onp = 0.57 Win Tma,c = -437.33 k Wien = 741.94 in . = 0.05. in = 0.00 ft 0.31 in' C = 1.21 k eten = 370.97 in = 30.91 ft Aw = 7.79 in T = -420.59 k M= 13002.28k-ft Mu = Pend X 0.75Limme Li me = 54 It Pend 321.04k Ase = Pend cPf . Aer"d = 5.95 in2/half L me .' #4@ 18" over 27 ft = 3.6 in 2 . (2)48 each beam 2 beams = 3.16 ifl . - A50 = 6.76 in' .. .4 .1. . . .•. . . -.•- . Hope Amundson Calculations By M Nekuda - : DD 80 Y. '4 I -"4' .'--- ----.---. " Level 02 Eccentricity Checks GLA j- M Cec Teten ' C Cmax +Wcomp(XFprecsnn t " T= T SC ''sd -• 4 '.' = Concentrated Reinforcement © Frame -. ' - . A = Distributed Reinforcement = Wprecmpc X Fprec,.mprlft 4 CO = CL W,.,,, - CL Frame - eten = CL W - CL Frame Force North X-4 Cmax = 619 25 k Wcompr 51 18 in Fprecaipr,t = 040 kim Tmax = 89201 k W 891.02 in 425 59 in 2 13ft 9 92 in2 C 639 71 k et en = 445 51-'ii ' 37 13 ft = 6,60 in2 I = -356.33 k . -- M = 14593 11 k ft 4 M = Pend X 0 7SLim, - .-. . . Lfrøme - 54 ft - 4' . . 5- ';,_, Pend = 360.32 k A5e rend cf ( ''serecd = 6.67 in2/halfL1 . #4@ 18 over 27 ft = 3.6 in' (2)48 each beam 2 beams = 3.16 in 6.76 In OK -' Force South Cmax 89201 k Woompr 7372 in .Fprecompr/ft , 040 k/in T = -619.25 k W 208.96 n e = 36 86 in = 3 07 ft = 9.92 in2 C = 921 49 k e = 104 48'in4' = 8 7.1 ft 'sd 1.55 in2 T = -83.57 k ' M = 355804 k-ft M = Pend X 0 l5Lirme L e = 54 ft 4. Pend 87.85 k A. = Pend --'4 2 = 1.63 In !haIfLrrne 4' #4© 18" over 27 ft = 3.6 in2 (2)48 each beam 2 beams = 3.16 in -. = 676 in OK 4' •-' .- :- -., .............. 4' 554 .1 I" 4' Hope-Amundson Calculations By: M. Nekuda DD - 81 Level03 Eccentricity Checks Sub-Diaphragm Ce 9 - Teten : C = Cmax + X Fprec mjn sd 1= Age = Concentrated Reinforcement © Frame ASd = Distributed Reinforcement ~ornpr X Fpr,çp jn •.. empr = CL Wcwnpr - CL Frame eten = CL Wien - CL Frame Force North Cmax = 0.0,0 k W nip = 0.00 in Fpreccmprj = 0.40 kIm Tmax -694.70 k ' 733.08 in ecompr = 0.00 in = 0.00 ft Asc = 7.44 in2 C 0.00k , eten 366.54 in = 30.55 ft A5 = 5.42 in2 T = -292.94 k M. 8947.79 k-ft • M P x O.,?SLrte 72 ft Pend 165.70k Age Pend cf Asereq 3.07 in2/halfLf.Qme • #4@ 18" over 36 ft = 4.8 in2 • (2)48 each beam I beams = 1.58 in2 '- A50 = 6.38 in" OK Force South Cnx = 694.70k WCMpr = 57.41 in FprecomWft 0.40 k/in T.= 0,00 k Wien = 0.00 in epr 28.71 in 2.39 ft 7.44 in2 C= 717.66k - eten = 0.00 in = 0.00ff = -744 in2 I = 0.00 k M. 1716.77 k-ft. M = Pend X 0.75Lf.,60 - Lt nme 72 ft Pend 31.79k Ace = Pend - • cDf • • ' Ase,reqd = - 0.59 in2/half L,,e • - • #4@18" over 36 ft = 4.8 in2 (2)48 each beam I beams= 158 in' A.-PMV = • 6.38 fl . 4 Hope Amundson Calculations By M.-N61kudaPl DD 82 4 Level 03 Eccentricity Checks Sub Diap1hrágm = - Tetencornpr I C = Cmax + X Fpr = Aid Tm ax ASC +ASd A5 = Concentrated Reinforcement Frame 16 A = Distributed Reinforcement = Wprecompr X Fprenpritt e m r = CL - CL Frame e1 = CL W — CL Frame - Force North Cmai 50011 k Wwmpr 41-33 in Fp compriit = 0 40'k/in -' $ = 172.4i k W10, = -71,25 in e,mpr = 2067 in = 1,72 ft = 3.72 in' C = A$c m 516.63 k e1 = O.M,in = 0'00"1 , A = 0 00 in2 T = 0.00 k M = 889,69 k-ft / MU Pend X 0 75Lfrane L = frame 72 ft Pend = 1646k -• . A 8 = -• - . )- :- • (P 1 - .-t •. 4 Ae,reqd = 031 1n2 /half Lrrame S - •: •- • #4@ 18 over 36 ft 48 in2 *.• v. (2)48 each beam 1 beams = 1.58 in •. -. -. A5 F1 = 6.38 in' OK -. - Forc South Cmex 172.41 k Wcampr = 14.25 in Fprec ,,priii 646-4M t"S, Tmax -500,11 k Wien = •• •. 748.26 in . •- .? e mpr = 71T in = 0 59 ft> * A = 3 72 in2 C = 178 11 k eten = 374 13 in = 3118 ft ASd = 5.54 in2 T = -299.23 k 4 M = 9435.06 k-ft 4 Mu = Pend X 0 751fam L me = 72 ft Pend = 174.72 k - = P 1 - cDf -' Aseseo = 3,24 in2lhatf L De A. #4@ 181 over 36 ft = 4.8 in' I I i (2)48 each beam 1 beams = 1.58 Ifl 41 638 In' OK --S , - S.-.. • .5 5 •. - - , ( . S J -S,. . . .. I.. Grid :Mt 1t PT-Mmnt- Net Mmrltr "d" `T.C- A . - - Grid k-ft k-ft k-ft ft •Kips "in2 D 0.00 0.00 0.00 234 .D.33 117230 0.00 1172.30 234 - 5-.. . 0.09. D;67 4689.43 0.00 4689.43 234 . . 20 037 E 10551.04 0.00 10551.04 234 A. 45 0.83 2 E Hope-Amundson Calculations By: M. Nekuda DD - 85 LAI =-12. 9 I 1 -• r . 1i. tI - -- - S... . 4 . — z---. ---: =-=-=: ---;- -r--- - -f=-•...•----• --:--:-:. --:-- ==--z --- -.... -: .... i.., - •. Lje o sd O'-o4 1 I: - CAADVd Pr-ML' 4 --- ----Z---- ____________________ rp - - -J Z' :--- - - - - - --- :=- ;-- -' ---- ?c: - - - - _____ 1 I i:.LiTJI uff 10_~L :; L JL Jt r= ij :• -= - ....- = = - - = - .- UILI 14 ft V4 1 Hope-Amundson Calculations By: M. NekUda : DD - 86 . :•___• JOB SHEET NO, . OF KOPEAMU NDSON CAICUBY DATE CHECKED BY [3 & L4-L3 Ramp Chord Desrn - Y Direbtibn Grid Moment PT-Mmnt NetMmnt "d1' -- .A- - , :, #5s - Grid k-ft k-ft k-ft ft Kips, A 0.00 0.00 0.00 234 A . A.33 11008.10 0.00 11008.10 234 A.67 47 . 0.87- 19403:67 0.00 19403.67 234 -- 83 t54 . -.5 A.67: B 25281.27 0.00 25281.27 234 ; 108 2.00. 7 B' B.33 28699.05 0.00 28699.05. 234 123 -. :2.27.., 8:B.33. B.67 29859.85 0.00 29859.85 234 .. 128 2.36 8 B.67 Max 29860.74 0.00 29860.74 234. 12 -2;36 ; 8 - Max C 28853.79 0.00 2885319 234 1-2 . 2.28 -8 C :.ç33 25704.77 0.00 25704.77 234 110 2.03-. . 7 C.33 ,C.67 20506.01 0.00 20506.01 234. 88 1.62 :6 ',,q.67: 13352.07 0.00 13352.07 234. .57 . 1106 -.-..-4 _p D33 10689.42 0.00 10689.42 234.. 46_., 0.85_:: _3 . D.33 D.67 6205.53 0.00 6205.53 234 . 27 - 0.49i.y 2 D67 E 0.00 0.00 0.00 234 E £n-' Qe2- = 60 ksi Properties: O. '/44 '24' 3sV% v ')VID 0.9 - S 4 A= 031 in2 ..- - .Equations: T = Net Mmnt . ,.:-- d Ag reqd = T = C cpf .4 #5's = Asceqd (Results are rounded up tothe nearest whole number ASAS - - 54 - S 4 II - if It II U Ii > L - 2 ., ..t % I I cL II it - 1 J II r JL It if At I \ 3otil ____ I .UJTDveJ . Ii II U to II H 41 it . Ill -. ll if i 1 II • II , 4 .1 IN Li I ii U U II 11 I I'- H b . II II - it It it it . • . t .4 - 2 L4O c-- :03 Ii II II . U H U1•_ - U -. .• H -i tt•Jfl I :' 14 4 H I H It i-._ -H . I if ie - If f iirTfl - I I rr it U I I -:T) H • U -- 411 I -•iJ - 1 i, 11 II I I U L3' - ______ • •: •. If - - — I II 1 I I I * I -ij it fit - — t II U 1 I U I 1 1 4 II I U U U I U I I U I fit U -. I i oo ki -- -.0 11• U /11fT1 I 'I SIN .I.I;i.Ii (I - II I I I U I Grid Moment PT-Mmnt I Net Mmnt 'd' 1-C A5 d q #5s Grid k-ft k-ft k-ft ft Kips in2 A 000 000 000 234 - , A A33 1107644 000 1107644 234 47 088 3 A33 A.67 19652 17 0.00 19652 17 234 ' 64 -t56 6 A 67 B 2578448 000 2578448 234 110 '204 7 1333 2948952 000 2948952 234 126 233 8 B33 000 3093814 234 132 8B67 3096420 000 3096420 234 132.. 245 8 Max LB.63093814 3018495 000 3018495 234 129 239 8 C 2722048 000 2722048 234 116 215 7 C33 22096 23 0.00 22096 23 234 94 1.75 6 C67 D 1486947 000 1486947 234 , 64 118 4 D 033 1194364 000 1194364 234 51 095. 4 D33 D67 696695 000 696695 234 30 055 2 067 E 0.00 0.00 0.00 234 Properties: fv 60 ksi M o1 3 20 & 0.9 A5 = 031 in Equations T=C= Net Mmnt d 4 A - sqd - - k Vy #6s = A5 d (Results are rounded up to the nearest whole number) A , 4 ¼ ijjz 1R.43,3tOOL4Amundson Calculations By: M. Nekuda OD - 89 0.1 Ir _ :1 . -frT- - - -- - _....... ..... ----...--------.---... no 50t CP zzml 11 j [ ALT LtOT--J- PçQ . 79 VC KMOM Top deLa. Top I - - - -- --- - - ---- it .1 11 ' L . J 4=. ..L...I 1• $- DA . . - -..==. .. - — _Iz .J - .. III°P . r r -- 4r . ..- Z I, I I9I I I . . (. 7r: _____ ___________ N '1 - :- - •.. - Hope-Amundson Calculations By: M. Nekuda --.DD -90 - .h "• •.- '. - - • . . .. . . :._-.. ' -t - # '- JOB - " ' U) • SHEET No, - -' . , OF'. - . HOPE -AMUND CALCU BY DATE - - CHECKED BY * DATE - S .. . -' - L2 & L3-L2 Ramp Chord Design -'Y Diçdtiori -' : --- Grid Moment PT-Mrnnt Net Mmnt "d" T-C ,"ft5s '-' S Grid k-ft k-ft k-ft ft Kips-. ii'- A 0.00 0.00 0.00 234-:. '•/ --'-• A.33 14188.28 0.00 14188.28 234 /i.12 4 ____ A33 , -A.67 24810.43 0.00 24810.43 234 .106 -- 1-96. 7 J -A.67 B 32065.42 0.00 32065.42 234 - 137 2.54 9 B .B.33 36111.08 0.00 36111.08 , 234 - 154. - 10 B67 3728610 000 3728610 234 159_ 295 ' 10 B67 Màx 37277.98 0.00 37277.98 234 T 19'T295-:MaX C 35755.78 0.00 35755.78 234 •. -153 '-.• 2.83 10 '. C.33 31649.86 0.00 31649.86 234 ' 135 - ' 2.50 9 C. 331 C.67 25162.18 0.00 25162.18 234 108_- 1.99 0 16491.72 0.00 16491.72 234- "._70 -_1.31 ' •5 0.33 12768.68 0.00 12768.68 234 _55 ______1.01. _•-4 0.67 719872 0,00 7198.72 234 31 0.57 -. 2 0.67 E 0.00 0.00 0.00 234. . ' ,- . . E Properties: 1i4 60ksi 0.9 - . '-:' = 0.31 in2 >. -• .. .•• Equations: . I = C = NetMmnt ASd T=C - #5's = (Results are rounded up tO the, nearet'whote.number) A5 - • - .... , - -' * -- - - - . 46 -.-. Hop i -Amundson . Calculations By: M. Nekuda DD - 91 IX UZ 1 VJ W T. ! .S I p : i I 1 . ' "• • P iL Ll ____ ______________ - -- (•.- .....-SS 41 v 1 I S• i.TOP I___ - - I t S.- U , .. .. 55 - 5 . FT -------- --e.. ...zzQ:. ==== •-: •=:.. I I • . 5 . ' ,'• •.t• •o-s • . : • D2S eas T - . i-i-- N-b9 . S SIODA -L-- -, . .. _ -•-, . 'S I ________________ I . . -- 4k- -- j 4Qb'-,--5 •'F . Mix" TOP , i .:,'., - . ,.• 7' .., : .. - . '1 - - ,. , . - - - 4 Hope Amundson Calculations By M Nekuda DD 92 • . ,.• -: $ -r JOB / SHEET NO - * OF HOPE AMUNDSON CALCU BY DATE i r CHECKED BY - DATE . . -. -...+.-',•.....•'..... . •. ... L2 & L2 L1 Ramp Chord Design Diectiori Grid Moment PT-Mrnnt Net Mmnt 'd' #5s Grad k-ft k-ft k-ft ft Kips a62 A 0.00 0.00 0.00 234 A. A33 1438367 000 1438367 234 61 114 4' A33 A67 2552093 000 2552093 234 1 09j 202 7 A67 B 33504.18 0.00 33504.18 234 - 143., ' 2.65 . . 9 . 4 -13.33 38371.14 0.00.38371.14234___•__-.164 -'-_____3.04: _________10 B:33. 13.67 40360.970.0040360.97 .234 .-.. _.1,72— 149 L 1 B.67 Max 40421.44 0.0040421.44 __234 . _173 __._3.20,_._.__ -ii 39561.78 0.00 39561.78 234 _.Y1.69'.: __3i3.:,_; 35983530003598353234_________154 __10C33 29708.88 . _0.00.29708.88234 _i--7--2:35.-,'-'-.'8 j'D.33 2083023 000 2083023 234 89 -, 165 c6 0 1634969 000 1634969 234 033 70 '129 '5 937375 000 937375 234 40 074 3 067 0.00 0.00 0.00 234 - - •-:, ' :-. --___E Properties ' r flf .:. = 60 ksi P&c'oJ r . 09 A55 = 031 in2 Equations T Net Mmnt d T=C : #5's = A$d (Results are rounded up to the nearest whole'number) ,.•½.-. '. . . .' . -. .................... •-•--- • Hope-Amundson Calculations By: M. Nekuda DD - 93 1Il I ZT rr r- L ii S I . Ii I -• r—-- a I .5 S . .- -' -...= --.---- --- t2*2 3t-:i: :JTIT7 T!, j EP LZ' I ,a. . - -t crz .-ot -op 1 I - - - - • - .- - - Y- rabo(c ° — S - - — ___ ____________ -- - - — - - • - oø L_ '- BARS Le :-_ I aAq4,v — A .47 S - -- • I I I - nt In •• - I ii In iii - --- -. -• -. 1—•C.b• 1 • Ow * DO I Y1 • DO Ae 10 ( *LON. it AW&OI II I -- Grid Moment PT-Mmnt I Net Mmnt "d : T-C #5s k-ft k-ft k-ft ft '.Kis :1 D 0.00 0.00 0.00 114.; :' , D-5 . D.33 1756.74 0.00 1756.74 114 ..i5: 0.29' * 1 D.33.' .0.67 7027.30 0.00 7027.30 114 62 .1.14- E 15811.17 0.00 15811.17 114 . .139 2.5,7'•5 * -' . 8 .4 - 4•. - Hope-Amundson 4* Calculations By: M. Nekuda -. - DID , . 4.... - -94 • S.-- S -. S • S I 1, • -' .: JOB 5.__ -5"-.... -.55 -, SHEET NO. A. OF HOPE AMUNDSON CALCU BY DATE CHECKED BY DATE'47, - .. 8 L2-L1 Ramp Chord Design - Ybirectioh .1 .4 Properties 45 5 - 60 kst flO;Ct* ''it 0.9 As #5 031 in2 Equations T = Net Mmnt d S AS ..d = T=C pf oo- S #5's = Asreqd S (Results are rounded up to the nearest Whole,number \.. S . - ' '•SSi S .S S 5SS ,, '5 . -. . •. 5 . 5 5, -. 5. : .4 , ' •. '54 S... S S -5 .1141 I T • Current Date: 8/1812016 9:24 AM - Units system: English - File name: 1:04 Projects201621600300 Legoland PS (D.B)1 Central FoIders03 Calc&RAM EiementsChord Design V Directionetz Load condition: OLDead Load- Q-r --......... II Lods. Ip Bending moments 31 Global distributed - Members CL J Local distributed - Members 0. rnnrhd -. Nnfipc 4 854[KIP/ft}[ 09EKIP/ftJTiKapJftjL7iLIiIft]..G l4IKJPlft] IKIp/ft1.585[Kp/tt] ft]T 'IftJ 4 ç/ftJ -r 35TI'/ft1 3 12(Kipltt] =333.29[Kip] . I y • -5.92[Kip CD CL rY=3013IKiPI - .151 15[Kip/ftj--5A5~Kip/ft] ...............fj ft]... -....5.o6EKPfltJ - - - --- - * --- - . . . rY=333291K1P1 :5 81K1p/ft]fl.5 67[Kl/ft] -5 54[KIpIftJt541[KiIft]L5 281 <iftJ 6KIp/ftJ 451[KipJft] 437LKtftJ13 24KIpIfl 0 0 (0 (71 • :çL .', ., '••'<_j i . .• Cui'rent Date 811812016924 AM Unit-systeñ: English File name:. 1:04 Projects201621600300 Legoland PS (D-B)1 Central Folderst03 CalcsRAM ElementsChord Design Y Direction.etz\ 1y=494.1tKip1 y372.3[Kip] co Fy=587 9[Kipj -------------*'•----------•---------'--...-----------------..--------- ......-............-• ........--.----............................-.-........----........------ L - ¶y=3297IKip] CL * . . . . . . . I - . .'. . .• -t ,_. Oe y=329 72[KipJ -. - =7637(Kip) qy=494 g,.1 Kip] 4 * f ...... ... ........ _............ y=587.9[Kip]... .--. '••-:. :. :-- .. .,**. ........ ., ;-- . ;;. .- .....y=3723FI<iP1, . ..: .. . . . - . e- . . . . - a, (01 .... M . ... . . . ,- ., ,., - -- *. - , . ., - . .: . . .. ' s:-.--- - . , S .. -. .5 ..........•. - ,--.• . - ............ - F . - . -C ' - ,. - - .. * : - -- _-• - ___ -.- -'--: • ,.'.. - . :•• -:'- -- '. -- --1: "-.-' '- . . ' 1 -4 mope-Amunason 5 ;) 0 to C H C C A2 >- C U, Lft CL !. c. •J• ài !. C E ZE Cv E T4L d rr 1~77 gig 55 . AI tR :J !L HA Jlui J. A: z. 9r FWA \ 4, pp 4 4 ) L - .' . . .. ..,,,..... . -.: Grid Une I . SPECXE . Chord Collector COL ID: C112 C1IO C107 SUM Fi(Stoy) Scaled loFpx %Total (1Fi(Stoy Scaled toFpx Levej 0.00 38.43 60.17 22.58. 121.18 I2L18 2210 1.000 383.54 552.6 _______C30 C112- C107 Leve C1IO 93.80 153.65 149.60 95.42 492,41 371.29 677.22 0.501 1113.87 1693.04 CL Cl C44 C76 C77 En Level 02 173.26 212.08 206.81 161.98 754.13 261.88 471.26 0.409 784.98 1193.14 Grid Une 16- SPECXE COL 102 SUM Fl (Story) Scaled 10 Fpx % Total 0l (Story'Scaled to Fpx Level 04 0.00 0.00 0.00 0.00 0.00 0.0 0.000 0.00 0.0 C65 C66 CGV CeO Level 03 66.22 11133 117.51 68.17 369.43 369.43 673.92 0.499 1108.29 1684.56 C103 'C104 C105 0106 Level02 152.15 179.16 173.60 137.72 642.83 273.20 498.30 0.511 819.80 1245.76 IN0RTH) Diaphragm Force Summary X'Olrecllon S, 0.784 F,,, O.4Sgplwp 0.314 IWO I. I F,,,., = o.rs,,' I • wp = 0.157 IWP Chord Collector C) Floor Frame I Fl 'Story) Scaled to Fpx fl.F1 (Story) Scaled to Fpx LevrlO4 121.18 121.18 221.0 383.54 552.6 Level03 492.47 371.29 677.2 1113.87 1663.0 Level 02 754.13 81.60 . 477.3 784.98 1183.1 Floor Frame 16 Fl (Story) Scaled to Fpx c1,,Fl (Story) Scaled 10 Fpx .CO Level 04 0.00 0.00 0.0 0.00 9.0 Level 03 369.43 369.43 613.8 1108.29 1634.6 Level02 842.83 273.20 8.3 - 819.60 1245.8 ........ ...,. . , Floor Fa(SPECXE) Fe (Story) wpa(welhI) w1 .Fl, ).wl Fpz.Fi/_wi)wpx Fpx(mex) Fpx(mln) , FpxUSE 7FpxIFx1 Level 04'- 1409.61 '1409.810873. 0.086 . 1., 121.2 . . . .:442.1 . . .-. 221.07t " 221.0.'.' 182." Level03 ,, .,121,16',......121.18 861.90 .. 740.72 . 8818.33 10025.94025L_ 740.7 -. 2702.1- 1351.011 1351.0 1.82 - - Level 02 . : .1396.76 534.66. -G22169 .16247.63 .' Q08fl . 5349. . ' .. 19S11. . " '- 975.80 .. 975.6 . ..1.82 Collector Design Force, (ASCE 7 10 Sec 1210.2 1 tZ, .3 0FX (Story) . , . 0px(EFltwl)wpx . 1.25Fpx(max} . fl,,Fpx( run) Fpx USE "'•Fpzix . .' 3635 _.' 41t...-.552.8. . 68321 _. '.S52.6"2. 1.52 ,., 222216 22222 _13377_8L.... 40531 i33176 152 180458 .." ___16046 "1é52438 9"-_8ttt 29287 24309 1_52 4 4 4 - r X. I - .4 4 • ( -'a 00 4'_ , , , '"p. '-41';- S•. -'- -, -'- -.-? .". . .... - : - - . :: • "i o ' ,. ; ., . Hope-Amundson . Calculations By: M. Wekuda DD 9 -,.". SD - I S I 0 =.. a - •• III (1• 11 P 1 LI1 -' •. jJ $ H - • -. - - i to\1 •--- -Ltr — lrc*u aet • I '° .. t.isi*i .1 ___• r • I. c_). r .. H B • • L - -; low - .• -L-' -. - - 1uri) •• • Hope-Amundson Calculations By: M. Nekuda OD - 101 I - -.. it er, ij - F --- - ZZ COCA - - - - '---. -. =--- ---- _z — - I PR ' • -- - -I9I QJtt 03 th\ti- 1 . e ___ --------- 1Ir 11 tsiI45') ;-o ----- - no —--zI=- • , I. • Al . . i 1.1 111 i4 44 L •' BO JL iL ir -........ -i1-- .. IlI . .9IJI I _• _j ?* I' -. - - . i IJI I i -_ Hope-Amundson CaIcuIatiorBy: M. Neida DO - 102 Mb JfII 1 - - - .- -r' •l ' -, ... j I 4i -- - 'Piu1L Y.1 ) 2. W45 j LI U to ; - " -.J. •\ "r" OLD - . - - I 4 -- -- -- -- -.r -4 - A 16 the :- j .• . . : •-' . •--- ____ I --- - J. )L_ r ----- - ir----- —•------ II I - . - - . • - - - -- _____z ITrxT1 _LLL ft=- OAAA C) è 4 j' 29 TI.Ey N' - • Hope-Amundson Calculations By: M. Nékuda - DD- 103 Level 03 Collector Diagrams. . n. 73043.72 SF )Force Chord Scale Factor= 1.87 L1=. 371.29k GL 16 =. . .369.43 k Collector Scale Factor • 1.56 : •, Chord Forces .... - GLI = - 677.22k . , . GL 16 673.82k . . Collector Force . . . GL I ' . 1693.04 k GL16=' .' 1684.56k . .. . ., 'Area-GL I = 36613.57 SF . ... : •' . . . S Area GL 16= 36430.153 SF . . . . .5 Grid Lines I & 16 . . . . . •. . . Areas (SF) Lengths (ft) . . •, . . S. Al LA-GLD) '16142.63 L1= 188 ATXF= 10994.30 . A2(GLD.GLE)= 9476.64 - •. . . . ......... A2 Tot (GLD-GLE: 20470.94 L2 = 64 . . A3 (GLD - GLE)= 4291.22 L3 = 64 • . . . . . . A4 (GLA - GLD)=,.32138.93L4= • -• ••' . . 188 . . MFI= . 77.75 • . MF 16 63 Th ..• . . . Forces (k) CH Force ,,COL Force • . •• . . . e Forc e (GLA-GLD) = 163.70 298.58 746.45 • . . ., .• F2 Tot (GLD-GLE 207.59 378,.64 . -- S.. .• .• 946.59 . . . F3 (GLD - G.LE)= 43.52. 79.37 . 198.43 . . S • -. . •. . . F4(GLA-GLD)= 32591 59445 148613 Forces/ft (k/ft) • 0 • . Force CH Force COL Force Fl (GLA-GLD) = 0.87 . 1.59 3.97 - : • • • • F2 Tot (GLD-GLE:. 3.24. 5.92 14.79 F3 (GLD - GLE)= - 0.68 1.24 ' ..3.16 . . . '. .- • . F4 (GLA-GLD)= 1.73 • - 3.16 ' 7.90 . 7.9049 . MF 1 = • . 4.78 . 8.71 . 21.78 ••. •' .5 . 5 . - MF 16 = 5.86 . 10.70 26.74 • • • : • . S 0 1-lope-Amundson Calculations By: M.Nekuda DD - 105 GL Spacing Distance' MF Force Chord Collector Force Pre-Cornpr Force Area • . (ft) (ft) .: (k) Force (k) (k) Force k) Rem. Steel #5 47 48 A 0 0 0.00 0.00 0.00 0.00 0.00 0.00 '0. 0 0 A.3 20.5 205 35.54 64.82 ' 162.05 . 162.05 0.00 0.00 00 0 B 42.5 63 109.22 199.20 498.01 498.01 0.00 0.00. '' 0 0 .0 C 62 125 216,70 395.25 988.12 512.64 475.48 8.81 29 15 12, C.3 21.00 146 129.96. 237.04 592.60 512.64 79.96 1.48 5 3 .2 C.7 21.00 167 43.22 78.83 ' 197.09 197.09 1 0.00 0.00 0 0 0 D 21.00 188 ' -43.52 -79.37 -198.43 198.43 ' 0.00 , 0.00' 0 0 0 D.8 49.00 237.00 1020 -18.60 46.51 46.51 0.00 0.00 0 0" 0 E .'' 15.00 252 0.00 0.00 0.00 0.00 0.00 , 0.00 0 0 0 Hope-Amundson — aIcuIationy: M. Neka DD - 106tj - ii, t 5V . ••- :: 4 !fJ& .-.-./ . . 1. - .' . ______________ .1I. 4 t D — (1 — .1- 'A bj4t..crj r .,. - - .. z--. - +---- ---- -- v--- - -.--+--__--.-- -_-—— t-_ ,--i----- --d1 --- I 4i • I, 'O4Ob-- .4 -, ) - b III ii _I.-.• -. - -"" .. ,. O&b'- . •1 - I . ®- - '- . .(.. .N. - 9 Hope-Amundson Calculations By: M. Nekuda ' DD. 107 Level 02 Collector Diagrams = 52743.50 SF ' , Chord Scale,.Factor= YForce Li = 261.66 k S GL 16= 273.20 K Collector Scale Factor , 1. ' ChôrdFothes GLI.= '477.26 k GL 16, - 498.30k " .5 Collector Force ' S '. - . GL 1,= 1193.14k , .• ' -G116= , 145.76k .' . Area GL' I = 25802.76 SF Area GL 16 = 26940.74 SF S - Grid Linei&16' S ' .- 5 •. ' Areas (SF) , Lengths (ft) Al (GLA-GLD)= 171.10.76 Li = 188 8692 A2 (GW - GLE)= : 8692.00 12 = ' 64 . . A3 (1-410 GI-16)= 26940 74 L3 = 252 ..MF1= 77:75 MFI6= 63 Forces (k) Force CH Farce COL 'Force Fl (GLA-GLD)= 173.52 316.49 79122 1`)OLD - GLE). 88.14 160.77 .401,93 ' . ' ' 5 .•. (L4toGL16)= 27320 49830 124576 S , Forces/ft (k/ft) Force . CH Force COL Force Fl (GLA - GLD) 0.92 1613 4.21 F2 (GLD - GLE)= 1.38 2.51 6.28 F3 (L4 to GLI6)=' 1.08. .,. 1.98 4.94 MF 1 = . 137 6.14 MF16= ' , 4.34 7.91 19.77 . S S 4.9435 C) - Hope Amundson Calculations By M Nekda DD 08 GL Spacing Distance MF Force Chord Collector. Fo(ce Pre-ComprForce rea (ft) (ft) (k) Force (k) (k) ' " Force (k) Rem Steel #5 #7 #0 A 000 000 000 000 000 000-0.00.000 A2 1200 1200 1108 2020 5050 50.50.000 000 0 0 0 B 51.00 63.00 5815 106.06 265.14 ' 265 14 0 00 0 00 '0 0 0 C 6200 12500 11537 21043 52607 50544 2063 038 p2-1 1 C6 3758 16258 15006 27370 68425 50544 178 811331 . 11 6 5 0 2542 18800 8798 16047 401.1f 461.17,- 000 000 0 0 o D(CL) 050 18850 8699 15866 39664 3964 000 000 0'O 0 D4 2592 21442 3546 6467 16169 16169 000 000 00 0 D9 2592 24033 -1607 -2931 -7327 7327 000 000 ',00 0' E 11.67 252.00 0.00 0.00 10,00 0 00 0 00 D.00 .0.0'''0 80000 - ______Collector Diagram Level 02 GL 1 - —S—Forces 700.00 ---•------ --- ------------- --.-.----:-_: 684.25 -- .• . . . ,. Chord Forces -.--- '- 60000 - - —0—Collector FE 50000 * 526.07 Post Pre Compr 40000 - 439664 ..... jr'- . • . .- . 300.00 ............................................... ._. . .• •.•• 265.14 273:70 .- . ..• -i . 10.43-- - 0.06 17881 15866 16169 10000 —1060 - - -.. - - 99 -*-- - 15 2063 0.00. -. A Al.6 C C6 0 0(d) 04 100 00 ----- - ---- -*-________ :- 20000 - .:: - - - 0• .- -. b 0 •0 0 - -.: %.__j . .••. - •. 0,• Hope-Amundson Calculations By: M. Nekuda - . DD - 109 GL Spacing Distance ME Force ..'Chord Collector Force Pre-Compr Force Area (It) (k) 'Force (k) (k) Force(k) Rem Steel #5 #7 #8 A 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 A.3. 20.5 20.5 22.22 40.54 101.34 101.34 0.00 0.00 0 0 0 B 42.5 63 68.30 124.58 311.44 311.44 0.00 0.00 0 0 0 62 125 i35.52247,17- 617.94 512.64 105.30. 1.95 7 4 3 C.3- 2t00 146 .- 67.22.-. 122.60 306.50 - 306.50 0.00 0.00 0 0 0 C.7 21.00 167 -1.08 -1.98 4.94 : 4.94 0.00 0.00 O Ô .0 0- 21.00 188 -69.38 -126.55 -316.38 316.38 0.00 0.00 0.1 0 0 D.8 49.00 237.00 -16.26 -29.66 -74.15 74.15 0.00 0.00 0. 0 - 0 E ... 15.00 . 252 0.00: 0.00 - 0.00 0.00'',0.00 0.00 0 0 0 0 Hope-Amundson HM-PMUNDSON Structural. Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Calculations By: M. Nèkuda DD -110 Sheet, of Project . Project No. Engineer Date DD -111 Sheet _____ of Calculations By: M. Nekuda Hope-Amundson HOPE AMUNDSON . Structural Engineers 1301 ThIrd Ave SuIte 300 San Diego CA 92101 Project T.T. Pjeo Engineer Date S a. Hope Arnundson Calculations By M Nkuda DD 113 Level 03 Eccentricity Checks - GL I CLmpr Teten WI CCmax Ad T = T. A+A $ AcConcentratedReinforcement@Framé A = Distributed Reinforcement = W mp, X Fprcc,npri e=CLW'mpr - CLFrame eten = CL Wt,, - CL Frame S • . . Force East 'S. iaS cmax .645:43k Wcompr 51.63ki Fp ecmpr p6.80 k/ft , Tmax -172.56k a Wien 576.001n ' 13.82-in = A15 ft : :A '.• - 0.93 in C 645.43 et=276O0in = '23.00.ft A= 227 in T= -12234k t ' = 3556 99 k-ft • M='Pend x0.75L,0' S f L me = 77.75 ft . • . $ Pend = 61.00 k I Ase = end . ' •• S ________ '"a'• . . Pfy '. Ae rq,d,= 113 in2/half Lfirne : -. • Pre compression = 38.875 ft . a = 264 4526 k ; I• 4.897269 in , A. ,Prov = 4 897269 in''OK Force West * Cm ax 172.56 k W p 11M in Fpemprm = 6.80 k/ft Tmax'= ;,-645.43 k -. Wen' .576.00 in '. .em= 0.O0 in 0.00; ft A= . 0.93 in' Cs 172.56k., . - eten =' 276.00 in 23.00 ft A = 11.02 In2 = 59521 k J . - , - S S a • 5 MU 1368983 k-ft = Pend X 0 75Ltne a Lfrarne '.77.75 ft Pend = .234.77k As Pd 1 fy C C • e,req'd = 4.35 in/half Ltne -I 'S P S S•• S S ,•S S 'S Precompression = 38.875 ft 264 4526 k ... • 4 5 ,•- '. . .. 4.897269w',, •-' .. A5 PfOV = 4.897269 In' 1 41' Hope Amundson Calculations By M Nekuda ;_...- - DD 114 Level 03 Eccentricity Checks 1 GLi6 -' = - Tetencornpr '4 CCmax - ' T= T, Arc +A - .- '- --• - - = Concentrated Reinforcement © Frame = Distributed Reinforcement =Wpecompr X Fprecmpjyt * !' ecolnpr = CL W mp - CL Frame e1 , = CL W - CL Frame 4 Force East = 988.12 k Wc pr 79.05 in Fpr m = &80 k/ft T.ax = -198.48 k W1 = 372.00 In 229 ft Aw 279 in C 98812k 4e,en=174OOIn = '15Oft 44 Asd = 0.89 in2 T = -47.82 k -' :- 1 M = 2959.87 k-ft - Mu = Pd X 0 751fmm -' Lfte 63 ft -' Pend 6264k Asa = Pend . •. -.:: cDt 116 1fl2/h2lfLirame " Precompression = 31.5 ft = 214.2831-- k I 3.9682061n. = 3968206'fl •r• . .5'.. .5. . 1, 4. 1 . 5 . . Force West Cmaz = 198 48 k Wcompr = 15.88 in Fp mprm = * 6 80 k/ft 4- 1 Tmax= -988.12 k Wten = 372.00 -. Ornot = 00 ir "0 00 ft 899 In2 C 19848k eten = 17400 in = 1450ft A = 9,31 in' T = -502.66 k # 01 M= 728857 k-ft : Mu = Pend X 0 75L1ç0 Lt,,jre = 63 ft ' Pend = 154.26 k 4 Ase = Pend vy Asereqd = 2.86 in2/half Lirame -4" Precompression = 31.5 ft = 214 2831 k 3.968206 in' 3.968206fl' - OK ' t4 S .' '--, 4- 4/ -, .• .; S - Hope Amundson Calculations By :.-M. Nekuda DD 115 LevèIO2Eccehtricity Checks -GL1 -t 4 Pe 1 ten cmax Ad ma Asc +A5 . . A :-- Concentrated Reinforcement @ Frame A = Distributed Reinforcement = Wp m X Fpremprm . eCGMpr = CL Wc pr - CL Frame - - e = CLW1 - CL Frame 4 0 Force East L Cmax 664.25k W.pr 54.74 in .- Fprccmr4.80k/ft • Tmax = .. Wten = 36Q.0Oun .. ,29.31k = in .15.37 1.28 : 3.41 in2 C= 68&25k .eten =.168001n =.. 14.00ft Asd = -2.87 in2 T 154 83 k 4 M = -1291.21 k-ft M = Pend X 0.751-rne Lj = 77.75 ft ?en -22.14-k 4 Ase cDf = 441 in2/half Li m e. Precompression= 38.875 ft 186.5573 k; - : ..-, ••'. * • . . 0 .3:45475 ifl. • q a = 34547 ,prev 65 in , (a I : _4. • 00; 0 0•O Force West Cmax = 29.31 k We,r = 2,34 in Fpmcompr/ft =0 4.80 k/ft Tniax = -684.25k.: - •. 360.001n- epr = 0.00 in . 0.00 ft • A. •.- 3.41-- in -- •. C 29.31k ..- . eten = 168.00 in 14.Ooft- A = 9.26 in T = -500.11,k -M= 7001.54 k-ft • . 4. 0 M Pe X 0.75L j, : 4 L 8 = 7775ft V. Pend 120 07 k Asa Pend - -- • *-- . 4 . 45 Df - = 2.22 in2lhalf L1 rame 0 • . • • Precompression = 38.875 ft = 186 5573 k - .3.454765 in : - In' a ó 3454765 Hope-Amundson ••0 - Te len C=Cmax Aw T Tmax Asc = Concentrated RE = Distributed Reinl .'... e=CLW-CLF ew,= CL Wten CL Fra EorcéEáSt' Cm = 956.25 k T!T = 192.44 k Asc 8.37 1fl2 A 1 = -11.93 in2 M = -7252.29 k-ft = Pend X 0.75Lrmr 63 ft Pend = -153.49 k '. Asa = Pend 0: Df A18 reqd = 2.84 in2lh 0, Precompression = p — As,prov o:F0! West Trnin = -192.44 k Trnax -956.25k = 8.37 in2 Asd = 9.34 in2 M = 6830.82 k-ft M = Pend x 0.75L 0 0 L me = 63 ft Pend = 144.57 k 0 0 Aso = Pend øfy se,req'd = 2.68 in2lh Precompression = As,prov = 0t0 0 0 0' I Calculations By M Nekuda DD116 ° 0; k Level 02 Eccentricity Checks - GL 16 4 0 V. forcement @ Frame cement = Wpreccmpr X Fp mprrn 4 me e W,1,, = 76 50 in 4 80 k/ft Wien = 372.'00 in Moil = 26 25 in 2 19ft C 95625k e=ci74oOlfl =1450ft T= 64442k H0 ' 0. O ,•. 0 • ' 0 tj. ,° .00 to. 0 •• .'. : 0 ': 0 00 •.::: oo •' 0' ..0 f 0' 0 .: 0 •/ " 0 000.: S. 31.5 ft = 151.1654k 'H 0 •' • 2 79936 ifl 279936ifl' -O Wienmin = 84.00 in Fprmpr,i = 480 k/ftp Wien = 372.00 in = 30 00 fl = 2 50 ft C = -19244 k een=700in = 14050 ft T= -50427k • 0 •' 0 ••' 0 00 '' '• 0 '0 0 - ........0.00$ 0 00 00 00 •000$ ' 0 'O 10.. o 0 0, 0 :.0•• 0 ' 0 ....... 0 .000 .I.,.O.. .0 0;- , •0 ' 0 1L,0 31.5 ft = 1511654k 2 79936 in' 279936 In' IF OK I • ------- -. - peAmurdsoIi.:.. ...:. ..... J . .....DD.J.1.7 . • Fo'rce ksf MFj Total Force; 139676 0.010141 ( Total Force 2547.628 0.018496 . Cüilector Total Force 6369.071 0.046241-' - Total Area 137737.00 Chord Level 221.027 0 221;027 ; Chord Level3 677.2165 673.824 1351.04 Chord Level 2 477.2563 498.3047 975.561 Area Force Force/ft Level 04 Main 2932 54.23123 1,129817 Total = . 54.23123 Level 04-03 Ramp 10368 .. . f 191:7699 1,183765 . R41Ramp South =. i 166.7957 221.027 R3,Rarnp North = 24.97418 Level 03 Main 48281.50 893.0303 3.447994 Level 03 South End 2932 54.23123 1.129817 . Level 03 North End • 2941.. 54.39769 1.110157 : R3Ramp North . 24.97418 Total = 1026•633 Level 03-02 Ramp 10368 ' 191,7699 1.183765 . R3,Ramp South 324.407 1351.04 amp North = -132.6371 Level 02 Main 48281.50 893.0303 3.447994 Level 02 South End 2932 54.23123 1.129817 Level 02 North End 2941 54.39769 1.110157 1, Level 02 Ramp . 5760 106.5388 1.183765 Total= . 1108.198 • R2,Ramp North = -132.6371 975.561 / - ... ,. 4 . ,•-•' . . /. . . . . . L ' .. . ) • : . • - 1 A - Hope-Amundson-..--------.- Nekuda . H - - - ........... -- j royd 04-01$; XK 0 / II fl o. L_ Lh L Bk7lR 01 To - C) BARS 455O4RINF: BARS =- z- -,- r- •- _____ 5 — - - - '-9441 I ° EO S L. Hope-Amundson ..... CalcuIationsBy M Nekuda. __DD_119 _j Sheet - of - Project HOFE-AMUNDN Project No. Structural Engineers Engineer 0 1301 Third Ave. Suits 300 San Diego CA 92101 Date S 7 4. ... .-'- 4 Hp 1Lir un Gauiois By M Nu_ JOB SHEET NO O CALCU BY DATE CHECKED BY DATE L4 Chord Design - X Direction Grid Moment PT-Mmnt Net Mmnt "d" . T.-C :.. iJ..#5s Gid k-ft k-ft k-ft ft Kis, 1 9307.20 2794.64 6512.56 42 '' 154 2.85 ' 10 1. 2 6736.50 2794:64 3941.86 54 73 -1.35 5',2 3 3185.33 4179.54 0.00 54 . . .. .,:- .-.. 3 4 0.00 4179.54 0.00 54 .............. . . ;. . 4 . - Properties: _•4__ .. S . .. . . .. .. .. -. . -. fy 60ks1 . . • 0.9 - . . .• A55 = 0.31 in' . --- - Equations: - . . •. . T = C = Net Mmnt 1. S. d . . . .• . • - . . - As.reqd= TC . • . .. . : #5's:= A$..d (Results are rouAded.up to the nearest .wholènumber)- . .4 . .. A55 - . • - ? -. --- I-tope-Amun:son . JOBAN - ,.... . SHEET NO. OF 2-.--HEAJUNDSON .. CALCU BY DATE Sruurinrs . CHECKED BY . DATE L4-L3 Ramp Chord Design' - X Direction Grid Moment PT-Mmnt Net Mmnt "d" T-C ' As Grid k-ft k- ft k-ft ft - Kips . in2 4 0.00 4179.54 .0.00 60 . . . 5 2416.66 417954 0.00 60, ,. . . 5 .6 3787.90 4179.54 0.00 60 7 4302.80 4179.54 123.26 60 .2 0.04' 1 7 Max 4320.02 4179.54 140.48 60 ' '2 0.04 1 . Max 8 4150.58 4179.54 0.00 60 - . - 8 9 3520.22 4179.54 0.00 - 60 . .9 10 2600.88 4179.54 - 0.00 60 . , 10 11 1581.66 4179.54 . 0.00 60 .11 12 651.66 4179.54 0.00 60 . ' . 12 13 0.00 4179.54 . 0.00 - .60 . . . 13 HopeAmundson, _CaIcuIationsBy. .MNekuda-_ - 1' TFFTU II H. oil if Iris T UP IDJ If -: 14, it IL JL. if Ll T I .Fit &Loft Ow lit 1:1 IP —:— -- L it it it le Cl It lit lit va_ H U 4 LQ\1c 1 O ; Il El I) l iii El I. J if El II :1 : 14 It i i r i II I I II ItDI I I LTT [1 CaIcutations.By..M.. Nekuda Sheet - of - Project HOPE-AMUNIDSON Project No. Structural Engineers . Engineer Date O 1301 Third Ave. Suits 300 San Diego CA92lol . . ... . ........... - ---.--.-...-. . -.---------- . . ___._i__.___-- - - ..-.-.-----.--- ---.--- -.-i--+ .-.----------,.--- -. - ..- - - LI -. . - ...,. --•'< llope; Ain undon cuIaiioB..l,1 NJekuda.L, - - - DD - 12 -. •_ r .- Sheet - of Project -- .,_- -- HOPEANtUNDCN Project No., .- Structural Engineers Engineer . Date-, -. - ( 1301 Third Ave. Suite 300 - Son Diego CA 92101 r -- - -:-• - - .-. -Hup -At iun5ii... JOB ••. SHEET NO. OF C) HOPE AtvUNDSON CALCU BY DATE Sructuiat Eginr CHECKED BY DATE - L3 Chord Design - X Direction Grid Moment PT-Mmnt Net Mmnt "d" 1-C As,req d #5s Grid tkft k-ft k-ft ft Kips 'in 2 1 0.00 64799.21 0.00 246 1 2 7946.44 64799.21 0.00 248 2 3 19147.10 64799.21 0.00 245 ,.. - 3 4 29399.01 36064.87 0.00 184 . . 4 5. . 32949.22 .36064.87 . 0.00 184 .5 6 35723.42 36064.87 0.00 184 . 6 7 37624.93 36064.87 1560.06 184 j 8 . 0.16 1 7 8 38557.05 36064.87 2492.18 184 14 0.25 . 1 -8 Max 38636.94 36064.87 2572.07 184 . . 14. . 0.26 . 1 Max. 9 38423.10 36064.87 2358.23 184 13 0.24 1 9 10 37126.39 36064.87 1061.52 184 6 - 0.11 1 10. 11 34570.23 36064.87 0.00 . .184 - 11 12 30657.92 ' 36064.87 0.00 184 . _1__ 13 25292.79 36064.87 0.00 ' 154 13 14 17788.86 64799.21 0.00 248 . . . 14 15 8199.09 64799.21 0.00 '248 15 16 * 0.00 64799.21 0.00 - 248 . _1__ -. - - -. --. - - Hope-Amundson.. .-... Calculations By. M. Nekuda... ..-...-.- 0 HF AMUND5ON. ruttu Eçner JOB . S SHEET NO. OF CALCUBY DATE CHECKED BY DATE' * L3-L2 Ramp Chord Design - X Direction Grid Moment PT-Mmnt Net Mmnt "d" T-C As (eq'd in' #5s Grid k-ft k-ft k-ft ft Kips 4 0.00 4179.54 0.00 59 '. 4 5 4377.98 4179.54 198.44 59 3 0.06. 1 5 6 6239.55 4179.54 2060.01 59 35 0.65 3 6 Max 6418.64 4179.54 2239.10 59 38 0.70 ' 3 Max 7 6194.09 4179.54 2014.55 59 34 0.63 3 7 , 8 4851.00 4179.54 671.46 59 11 0.21 1 8 9 2819.68 4179.54 0.00 59 1 9 10 709.52 4179.54 0.00 59 - . 10 11 870.07 4179.54 0.00 59 11 Min 1342.23 4179.54 0.00 59 . Mm 12 1309.71 4179.54 0.00 59 12 13 0.00 4179.54 0.00 '59 . 13 5 , 5 (Results are rounded up to the nearest whole number) Properties: fy 60ksi 4,- 0.9 A 5 = 0.31 in Equations: T = C =Net Mmrit d Ag.d = TC (pf #5's = ASd ASAS LHope Aiindson . _2_ -_ Calculations By1M Nekuda-. - DD 127. I .lop - - . __ _ It 11 it T. All Of ii Ii I: ii II I ii _________ \-•ñ..!JI• I [ji 1 Lae-Z .of.-*I U11 i i - I it it iji 44- It ili FI I;E_:: Jit Ill fit v fit III It i ;it U lb 1VcOlr I II I ty 41! IIçt y 6 U II ILEt I It II r t t II II II . It -lit t II ' ii .I I ai'i.1 ii I......... I ,4 ---I U • II II U I - t . i 1 -:_------ — 4 Ci 0 S 46 (Th - .•' ... 1) S S -' -"•---------' -- -r----• -: - Hopemurisun GaIcioosBy..M ekud. Sheet - Sheet - at Project S HM-AWNDSM Project No. - , Structural Engineers Engineer - Date 1301 Third Ave. Suite 300 \j San piegD CA 92101 I pe-Amundson _ aIcuIations By J DD 129 - -. , . SikZ!Aii! Structural Engineers 1301 Third Ave. Sule 300 San Diego CA9201 Sheet of Project Project No. Engineer Date - - C .•- .... ,,.. 4 2. '.4 .,.• ... . .., .• Hupe-niundsori cuUoii b, UD. LU '2' - - •l .. JOB . . it SHEET NO. . OF CALCU BYiUPt AWJNIhOk ,;,., . DATE ruc, • CHECKED BY ' DATE . . L2 Chord Design - X Direction Grid Moment PT-Mmnt Net Mmnt "d" T-C 2Asrd #5s . Grid k-ft k-ft k-ft ft ? Kips in2 ". 1 0.00 45712.42 0.00 248. '. I •. 2 5535.72 45712.42 0.00 248' . . 2 3 13079.10 45712.42 0.00 248 l 3 4 19631.12 25441.86 0.00 184 / . ' 4 5 23368.14 25441.86 0.00 184 . 5 6 26301.92 25441.86 860.06 184 5 ' 0.09 1 6 7 28343.47 25441.86 2901.61 184 , 16' . 0.29' - I - 7 8 29403.79 25441.86 3961.93 184 .. '22 . 0.40. : 2 8 Max 29538.18 25441.86 4096.32 184 . 22. 0.41 2 Max' 9 29393.89 25441.86 395203 184 21 0.40. - 2 -' 9 10 28224.76 25441.86 2782.90 184 15 0.28k 1 10 11 25807.40 25441.86 365.54 184,, '; 2 '--,0.04' •:. ii 12 22052.82 25441.86 0.00 184 - . . 12 13 16872.01 25441.86 0.00 184 13 14 12383.68 45712.42 0.00 248 . . 14 15 1 5931.49 45712.42 0.00 248 . -. 15 16 0.00 45712.42 0.00 248 - - ;- 16 Properties: . .. fy 60 ksi 2 0.9 A55 = 0.31 in . Equations: . . '• T=C= Net Mmnt * . d ''s.req'd = T = C ' . . - * ,• f 5, S 2*' #5's = As,req (Results are rounded up to.the nearest whole rumber) A5,#5 •. . - : :•...:*: - , . 5*. •. "-S -S-S** 5555**_ __**S S*•_- #*_5 . ......... .+.+4 *7444 - . -.• . -. Grid Moment PT-Mmnt Net Mmnt I "d" T-C I ASr •d #5s Grid k-ft k-ft k-ft ft - Kips in2 4 4794.27 2948.45 1845.82 64 - •' 29 0.53 2 4 * 5 3068-33 -2948.45 119.88 64 2 .0.03 - 1 5 6 1725.94 2948.45 0.00 64 6 7 767.08 2948.45 0.00 64 7 8 191.77 2948.45 0,00 64 . 1 8 - 9 0.00 2948.45 0.00 64 . - 9 ' - ' '- - --' -- ---- - -Hcpe-.Arn~n .. -CaicuIabons,By-.-M.--Nekuda - : - —DD r13.1 .. S S JOB SHEET NO. OF aI ' CALCU BY DATE CHECKED BY DATE 1 1' L211 Ramp Chord Design -.X Direction -- Properties- fy S 60ksi c1 0.9 A = 0.31 n2 - . - 5 (' Equations: T = Net Mmnt d Asreq'd = T = C (pfy. #5s As,req'd (Results are rounded up to the nearest whole ni.mber) - * - - S . - .4, -. .. . '... .... 4 F Current Date: 8118/2016 933 AM Units system: English File name: l:04 Project&2016216003.00 Legoland PS (D-B)1 Central Folders\03 CalcsRAM ElementsChord Design X Direction.etz\ Load condition: DL=Dead Load ct C, r477.29 fy=498.31(H.: L -. . . Fy677 19[Kipj I — 4 - y'673 811K - 4 I 'fy32441[Kipj : . .Jl~,)*132.64[Kip] C - * * - - t Fy166 8(Kip] 1Fy24 97[Kip] 4 -4- - -. ,.- ,•- ., 4., t - - . - . .4 . -. S .. 44, 'S - C 4- . . 4 4 .. ......."r .. • r 4 ' - 1 4. . - • - Current Date: 811812016 9:36 AM . - Units system: English - File name: i:04 Projecis\201621600300 Legoland PS (D-B)\1 Central Fo!ders03 CatcsRAM ElementsChord Design X Direction ,etz - Load condition: DLOeadLoad Loads Global distributed - Members Local distributed - Members . - - Concentrated - Nodes 2 48txI 1 ... . tTKJflJ •. - .. - 0 - KL 9LjP ss9tKni . •• . . ______ - - - - . -2 IWp7 - - . .• - - ;Berey Current Date: 8/18/2016 9:36 AM Units system: English File name: 1:04 Projects2016216003.00 Legoland PS (D-B)1 Central Folderst03 Calc&1RAM ElementsChord Design X Direction.etz Lead condition: OL--Dead Load WI '- - -: - I Internal forces Bending moment 3712383 nj P-29 MR3 30E-994 7 l9 It M33593I 494K19'fIJ .. ... - ..... .......... ....33-II77jKipftj M33-I9I.770p84 N334794.27jKip43-3068 3K31725.9PM3'7.084KPfll M33863e.9.4pcpnj M33.34570.234Kip1II ., I • .•. :- . M3842.11We8J . M33570.24pJ M3325292.7G(Kipflj M3 19147 1(K1P It1U 8ILIt Ilk fi 2592pIt) 7748 94 M33789.4I3I9l47.I(kipfl4 • ...• -- . - • •* ........ - •-•- • / 340198 p114 • - M33l7748.O,19gf.9j -. . 4 KIT -, - • M338418 84IKip11) • 1*433 2819 V...........7......... - '1*133O9882lKtpi3 UflO8KI9i340955IKe11b340194O9(K3-40511K81 - . • . . M334l8S.334Koltj M33 .31715334Kip714 - • 1*133.9307 • * - - ..•- . I.. • . -. .. --- - 4 ........,.M33415084X9ftI.. - .M328ls8i 4w*ftI..: - MM 3520.2241(Jp f1J M33651 084K - 3520221 p33 Kip1133 1:ie8pp1.351884Kp71 - ,r ..t . .' •,.__4 . - 1* . . . - - - I -* - . . -• /. So ED - 1 Hope Amundson Calculations By M Nekuda , OD 135 Sheet of Project Project No. Engineer Date MI Structural Engineers 1301 ThrdAve. Suite 300 Sun Diego CA 92101 -. --------------r-------1'I--- Level Frame Dir V, Awtreq'd Dowels Plane I - - - USE (in Ift) - - 4 E N-S 15.27 0.242' 0.109 #4@18= 0.133 3 A N-S 27.22 0.432 0.299 #4@6 0.400 3 E N-S 17.23 0.273 0.140 #4@15 0.160 2 A N-S 33.5 0.532 0.398 #4@6 0.400 2 E N-S, 122.87 0.363 0.230 #4@9= 0.267 1 E-W 10.56 0.168 0.000 N/A N/A: 3 1 E-W 21.78 0.346 0.079 #4@18= 0.133 3 16 E-W 26.74 0,424 0.158 #4@15= 0.160 2 1 E-W 19.77 0.314 0.047 #4@1B= 0.133 2 1 16 1 E-W 1535 0.244 0.000 N/A N/A S Level Frame Dir V (k/ft) " t,reqd 2 (in Ift) A v Plane 2 uOWeiS (ln2lft) USE E N-S 1527 0.242 0.000 N/A N/A 3 A N-S 27.22 0.432 0.000 N/A N/A 3 E N-S 17.23 0.273 0.000 N/A N/A 2 A N-S 33.5 0.532 0.000 N/A N/A 2 1 E N-S 122.87 0.363 0.000 N/A N/A 4 1 E-W 10.56 0.168 0.000 N/A N/A 3 1 E-W 21.78 0.346 0.000. N/A N/A 3 16 E-W 26.74 0.424 0.000 N/A N/A 2 1 E-W 19.77 0.314 0.000 N/A N/A' 2 16 E-W 15.35 0.244 0.000 N/A N/A Hope-Amundson . -j.:• r-- -' 0DH36----.- -- P15 A iCE-AMUNDSON Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Sheet ._.__ of. Project Project No. Engineer Date ko caAcMdc) * oJc 1.J - -' - - .:. . L41 (caM- MW4~icalk I 1:. 1.0 (flQ1YY&. 3V4) 4 --- - Ii I •' I I I IT -- ..:::,:,:::, s-i Sheet _____ of Hope-Amundson - ;- Calculations By: M. Nekuda Project HOPE AMUNDSON Project No. Structural Engineers Engineer 1301 Third Ave. Suite 300 40 San Diego CA 92101 Date - I tfletOZ5 1Y 1Lr'TQi1k I i -I %YYt )kflkf4*-. Cc. - . I - - Eor4t LQ.x% Las kA3 QL4 I LP --........ --. ------.---.-.------i------------ I 1 I UC,&4 I ----4 Lew I SM '36A T Z-'2. I4' U/*'z.!/v4 - j I 1 - I --I 1 - I HL -H1 ii ___ H .4~ liNOMA dV6n V cValculati M. Nekuda • V Current Date: 8/23/2016 5:50 PM-. Units systm English File name: l:\04 Projects\2016\216003.00 Legöland PS (D-B)\1 Central Folders\03 Calcs\RAMElements\Canopy.etz\ - I •V V - - - - V•VV i34 H ion CaIcilations By M Nekuda - Current Date 8/23/2016 554 PM , ., .- .. Units system: English . F116 name: l:\04 Proiects\2016\216003.00 Lecioland PS (D-B)\1 Central Folders\03 Calcs\RAM Elpmnts\Canonv.etz\ CD -2 I N 26 N 28 N 11 t N19 :20 I '4 N 21 ... INN'23-% - 4 I / N24 t j_ - . . ..-..- •'. ;:.-' 'N25 '' -- • *' ;• .: -. 'j_• .-•. , . .. - .. ,- ,,-, •••\ ,, -, - 14 ( 44 T • •:' ' - Iji * .4 • N2 N 27 V Calculati M. Nekuda V V V Current Date: 8/23/2016 5:52 PM- Units system English File name I \04 Projects\2016\216003 00 Legolarid PS (D B)\1 Central Folders\03 Calcs\RAM Elements\Canopy etz\ - V V I I / • V . /. V -V V 'V j/ '... I / - V V V I l-. V •V 4 - - I VV V V ' V V V V V V V V • V V V V V V •V • V V - - * Calculations ByM Nekuda - - CD 4 Current bate 8/23/2016554 PM Unitséyt'm:EngIish ... FiIename: 1 :\04 Pr6jects\2016\216003.00 Leaoland PS (D-B)\1 Central Foldérs\03 Calcs\RAM Elements\Canoov.etz\ - - - . .. . ..--- I / i•_ / - jell I I - I 1/ 44 _t _• .-. . '--S 5_S .I .,. - .5 :; . - -.-.:- "i., _- t Ply IPI -, '5 - 4- •/5 * 4 4 :tI.* : T4 *S*.:l¼z .; : •-: -r(' - • :,.- F.'-- I m - - 5- . - - : - •. . - . - . B(ttujon Ca cu MNekuda * - 5Curent Dates 8/23/2016 5:54 PM. -Unitssystem:English --- File name 1A04 Projects\2016\216003 00 Legoland PS (D B)\1 Central Folders\03 Calcs\RAM Elements\Canopy etz\ -4; 4 45 45 .5 * - . 5 5 45*5 5 _5 • 4 •t . . St S4 - •* 4 _s. . - - 45 - . S - 5 - .5 5% . S - - S. S S5 .5 • •0 - - - . - 5 5*. *55.5 5 • .5.5 .5 4 5- .5 .5 S . .5 5 5 . . S. - 4 .5 -. 5- 5 . 4- - 45 .5 5-* 45 5 5. '.- 4.5 •. At. - - . - -- - • 4 f '-'-.. / . S 5 .5 .- .5 - S . * - - - - S /• S -. 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Hope Amundson Calculations By M Nekuda CD 8 - V - - - Canopy Bent 16 GA Pert Mtl Panel 1.8 1.8 2 - 7/8 Corrugated Mtl Rooting 1.2 1 8 ti Water Sheild (assum liquid app WP) 07 5/8 Ext Frt Sheathing 1.9 1.91 1 1/2 x 1 1/2 Steel Tube Sublrame 06 06 Misc 0.4 4. - - Dead Load to Beams S '.. . .,,4 '5f• Per Model ' Pee Model . * .. '' (applied as superimposed load 6.5 6.5 4 , to computer models)v , . Live Load (Reducible) 200 #- .5 - .4.5S 4 . . - . ,,,_1.. . .. 4..S, • ., ....... . • . - ." , f . . . 55 • V ,.••'-. •: •. -. 554 , 4 -r '• ' -.. .' - ., • . S.. - . • '--. °•'. .5 . 54 45.5 . 4 4,. jj 41 .,. .. 4 t 4 • . ': _; .- 554 5.9 4. 4,•, -• .5 45.455 .5 - • .' - ::•',. 4 V4 4 5 . '5 1 5.. •5.',. 4 ,,5.. . ............,.• , 4. . - ,:, . V ''•:' . ,4:-_- 54 ........•S.'• 'i: . •• ,•'V-€4 . ••.,t . '.' 1'' 4 . . •' , S . ",' .4.5 , .5 . 4 _,, - - - '- . • '- S • . '5..,/4.'. •' '4 4 5. -"-'4 . , - . ., . - 5. • ,• -- .5 !'. 4.',. • -: . ... Vs,,. -',. .' ' ,' 44' . 4 , , •,. ': • 549 •.' S ' : -: . - S . t4+. 4 • /5 -. 0 Hope-Amundson AN S HOPE AMUN)5CN Structural Engineers 0 • 1301 Thud Ave. Suite 300 San Diego CA 92101 Calculations By: M. Nekuda CD - 9 Sheet _____ of Project Project.No. Date Engineer - t. S'S Hope Amundson Calculations By M Nekuda CD 10 JOB SHEET NO ' . HOPE CALCULATED BY DATE . CHECKED BY DATE_________ .S. . • s •• ., •.- ,. . Wind Load on Components and Claddina I Determine Design Wind Pressures for Components and Cladding of Enclosed and Partially Enclosed Buildings where Ii is no greater thin 60 ft. .. tby the General Envelope Procedure Based on ASCE 7-10, Chapter 30 section 304 This procedure may also be used for buildings up to 90 It for wind directions where the width is equal to',or greater than the height Per section 30;6 2 Input Data Variables determined by site and location Variables determined by buildln configuration V = 110 Basic Wind Speed per Figure 26.5-1, mph It Risk Categofr per IBC Table 16045 C Exposure Category per Section 26.7.3 h 4'5.0,- Men Roo? Height tt Zg = 900 Nom Ht. of Atmos Bndry Layer per Table 26.9-1, ft Kd = 0.85 Wnd DIrectionality Factor per Table 26.6-V,"- 0 9.5 3-sec Gust Speed Power Law Exp.per Table 26.9-1 E Enclosure Classification per Sec 26.2 K 1.00 Topographic factor (where z = h) per Section 26.8 0 = 50 Roof angle;degrees Variables determined by, ASCE 7, Chapters 26 & 30 GC0 = 0 18 Internal &uli Coeff per Table 26 1? 1 GC (below) Ext GustlPressure Coeff 5..' •,5 •• • per Fig 304 1 thru 3047 and 2743footnote4 Output Data A 1) Velocity Pressure at Height z per Section 30.3 = 201 (zi; )V K K (where z = h) = 1.07 (Equation C27 3 1) q = 000256 K Ke Kd V2 q, = q (where z=h) = 2817 (Equatlon3O3 1)' 2 ) Design Wind Pressure per Sections 30.2 .2 and 30.4 .2 p = q (GC) (GC) I r (Equatton 304 1) Design Pressures (positive is toward surface negative is away from surface) Com ponent Fi g. Zone Eff External Pressure Internal Pressure si Potive tnt Press Negative tnt Press - q (GC) q (GC) p = q ((GC) p = q t(GC) + Area (In (GC,I) (GC)) RfOverhang(-) 30.4-2A 3 10 28.17 x -280 c -78.87 28.17 x A. ).834 p.. -7340,. RI Overhang (-) 30.4-2A 3 20 28.17 x -2.30 = -64.76 28.17 • :7 =E985.. ='-- RfOverhang() 3042A 3 48 2617 x 163 = -4577 2817 x 018 = 507 p S'= OO Rf Overhang () 304 2A 3 50 28 17 x 1 60 = -4507 p = 5014 p = .40ft0 RfOverhang(-) 30.4-2A 3 100 28.17 x -1.10 = -30.98 2817 x 0-1: = 507 '28.17 • x '018 -, 5.07 P' = 46.05 p '-25.91 Allow- -.,'; -:-.' -S.. • __________ ___________________ - .'.. • '..•-•.- 0• . .... 0.Ô5 Ô.43 0.24 0.57 0.43 0.24 0 4 . 0.29 0.24 . 0.25 0.24 0.00 I 0,39 0.24 0.52 0.39 0.24 0 31 0.26 0.24 0.24 0.24 04 PTQle 1&.2O16\216003OO =c' PS (D-B1 CenaI Fdar'1i3 CatcSpreedsfloals\Canopy S&mié LoaS.,ils z ä, : 1,25 1.00 2.50 2.50 1.00 2.50 : 2.50 1.00 2.50 2.50 0.00 0.00 0.00 h R 1.00 1.50 1.50 2.00 2.50 2.50 3.00 3.50 ' 3.50 6.00 0.00 0.00 . 0.00 C...i 16 _T63'__,1.25 .118 038 !JQ4 078 027 067 'fl39•" 0.95 1.14 0.61 1.25 1.14 0.36 '091 0.76 026 -- 0.65 0.38' 0.90 1.10 0.59 1.25 1.10 0.35 . ['.58 0.73 0.25 0.63 0.37 0.85 1.06 0.56 1.25 1.06 0.34 065 0.71 0.24 0,60 .0.35. 0.80 1.02 0.54 1.25 1.02 0.33 062 0.68 0.24 0.58 0.34 0.75 0.98 0.52 1.25 0.98 0.31 0.78 0.65 0.24 0.56 0.33 0.70 0.94 0.50 \1.25 0.94 0.30 0 75 0.63 0.24 0.54 0.31 0.65 0.90 0.48 1.20. 0.90 0.29 0.72 0.60 0.24 0.52 0.30 0.60. 0,86 0.46 1.15 0.86 0.28 059 .., 0.57 0.24 0.49 0.29 0.55 0.82 0.44 1.10 0.82 0.26 056 0.55 0.24 0.47 0.27 0.50 0,78 0.42 1.05 0.78 ,. 0.25 953 . 0.52 0.24 0.45 0.26 0.45 0.74 0.40 0.99 0.74 0.24 0,50 0.50 0.24 0.43 0.25 0.40 0,71 0.38 0.94 0.71 0.24 '056 0.47 0.24 .' 0.40 0;24' 0.35 0.67 0.36 0.89 0.67. 0.24 0,53' 0.44 0.24 0.38 0.24 0,30 0.63 033 0.84 0.63 0.24 0 50 0.42 ' 0.24 0.36 0.24 0.25 0.59 0,31 0.78 0.59 0.24 0147 0.39 0.24 ' 0.34, 0.24, 0.20 ' 0.55 0.29 - .0.73 0.55 0.24 044' 0.37 0.24 0.31 0.24 0.15 051 0.27 0.68 0.51 0.24 041 0.34 0.24 ' 0.29 0.24 0.10 0.47 ..,.,.0.25 '0.63 0.47 0.24 Q 38 0.31 0.24 0.27 0.24 1 ,." 4- Hope-Amundson - Calculations By: M. Nekuda CD - 11 JOB SHEET NOI OF HOPE AMUNDSON CALCULATED BY DATE____________ • - CHECKED BY. DATE trt.r1I J Seismic Lateral Force on Npn-Structural Elements and Components Determine value of F (relative to Wv). Based on ASCE 7.10. Requirements for Seismic Design Category Aare not considered. Input Data . Variables determined by Sections 11.4.4 and 13.1.3 S0 = 0.784 Spectral acceleration for short period per Section 11.4.4 = 1.00 Component importance factor per Section 13.1.3 Output Data - % . - Strength level seismic design force per Section 13.3 and Tables 13.5-1 and 13.6-1 . .. .pS-( - F ()= 0.3So5 IF, W = 0.24 W (Equation 13.3.3) . -. p(-(I00-a) . 1415O 1.6 S05 l W = 1.25 W (Equation 13.3.2) . . (q 13. I 0.4a,S05 l' . - . . = I 1 + 2 -J I w (Equation 13.3.1) RWIP h . Lc,O = [effident from table below ]' . . •1y 3 HEt.0)0.t Strength level values of F (relative to W) . . p p IMF Lc4-, ) Calculations By: M. Nekuda CD - 12 Current Date: 8/23/2016 5:59 PM Units system: English File name: l:\04 Projects\2016\216003.00 Legoland PS (D-B)\1 Central Folders\03 Calcs\RAM Elements\Canopy.etz\ Load condition: DL=Dead Load Loads Global distributed - Members Local distributed - Members \IT I 2\ r -O 325lKip/ft] 3 325LKip/1t1 , 3 C325(Kip/f] 625[Kip/fl] - I 0,0325[K, 0163lKr ft} -- 325Kip/ft] O163EKiP/ft1 0 325[Kip/ft] - _-- i 25lKipIft] -. - - - -o 025[Kip/ft] -o 025[Kip/ft] y 31 u3[Kipffl;,", 7 A Ise rdmil-mder, Calculations By: M. Nekuda CD -14 Current Date: 8/23/2016 5:59 PM Units system: English File name: l:\04 Projects\2016\216003.00 Legoland PS (D-B)\1 Central Folders\03 Calcs\RAM Elements\Canopy.etz\ Load condition: WL=Wind Load Loads Global distributed - Members ME Local distributed - Members 127[KipIft] \\ 1fè \ \ r4 - • \\ \\ 27[Kip/ft) 4[Kipfft] \ \ U 4(KipI - -4 - I I 4[Kip/ft] \ '41KipI1 \ t /27(KipJ] 0.2 4[Kipft1 p------ ----. _----- 1 1 127[Kip/ft] 4[Kip/ft] :4[KipIft] - C 4[Kip/ft] 54[Kipfft] 0 254[Kip/ft] ' 0 27[Kip/ftj "4 N N Ij . . Y z4 x - : - - .- - - '.i -- ..-- .---. --,. -. •--- - Rt 11B(StIAJJOfl CaIcuIati M Nekuda C. Current Date 8/23/2016 5 59 PM Units system English --- - - File name I \04 Projects\2016\216003 00 Legoland PS (0 B)\1 Central Folders\03 Calcs\RAM Element\Canopy etz\ - Load condition EQx=EQx • - - - .-,-'- -• -- - ---•• •. Loads Global distributed Members Local distributed Members C. -- --, - -• •'c • .. -. \ - -. - \ •• H -- - 3 21Kip/ft1 - - -: 1 3v ] • •-. 1[pl - -. - •- .- - - 1Ckr] - ilk it 3 3 1(Kip/tiJ it j 0 1 Kjitj I Jil /)1i 4[ pit I y 1 4[k r P] Z - Jjlk - - -'- - • -. I ,- 3 ( *. 1. -- 555 .- '- - Calulations ;: M. Nekud Culrent Date 8/23/2016 6 00 PM - Units systern:English5 -: -. - -File name:-l:\04 Projects\2016\216003.00 Legqland PS (D-B)\1 Central Folders\03 Calds\RAM Elements\Canopy.etz\ Loado cndition: EQv=EQv 4, - - - CD'-16 -- Loads Global distributed - Members - Local distributed - Members - . . 5j(jp/ft)' - - \ \ \ 164Kipfft] St - 104[Kip/ftl \ \ \ 104[Kip/ftl 0521[KIP/ftl\ 104[Kip/ft] 104[Kip/ft] - * - 'S --- -- 0521(Kip/ft] .5 ----5---- - ' 104(Kipftj -p/ft] . 1 O4[K - .1O4[KiP/ft]X. Z' O52p/ft] 104LKIpIfl) ij c r. - '.:- - c- .--. - AtI - - .. : : - •- S. Calculati• M Nekuda nmu ndson croe Current Date: 8/23/2016 556.PM Units system English File name: l:\04 Projects\2016\21 6003.00 Legoland PS (D-B)\1 Central Folders\03 Calcs\RAMEtements\Canopy.etz\ Steel Code Check Report: Summary - Group by section Load conditions to be included in design a=1.4DL . . . . bl2DL+l.6LL . .. c=12DL+LL+WL . .• d=0.9DL+WL . . e=1.3568DL+LL+EQx - f=1.3568DL+LL+EQy. - . - g=0.7432DL+EQx - - - h=0.7432DL.i-EQy . . . . .. i=1.3568DL+LL-EQx 1=1.35680L+LL-EQy 0 . . - . - -. - . . -• k=0.7432DL-EQx 1=0.7432DL-EQy . m=DL -. n=LL o=DL+LL p=0.6DL+0.6WL q=DL+0.75LL+0.525EQx - - - - -- - . r=DL+0.75LL+0.525EQy . s=0.6DL+0.7EOx t=0.6DL+0.7EQy Description Section - Member CtrlEq. Ratio Status - - Reference . - - - - . -• - HorHSS .HSS_SQR4X4XI4 -. 17 I ato.O0% 0.18 OK Eq.H1-1b : Main Channel C 15X33.9 S 3 - at 0.00% 0.27 OK - - Eq. Hi-lb T-C Brace PIPE 1-1....4x0.140 T35 - dat 100.00% 0.77 OK - Eq. Hi-la Pagel CalculatI M Nekuda C. Current Date: 8/23/2016 5:58-PM S .S Units system: English• - File name: l:\04' Projects\2016\216003.00 Legoland PS (D-B)\1 Central Folders\03 Calcs\RAM Elenents\Canopy.etz\ - Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My ' - - - S S zS_.___5. S S S S . S S 55, 5 Direction of positive forces and moments - -• S S - - S. Envelope of nodal reactions for rnDL S S 55 n=LL S o=DL+LL S S S S p=06DL+O6WL q=DL+0.75LL+0.525EQx - - r=DL+0.75LL+0.525EQy S s=0.6DL+0.7EQx t=0.6DL+0.7EQy S - - - - Forces - - - - Moments Node Fx Ic - Fy Ic' - Fz - Ic Mx Ic My Ic Mz Ic [Kip] -- [Kip] [Kip] [Kip*ft] - [Kipft]S [Kipft] - 2 S• 2 Max -2.059 s 0.754 s - 0.039 m 0.00000 m 0.00000 rn 0.00000 rn - Mm 0.343 o :0.145 o -0.005 n 0.00000 m 0.00000 rn 0.00000 rn 3 -- Max 2.274 s 0.060 p 0.039 m - 0.00000 m 0.00000 rn- - 0.00000 rn Mm 0.142 p -- -0.845 s -0.005 n 0.00000 rn 0.00000 m 0.,00000 -m 6 Max 0.444 o 1.628 p 1.250 o 0.00000 m 0.00000 rn 0.00000 - rn Mn 3334 s 2394 o ---------------------------------- 0630 p 000000 m 000000 m 000000 rn 8 Max 0.000 r . - 1.722 p . 0.123 n 0.00000. rn 0.00000 m - 0.00000 rn Mm - -0.752 s -1845 o -0.270 p 0.00000 rn 0.00000 m - 0.00000 rn Pagel .4. - oAminofr Culattft&-By - Nekt,de- CD 19 10 Max 0183 p 1 628 p 1 250 0 . 000000 m 000000 m 000000 m Min -3:613 s ' -2394 o 0.630 p .0.00000 m 006000 n-' 0.00000 m- 26 Max 0.001 0 2.569 0 2.004 0 0.00000 m 0.00000 m 0.00000 m Mm -0.002 s -1.700 p -1.319 p 0.00000 m 0.00000 m 0.00000 m 27 Max 0.000 p 1.786 0 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.396 0 0.00000 m 0.00000 m 0.00000 m Mm -0.003 s -1.699 p -1.319 p 0.00000 m 0.00000 m 0.00000 m 28 Max 0.000 p 2.569 o --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2.004 o 0.00000 m 0.00000 m 0.00000 m Mm -0.003 s -1.700 p -1.319 p 0.00000 m 0.00000 m 0.00000 m Maximum relative deflections Remark.- Magnitude of deflections in absolute value. Condit. m=DL n=LL o=DL+LL p=0.6DL+0.6WL q=DL+0.75LL+0.525EQx r=DL+0.75LL+0.525EQy s=0.6DL+0.7EQx t=0.6DL+0.7EQy MEMBER 1 Condition Defi. (2)[in] Defl. (3) [in]. - - @(%). . ------------- ------------------ ----------------------------------------------- --------- -----------------------------. m $ '0 00001' (<1110000) 3750000 0 00010(< Y10000) 50'.00000 n 000001 (<L/10000) 3750060 000003 (<1110000) 3750000 000003 (<1.110000)- C'37.50000 0.00007",(< U10000) 5000000 p 000001 (<1110000) 3750000 000011(<U10000) 5000000 ½ q 0.000.09 (<L/10000) Z7,.50000 0.00007 (<LI10000) 50'00000 000003 '(< 1110000) 3750000 000008 (;C U111,01000) 5000000 ' s 000014 (<1110000) 37 50000 0 00005 (<1110000) 5000000 - 000001 (<LJ10000) 3750000 000006 (<1110000) 5000000 ) ½- 1' .,.., .4...Z - -- - ----.- • ,- 7 -. - --k-'; - \- .-:-- -! " ' --4 - ..-'-. ' - .. 4 - - -- V. _4 * - • . - .- - . I - A - • . - . -- 4. * A. jx p A.9 -t '-. Page2 .•, j 4.. - - , - - - MEMBSe Amundson CaIcuIatI M Nekuda Condition Dell. (2) [in] @(%) .. Del I. (3) [in] m 000000 (<1.110000) 2500000 000025 (<L/10000) 6250000 n 0.00000 (<1110000) 25.00000 0.00013 (< U10000) 62.50000 5 . 0.00001 (< U10000) 25.00000 0.00038 (<1110000) . 62.50000 5 p 0.00000 (<1110000) 25.00000. . 0.00005 (<LI10000) q 0.00003 (< U10000) 75.00000 . 0.00035 (<L/10000) 62.50000 0.00001 . (< U10000) 25.00000 - 0.00035 (<L/10000) 62.50000 $ 0.00004 (<1110000) 75.00000 0.00016 (<1110000) 62.50000 . .. 0.00000 (< U10000) 25.00000 0.00015 (<L/10000) 62.50000 S - • 55 •5 S MEMBER 3 Condition Dell. (2) ,[in] @(%) Dell. 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(<1110000) 75.00000 0.00174 (<1110000) 37.50000 . o 0.00007 (<LI10q00) 75.00000. - -0.00399 (1.17513) 37.50000 - .• p 0.00007 (<U1b000) - 75.00000 0.00129 (<1110000) 37.50000 - q - 0.00027 (<1110000) 50.00000 - 0.00482 (116227) . . 37.50000 • 000008 (<1110000) 7500000 000355 (118441) 3750000 s 0.06034 (<1110000) 37.50000 0.00308 (L/9739) - 50.00000 - - : 0.00004 (<LJ10000)• 75.00000 0.00135 (<1110000) 37.50000 • ' Page5 / ;. - :•.. :•i" ,.- -- -- ., -cY MEMBERII8pe Amundson Calculations By M Nekuda CD 23 Condition Dell (2) [in] Dell (3) [in] @(%) m 0.00002 (<LI10000) 75.00000 0.00045 (<1110000) 62.50000 n 0.00004 (<L/10000) 75.00000 0.00030 (<L/10000) 50.00000 0.00005 (<1110000) 75.00000 0.00073 (<1110000) 62.50000 p 0.00005 (<LJ10000) 75.00000 0.00023 (<1110000) 37.50000 q 0.00007 (<1110000) 75.00000 0.00035 (< U10000) 75.00000 r 0.00006 (< U1 0000) 75.00000 0.00066 (< 1110000) 62.50000 s 0.00005 (<1110000) 50.00000 0.00034 (<L/10000) 25.00000 0.00003 (<1110000) 75.00000 0.00027 (< 1110000) 62.50000 -------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 14 Condition Dell. 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(3)[in] %) m 0.00003 (<1110000) .25.00000 0.00203 (<1110000) 37.50000 • 0.00005 (< L/10000) 25.00000 0.00186 (<L/10000) 37.50090 . . o 0.00009 (<1110000) 25.00000 0.00389 (L17719) 37.50000 p 0.00007 (<L/10000) 37.50000 0.00162 (<L/10000) 37.50000 q 0.00016 •(< L/10006) 25.00000 0.00196 (<L/10000) 37.50000 . . r 0.00009 -(< L/10000) 25.00000. 0.00341 (L/8786) . 37.50000 s 0.00013 (7<1110000) 25.00000 0.00085 (<1110000) 50.00000 0.00004. •(< L/10000) 25.00000 0.00121 (<1110000) 37.50000 • MEMBER 17 • .• . . - . . Condition Defl. (2) [in] Defl. 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(3) [in] - @(%) - •.- . . . - - • • rn - 0.00009 - (< Ui 0000) _37.50000 0.00174 (<1110000) 37.50000 . - . - • - n - -0.000,11 (<1110000) 37.50000 - 0.00111 (< U10000) 37.50000 -- o - - - 0.00019 (<1119000) 37.50000 . 0.00285 (<1119000) 37.5000b - - p 0.00011 -(<1110000) - 375000O • 0.00068 (<1110000) 25.00000 -• q • . 0.00037 (<1110000) 25.00000 0.00293 (< U10000) . - - 37.50000 • - r- • 0.90017 (<LJ10000) .-37.50000 - 0.00258 (<LJ10000) - - 37.5000p ill : - • . • 0.00041 (<1110000) 75.00000 - - -, 0.00153 (<1110000) 37.50000 - - - - - - - - - . - ,• - - - - 0:00006 (<1110000) .37.50000 • 0:00105 (<111.0000) 37.50000 - • Page7 MEMBER 119p6-Amundson Calculations By Mi Nekuda Condition Detl (2) [in] Dell (3) [in] 4 .. '. . .. -. ......................* .4 . . - ... .. * D25 0.00609 (<LJ10000) 50.00000 0.00020 (<1110000) 62.50000 n 0.00005 (<1110000) 37.50000 0.00019 (<L/10000) 75.00000 0.00013 (< U10000) 37.50000 0.00037 (<1110000) 75.00000 p 0.00004 (<L/10000) 25.00000 0.00032 (<1110000) 25.00000 q 0.00034 (<1110000) 75.00000 0.00040 (<L/10000) 62.50000 0.00012 (<1110000) 50.00000 0.00032 (< 1110000) 75.00000 s 0.00041 (<1110000) 25.00000 0.00032 (< 1110000) 37.50000 0.00006 (<1110000) 62.50000 0.00012 (< 1110000) 62.50000 MEMBER 20 Condition Dell. (2) [in] @(%) Del I. 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P 0.00012 (<1110000) 37.50000 - 0.00000 (<1110000) 100.00000 q - 6.00012 (<1110000) 37.50000 0.00005 (<1110000) 37.50000 - - -- 0.00012 (<1110000) 37.50000 ,0.00000 (<1110000) 100.00000 s - - 0.00003 (<1110000) 37.50000 • 0.00007 (<1/10000) 37.50000 -: . - --- S . • 0.00003 (<1110000) 37.50000 - 0.00000 (<1110000) 100.00000 -- -S S (S - - I- - -- -S -- -. - . - - S - - - -• • -- • .5 S 5 55 Page9 - • • ss S - -- -. - - S - - 5 .. - 5 -- 5 -S-. - - 5-- S - CD-27 : • $ MEMBER I26pe Amundson Calculations By M Nekuda Condition Defl (2) [in] Defl (3) [in] m 0:00466 (<1110000) 50.00000 0.00023 (<1110000) 62.50000 n 0.01065 (L/6805) 50:00000 0.00014 (<1110000) 62.50000 o 0.01530 (L/4733) 50.00000 0.00037 (<L110000) 62.50000 p 0.01344 (115389) 50.00000 0.00007 (<L/10000) 62.50000 q 0.01300 (L/5573) 50.00000 0.01987 (L/3645) 50.00000 r 0.01271 (L15699) 50.00000 0.00034 (< U10000) 62.50000 s 0.00327 (<L/10000) 50.00000 0.02620 (L/2765) 50.00000 0.00289 (<LJ10000) 50.00000 0.00015 (<1110000) 62.50000 MEMBER 26 Condition Defi. 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Calculations By: M Nekuda Condition Defl (2) [in] DelI (3) [in] m 0.00449 (<LJ10000) 50.00000 0.00072 (<1110000) 62:50000 n 0.00966 (L17500) 50.00000 0.00057 (< LJ10000) 62.50000 0 0.01415 (115119) 50.00000 0.00129 (< LJ10000) 62.50000 p 0:01204 (116018) 50.00000 0.00045 (< LJ10000) 62.50000 q 0.01118 (L/6482) 50.00000 0.02080 (L/3482) 50.00000 r 0.01179 (116143) 50.00000 0.00119 (<LI10000) 62.50000 s 0.00195 (<1110000) 50.00000 0.02666 (L/2718) 50.00000 0.00277 (<L/10000) 50.00000 0.00048 (<1110000) 62.50000 4 1 - 'CD-.29-, MEMBER 32 Condition Dell. (2) [in] @(%) Defi. (3) [in] m 0.00004 (<LJ10000) 37.50000 0.00000 (<L/10000) 100.00000 n 0.00010 (<LJ10000) 37.50000 0.00000 (<1110000) 100.00000 o 0.00014 (<L/10000) 37.50000 0.00000 (<1110000) 100.00000 p 0.00012 (<1110000) 37.50000 0.00000 (< 1110000) 100.00000 q 0.00012 (<LJ10000) 37.50000 0.00005 (< 1110000) 37.50000 0.00012 (<1110000) 37.50000 0.00000 (<L/10000) 100.00000 s 0.00003 (<1110000) 37.50000 0.00007 (<L/10000) 37.50000 0.00003 (<1110000) 37.50000 0.00000 (<1110000) 100.00000 MEMBER 33 Condition Dell. (2) [in] ----------------------------------------------------------------------------------- m 0.01099 (118301) 37.50000 n. 0.00383 (<LI1OQOO) .62.50000 0 0.01476 (U6i81) . 50.00000 Dell. (3) [in] @(%) 0.00545 1110000), 62.50000 1 0.0Q304- (<L/1000O) ..62.50000; '0.'00849 (<LJ1p009) p U.UIJI,I < LJ.IUUUU) 87.50000 ' (<L/iUUULJ)- 6.3000U q 001449 (116294) 5000000 0.00821.,-.- ( 1110000) 6250000 001383 (116596) 50:60,0d.,0.00778,:p(< 1110000) .. 6250000 4 . s 000749 (< V10000) 5000OOd 00179 (U5072) 6250000 000661 (<L/10000) 3750000 000334 (<1110000) 6250000, '••- . '. '4.' ' - •'• - . ,,. . . . • r , - ... - . . - - . •, 4 . 4 -I.' . • •- .' • .r , . '•.- • .• . I . . . . . :•... - .4 - - . 9. ......I. • . ' '- - - . . ,-L ' - ..4, . .............. ' -- . ,. . , . ....... ., •. . • . - . ,. . . , .- . - .4 . . . - -. -. .. , . . -• .- - - 2 ,4• . p. t .4 4 1] Page12 .'. -•- -- '-, • 4 44. . - ..- I : 1 4' t- " •. MEMBSe Amundson - CaIcuIati M Nekuda c• Condition Dell. (2)[in] Dell. (3)[in] m 001143 (L/7979) 5000000 000000 (<L/10000) 6250000 n 9.00501 (<1110000) 62.50000 0.00000 (<1110000) 62.50000 o 0.01637 (L/5573) 50.00000 0.00000 (<LJ10000) 62.50000 . p 0.00286 (<L/10000) 75.00000 '.0.00000 (<L/10000) 62.50000 ,,- q ,0.0513 (L16027) 50.00000 0.01727-, (L15281) 62.50000 - 0.01517 (L16014). 50.00000 --0.00000 (<1110000) 62.50000 S 0.00686 (<1110000) 50.00000 0.02303 (L13960) '.. 62.50000 - - -. 0.00690 (<L/10000) 50.00000 0.00000 (<1110000) - 62.50000 MEMBER35 - 0 . Condition Dell. (2) [in]" ' Dell. (3) [in] -- m 0.01999 (L/8301) 37.50000 ... 0.00545 (<1110000) 6250000 ñ 0.00383 (<L/10000) 62.50000 0.00304 (<LI10000) 62.50000 o 0.01476 (L/6181) '50.00000: 0:00849 (<1110000) 62.50000 -, p 0.00176 (<1110000) 87.50000 -0.00137 U-1 0000)' 62.50000 - q 0.01314 (116944) 50.00000 0.02367 (113853) 62.50000 - - Q.01383 (116596) 50.00000 . -. 0.00778 (<1110000) - 62.50000 - S - 0.00582 (<LI10000) 37.50000 0.02453 (113719) 62.50000 -.--- t 0.00661 (<1110000) 37.50000 0.00334. (<1110000) 62.50000 - :-- Page13 / Calculatl• M Nekuda c• S Ajjillj Current Date 8/23/2016557 PM Units system: English File name: l:\04 Prdjects\2016\216003.00 Legoland PS '(D-B)\l Central Fo!ders\03 Calcs\RAM Elements\Canopy.etz\ AnalsiS result '-.. Reactions My Y ..'- /' Fx . . Direction of positive forces and moments - Forces [Kip] Moments.lKipttl Node FX - FY -FZ ...MX - -, MY MZ S Condition ã=1.4DL 2 . -0.25136 -0.10646 0.05393 0.00000 - 0.00000 0.00000 - 3 0.25136 0.10646 - 0.05393 0.00000 -: 0.00000 --0.00000 6 - 0.32561 -1.33251 0.84094 0.00000' 0.00000 -0.00000 - - - - 8 0.00000 -0.7i906 --0.19419 0.00000 0.00000 0.00000 - 10 -0.32561 -1.33251 0.84094 0.00000 0.00000 0.00000 -. 26 0.00085 1.46083 1.14489 0.00000 0.00000 - 0.0000 S 27 0.00000 0.67535 - -. 0.53405 10.00000 0.00000 •- 0.00000 -- - S 28 0.000815.146083 114489 000000 000000 000000 SUM -- 0.00000 0.00000 4.41939 •. 0.00000 0.00000 0.010000, Condition b=1.2DL+1.6LL 2 ' -0.47767 - - - -0.20195 0.03885 . 0.00000 - 0.00000 - 0.00000 3 - -0.47768 0.20195 0.03885 0.00000. - 0.00000 0.00000 6 0.61741 -3.44936 1.75975 0.00000 -, 0.00000 -- 0.00000 8 0.00000 - - - -2.74648 0.02960 0.00000 - 0.00000 - - 0.00000 - 10 -- 0.61741 -3.44936-- 1.75975 0.00000 - 0.00000 0.00000 26 - -0.00126 - - 3.69223 '- - 2.88005 - -0.00000 0.00000 - 0.00000 5 27 - 0.00000 - 2.66464 - -2.08115 0.00000 - - 0.00000 - 0.00000 28- - -0.00126 - 3.69224 - '2.88005 ' 0.00000 • -'--. 0.000010 - ----- •- -: - - -. . Ragel - . -.. SUM Hope /OifiDfuJjn -0.00000 11'.46805 0 00000 CalculationO B00 Nekuda 0 00000 ,.- CD 32 4 Condition c=1.2DL+LL+WL . 2 0.03726 0.01543 0.05333 0.00000 0.00000 0.00000 3 -0.03726 0.01543 0.05333 0.00000 0.00000 0.00000 6 -0.04697 1.08142 -0.28047 0.00000 0.00000 0.00000 8 0.00000 1.43659 -0.35538 0.00000 0.00000 0.00000 10 0.04697 1.08142 -0.28047 0.00000 0.00000 0.00000 26 0.00021 -1.09951 -0.84855 0.00000 0.00000 0.00000 27 0.00000 -1.43128 -1.10678 0.00000 0.00000 0.00000 28 -0.00021 -1.09951 -0.84855 0.00000 0.00000 0.00000 SUM 0.00000 0.00000 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -3.61356 0.00000 0.00000 0.00000 Condition d=0.9DL+WL 2 0.25502 0.10743 0.04638 0.00000 0.00000 0.00000 3 -0.25502 0.10743 0.04638 0.00000 0.00000 0.00000 6 -0.32819 2.80897 -1.11001 0.00000 0.00000 0.00000 8 0.00000 2.92201 -0.43630 0.00000 0.00000 0.00000 10 0.32819 2.80897 -1.11001 0.00000 0.00000 0.00000 26 -0.00031 -2.93760 -2.28059 0.00000 0.00000 0.00000 27 0.00000 -2.87961 -2.23584 0.00000 0.00000 0.00000 28 0.00031 -2.93760 -2.28059 0.00000 0.00000 0.00000 SUM 0.00000 0.00000 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -9.36057 0.00000 0.00000 0.00000 Condition e=1.3568DL+LL+EQx 2 2.68720 0.96997 0.04602 0.00000 0.00000 0.00000 3 3.50220 -1.31469 0.04929 0.00000 .. 0.00000 0.00000 6 443471 331532 163717 000000 000000 000000 8 -1.07423 -2.02822 - -0.06567 o.Oodoq .0.00000 0.09000 . . . 10 548873 215148 129150 000000 ' 000000 000000 26 . 000221 298967 233444 000000 000000 000000 - 27 000364 195812 - 153219 000000 000000 000000 28 ,. 000452 289196 225808 000000 000000 000000 SUM -481865 . P0.00000. - 9.08302 . 0.00000 .. .0.00000 000000 .. . '- • - . 1 6 -. ... . . . . . . . ., - S ._.t .. a S 4 .5' .. .,. -... ... . t .-. . .., 5. 4 - I - Page2 - - .t . 6 . 71 4 . - Sc.,,. .5, . -, . -- , .................... • .. ' " 5, - Conditia€B1b&ri-EQy CalcuIatI M Nekuda C• 2 -0.44171 - -0.19545 0.04756 0.00000 0.00000 0.00000 3 0.44171 -0:19545 0.04756 0.00000. 0.00000 6 . - 0.56090 -2.90282 1.44924 0.00000 0.00000 0.00000 - - . 8 0.00000 -2.23190 -0.07930 0.00000 . 0.00000 . 0.00000 10 -0:5o90 -2.90282 1.44924 - - 0.00000 0.00000 - 0.00000 26 0.00117 2.96037 2.31148 0.00000 0.00000 0.00000 ,. . .. : 27 0.00000 1.97555 L54577 0.00000 0.00000 0.00000 - 28 -0.00117. 2.96037 2.31148 0.00000 0.00000 0.00000 SUM - . 0.00000 -0.53212 9.08302 0.00000 0.00000 0.00000 . Condition g=0.7432DL+EQx 2 2.96126 1.08582 0.02699 - . 0.00000 0.00000 - 0.00000 . -. 3 3.22814 - -1.19885 0.03026 - 0.00000 . - 0.00000 . 0.00000 - . 6 -4.78887 -1.28929 0.61926 0.00000 . 0.00000 0.00000 - . . 8 . -1.07424 -0.38172 -0.10309 - 0.00000 0.00000 000000 10 - -5.13457 -0.12545 0.27358 . 0.00000. 0.00000 0.00000 ... 26 --0.00291. 0.82435 0.64596 - 0.00000 - 0.00000 0.00000 27 . -0.00364 0.35852 .0.28351 . . 0.00000 0.00000 0.00000 . . 28 -0.00381 0.72663 0.56959 0.00000 - .. 0.00000 - 0.00000 .: r SUM 481865 000000 234606 000000 000000 000000 Condition h=0.7432DL+EQy 2 0.i6765 . -0.07960 - 0.02853 . 0.00000 0.00000 0.00000 3 0A6765 -0.07960 - 0.02853 0.00000 . 0.00000 -. 0.00000 - 6 0.20674 . -0.87679 -. ,. 0.43133.. - .0.00000 -- 0.00000 - .0.00000 8 0.00000 -0.58541. - -0.11672 . 0.00000 0.00000 0.00000 . . .; . 10 - -0.20674 -0.87679 -0.43133 0.00000 • 0.00000 - 0.00000 - • •• . . 26 . 0.00046 0.79505 0.62299 . 0.00000 . 0.00000 0.000001- 27 0.00000 0.37595 0.29708 . 0.00000 0.00000 0.00000 .- . .• 28 - -0.00046 . 0.79505 - - 0.62299 - . -. 0.00000 0.00000 -. 0.00000 . . - - • - - • SUM - . 0.00000 - -0.53212 - 2.34606 0.00060 0.00000 . 0.00000 - - . • - - - - • . . .•-.. - - - . Page3 - . - . - . - -:: Condition HdpaMMOUAEOk ns By M Nekuda 2 -3.50219 -1.31469 0.04929 0.00000 0.Q.0000 .. 0.00000 3 -2.721 0.96997 0.04602 0.00000 - 0.00000 0.00000 6 5.48873 -2.15148 1.29149 0.00000 0.00000 0.00000 8 1.07424 -2.02822 -0.06567 0.00000 0.00000 0.00000 10 4.43471 -3.31532 1.63717 0.00000 0.00000 0.00000 26 0.00452 2.89195 2.25808 0.00000 0.00000 0.00000 27 0.00364 1.95812 1.53219 0.00000 0.00000 0.00000 28 0.00221 2.98967 2.33444 0.00000 0.00000 0.00000 SUM 4.81865 0.00000 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 9.08302 0.00000 0.00000 0.00000 r - .... . . -.., .5 - - --' CD-34 - 5' Condition j=1.3568DL+LL-EQy 2 -0.37328 -0.14928 0.04775 0.00000 0.00000 0.00000 3 0.37328 -0.14928 0.04775 0.00000 0.00000 0.00000 6 0.49312 -2.56398 1.47942 0.00000 0.00000 0.00000 8 0.00000 -1.82453 -0.05203 0.00000 0.00000 0.00000 10 -0.49312 -2.56398 1.47942 0.00000 0.00000 0.00000 26 0.00115 2.92125 2.28104 0.00000 0.00000 0.00000 27 0.00000 1.94068 1.51862 0.00000 0.00000 0.00000 28 -0.00115 2.92125 2.28104 0.00000 0.00000 0.00000 SUM 0.00000 0.53212 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 9.08302 0.00000 0.00000 0.00000 Condition k=0.7432DL-EQx 2 -3.22813 -1.19885 0.03026 0:00000 0.00000 0.00000 3 -2.96126 1.08582 0.02699 0.00000 0.00000 0.00000 6 5.13457 -0.12545 0.27358 0.00000 0.00000 0.00000 8 1.07424 -0.38172 -0.1009 0.00000 0.00000 0.00000 10 4.78887 -1.28929 061926 0.00000 0.00000 0.00000 26 000381 072663 056959 000000 000000 000000 27 0.00364 0 35852 0 28351 0:00000. 0 00000 0.00000 28 000291 082435 064596 000000 --000000 000000 ----------------------------- r--. SUM #. - 4.81865 - 0.00000 2.34606 0.00000 .00000 0.00000 - -I -- . - • - • ;. - - .. I I - - .... .., • -. - 5_S - 'S ,-. . S .. 5_ . . S - -- S - S ,• - 5 . . / 5.. • S •S . -- .5 . '5 5- .S 14, age _ - - 9 i - W . -' - - .. . . - . . . - -, - ., - • . . • - .- - . -. -•- - - - -- S. - • ' CondltuS 4ARE CaIculatio M Nekuda C. 2 •V -0.09922 -0.03343 0.02872 . .0.00000 0.00000 0.00000 3 --'--O M922 , -O M343 0.62872 0 00000 0 00000 -0.00000 6 013896 053795 046151 000000 000000 000000 V V 8 0.00000 -0.17803 -0.08945 V V0.00000 V 0.00000 0.00000 V V 10 -0.13896 ,. -0.53796 0.46151 0.00000 0.00000 VV 0.00000 26 0.00044 V 0.75593 V V 0.59255 0.00000 V 000000 0.00000 V 27 0.00000 0.34108 V 0.26994 V • 0:00000 V 0.00000 0.00000 V V V V V V 28 V 000044- V 0.75593 V 0.59255 V 000000 V 0.00000 0.00000 SUM 000000 053212 234606 000000 000000 000000 V Envelope for nodal reactions V V V V V V V V V V Note.- Ic is the controlling load condition My V y ,,L jFY V. I. Fx -V . MZJ - . : - . . V : V . • VV V V Direction of positive forces and moments Envelope of nodal reactions for -: a=1.4DL b1 2DL+1 6LL - V c=1.2DL+LL+WL d=0.9DL+WL e=1.3568DL+LL+EQx - .g0.7432DL+EQx V h=0.7432DL+EQy i=1.3568DL+LL-EQx V j=1.3568DL+LL-EQy k=0.7432DL-EQx 1=0 7432DL EQy Page5 t . - ''__ .--• - 'S *.' . 5- t [5 5. .. . - - 4 --'--• -. - - -- 5_ 4... Hope Amundson Forces Calculations Bcuda 6'6 36' Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic .5 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Ki1ft] ; 2 Max 2.961 g 1.086 g 0.054 a 0.00000 a 0.00000 a 0.00000 a Mm -3.502 i -1.315 i 0.027 g 0.00000 a 0.00000 a 0.00000 a 3 Max 3.502 e 1.086 k 0.054 a 0.00000 a 0.00000 a 0.00000 a Mm -2.961 k -1.315 e 0.027 k 0.00000 a 0.00000 a 0.00000 a 6 Max 5.489 i 2.809 d --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.760 b 0.00000 a 0.00000 a 0.00000 a Mm -4.789 g -3.449 b -1.110 d 0.00000 a 0.00000 a 0.00000 a 8 Max 1.074 I 2.922 d --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.030 b 0.00000 a 0.00000 a 0.00000 a Mm -1.074 g -2.746 b -0.436 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- d 0.00000 a 0.00000 a 0.00000 a 10 Max 4.789 k 2.809 d 1.760 b 0.00000 a 0.00000 a 0.00000 a Mm -5.489 e -3.449 b -1.110 d 0.00000 a 0.00000 a 0.00000 a 26 Max 0.005 I 3.692 b --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2.880 b 0.00000 a 0.00000 a 0.00000 a Mm -0.003 g -2.938 d -2.281 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- d 0.00000 a 0.00000 a 0.00000 a 27 Max 0.004 k 2.665 b 2.081 b 0.00000 a 0.00000 a 0.00000 a Mm -0.004 e -2.880 d -2.236 d 0.00000 a 0.00000 a 0.00000 a 28 Max 0.003 k 3.692 b --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2.880 b 0.00000 a 0.00000 a 0.00000 a Mm -0.005 e -2.938 d --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -2.281 d 0.00000 a 0.00000 a 0.00000 a Forces envelope " 4 Note.-,Ic is the controlling load condition • Forces envelope for - - - -. - S a=1.4DL• .b2DL+1.6LL c=1 20L+LL+WL 4 db9D'L+WL5. - e=1 3568DL+LL+EQx .5. f=1 35680L+LL+EQy g=07432DL+EQx5. . 4 [.- h=0 7432DL+EQy . - :. .' .; i1358DL+LL-EQ -. --: '.;- $,, -i -'• .' . ;. -;- .-.. - j=1 3568DL+LLEQy . j k=07432DLEQx ., 5- -'S" 4 a . 60.7432DL-EQy • . . . - . - - - . - VA Page6 :: 'S -f - MEMBSe-Amundson. ' , caicuiati M. Nekuda - Station Axial Ic Shear,V2 Ic -. Shear V3 Ic Torsion Ic M22 Ic M33 Ic - [Kip] [Kip] - [Kip] .[Kip*ftj [Kip*ft] [Kiptt] - 0% . Max 2.96 g -- 1.31 i 0.07 e 0.00 a . 0.03 b 2.71 g . -- S - Mm -3.50 i -1.09 g' 0.03 d' 0.00 a -0.02 d -3.29 i 50% Max. 2.96 g 1.31 i 0.01 b 0.00 a . 0.01 g 1.36 g Mm -3.50 I -1.09 g -0.01 d 0.00 a -0.03 c -1.64 I 100% Max 2.96. g 1.31 I. . -0.03 g 0.00 a 0.00 a . 0.00 a Mm -3.50i -1.09g -0.05a 'O.QOa 0.00a 0.005 a . S MEMBER 2 - Station . Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic- M22 Ic M33 Ic ' , . - - [Kip] - [Kip] [Kip] [Kip*ft] . , '[KiVft] [Kipft] , .0% Max 1.09g 2.96'g 70.d3d , 0.03b 0.00 _g 3.291 Mm -1.31 •i - -3.50 i' - -0.07 e 0.02 d 0.00 i -2.71 g 50% .Max 1.09 g 2.96 g - 0.07 . d 0.03 b 0.12 b ' 0.26 e - - Mm ---1311 -3.501 -0.18b ' -0.02 d -0.02 d -0.23k . 100% Max - 1.09 g - 2.96 g 0.16 d .' 0.03 b -. . 0.37 b - 3.21. g - Mm- 1:31 1 -3.50 I -0.31 b -0.02 d -0.13 d . -3.72 i -' .- MEMBER 3 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic , M33 Ic [Kip] - [Kip] [Rip]' [Kipft] [Kipft] '. . [Kiptt] . . 0% Max 1.23 g - 0.28 d ' . 1.17 I 0.01 k 3.53 I , 0.37 b - - Mm -1.46 i -0.48 b -1.03 g -0.02 e - -3.08 g -0.13 d . 50% Max - 1.22g ,0.04d 1.01-i 0.01k ''0.24i - 0.34d .. - Min I -0.08 I . -0.87 g - -0.02 e -0.21 g -0.46 b -. 100% - Max 1.20 g .0.36 b . 0.85 . 0.01 k 2.17 g 0.11 g , Mm -1.541 - -0.21d -'-0.71g -0.02e -2.581 - -0.091 . 5- MEMBER 4 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic- M33 Ic [Kip] [Kip] [Kip] [Kip It] [Kip It] [Kip It] 0% Max 0.03 j 0.14,d 0.09 k - 0.00 g - 0.07 k '0.20 b Mm -0.02 d --0.23 b -0.09 e ' 0.00 I- -0.07 e -0.11 d 5'0% Max -0.02j ' 007d 0.04k - 0.00g - 0.02k - 0.05b - Mm -0.01 d '-0.12 b -0.04 e' 0.00 I - -0.02 e -0.03 d 100% Max 0.00 d - 0.00 g 0.00 g - ' 0.00 g - 0.00 g 9.00 a Min .0.001 0.00 a - 0.00 I . 0.00 I - 0.00 I 0.00 - -. C - Page7 4 . - -Ho -Am Cua1toss-By -M Nektde- CD 38 ..•- MEMBER 5 .- Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] [Kipft] [Kiptt] [Kipft] 0% Max 2.96 k 1.09 k 0.05 a 0.00 a 0.00 g 0.00 e Min -3.50 e -1.31 e 0.03 k 0.00 a 0.00 C 0.00 k 50% Max 2.96 k 1.09 k 0.01 d 0.00 a -0.01 k 136 k Mm -3.50 e -1.31 e -0.01 b 0.00 a -0.03 c -1.64 e 100% Max 2.96 k 1.09 k -0.03 d 0.00 a 0.03 b 2.71 k Mm -3.50 e -1.31 e --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -0.07 I 0.00 a -0.02 d -3.29 e MEMBER 6 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kipft] [Kipft] [Kip*ft] 0% Max 1.09 k 3.50 e -0.03 d 0.02 d 0.00 g 2.71 k Mm -1.31- e -2.96 k -0.07 i -0.03 b 0.00 i -3.29 e 50% Max 1.09 k 3.50 e 0.07 d 0.02 •d 0.12 b 0.23 g Mm -1.31 e -2.96 k -0.18 b -0.03 b -0.02 d -0.26 i 100% Max 1.09 k 3.50 e 0.16 d 0.02 d 0.37 b 3.72 e Mm -1.31 e -2.96 k --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -0.31 b -0.03 b -0.13 d -3.21 k MEMBER 9 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] [Kip0ft] [Kipft] [Kip0ft] . . 0/ Max 123 k 0.28,,,d 103 k 002 I ..108):-,'k 037 b ¼ Mm 1 46 e 08 b 117 e 0 01 g 353 e 013 d - - 50/6 Max 1,22 k 0 ot d 087 k 0-02 J 0.2f- k 0.34 d Mm 150 e 008 4e 11 e 001g ' 024 e 046 b 100% Max l2O k 036 b 071 k 002 258 e 011 k Mm 154 e 021 d 085 e 001 g 217 k _0:09'e J T.7 - ¼ ¼ ¼ . - - -n-,..,- . . . -• . - .-- .. .,.- .. . - -. - ,- t.., __..4 ---- .............. -.....- -S 5.•.•- 4.,¼1 ..;.. - S . .'. S.. *.•_• .. -S - - r 5 5- _5, . - - ., -5. . . - . ..• ,. ... - -,- ..... S - F 4 ,.,- S. • -k I - . . 1. FFs,F - -. .. - "f . .- A. - - - - 45S . - -; - -; . : F • -: -. 5. 1 Amundson CalcuIati M isMEMBSe Nekuda C Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic 0 [Kip] [Kip] [Kip] [Kip 11] [Kip ft] [Kip It] 0% Max .0.03 -j 0.14 d 0.09 i • 0.00:1 0.07 I, 0.20 b ...• Mm -0.02 d -0.23 b -0.09 e 0.00 g -0.07 g -0.11 d 50%. Max 0.02 j 0.07 d 0.04 . 0.00 i. 0.02 I 0.05 b Mm -0.01 d -0.12 b -0.04 e 0.00 g -0.02 g -0.03 d V - 100% Max. 0.00 I 0.00 a 0.00 k 0.00' I 0.00 e 0.00 b Min 0.00 d 0.00 c 0.00 e 0.00 g 0.00 k 0.00 d - ' - MEMBER 11 Station Ailal Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic V V [Kip] [Kip] [Kip] [KIp*ft] [Kip*ftl [Kipft] V 0% Max 4.67 i 0.18 i 0.43 d 0.04 g 0.31 g - 0.15 -. Miri. -3.99g -0.12.g . -0.77 e :. -0.041 -0.40 -.0.21 50%- Max 467 I 0.18 I 0.41 d 0.04 g 1.24 e 0.02 I V Mm. -3.99 g. . -0.12 g -0.79.e . -0.04 i -0.48 d -0.02 d 100% Max 4.671 - 0.181 0.40d 0.04g 2.24e -' 0.251 . Mm -3.99g . -0.12g -0.81e -0.041 --------- -0.98d -0.16g 0 MEMBER 12 Station Axial Ic Shear V2 - Ic Shear V3 Ic Torsion Ic ' M22 Ic M33 Ic V [Kip] [Kip] [Kip] . [lipft] V [Kipft1 V [Kip*tt] V• . - 0% Max. 0.27 e 0.07 g 0.77 . e 0.04 e :2.16 e - 0.25' I Min,'-__0.27Vk 0.14 i -0.44 d '-0.04 k -0.94 d -0.17 g 50% 'Max 0.27e 0.07g 0.76.e- 0.04e 1.21e 0.08k -.. -- Mm -0.27 k ' . -0.14 .1 -0.46 d -0.04 k . -0.38 d -0.08 e V '100% Max '0.27 e 0.07'g 0.74 e 0.04 e 0.30'g 0.09 d -- 0: Mm -0.27k '• -0.141 -0.47d '-0.04k -0.231 .-0.111 f 0 MEMBER 13 Station - Axial Ic Shear V2 Ic Shear V3 jc Torsion Ic M22 Ic M33 Ic - V [Kip] . .. [Kip] . [Kip] [Kip*ft] [Kipit] [Kip*ft] 0% ' Max 0.27 k 0.09 1 . 0.290 e 0.04 "e 0.34 e 0.09 d Mm -0.27 e -0.07 d -0.02 k 70-04 k-- --0.20 k -0.10 f V V V 00 V 50% Max 0.27 k 0.09 1 0.27 e 0.04 e 0.07 g 001 e V V V Mm - -0.27 e ' -0.07 d -0.03k -0.04k' '-0.27 .1- -0.01 k . . '. 100% Max 6.27 k 009 1 0.26 e 0.04 e -0.04 d.. 0.11 f 'Mn -0.27e - -0.07'd -0.04 k V -0.04 k -0.35 ë -0.09 d Page9 .. +4oe-Amunofi- C&eulatteft&-By -M Neiwde- CD 40 MEMBER 14 . Station Axial Ic Shear-V2 Ic Shear V3 Ic Torsion Ic M22 Ac M33 Ic [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] [Kip0f-t] [Kiptt] [Kipft] 0% Max 0.27 g 0.07 d 0.04 g 0.04 e -0.04 d 0.11 Mm -0.27 i -0.09 f -0.26 i -0.04 k -0.35 i -0.09 d 50% Max 0.27 g 0.07 d 0.03 g 0.04 e 0.07 k 0.01 I Mm -0.27 i -0.09 f -0.27 I -0.04 k -0.27 e -0.01 g 100% Max 0.27 g 0.07 d 0.02 g 0.04 e 0.34 i 0.09 d Mm -0.27 I -0.09 f ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -0.29 i -0.04 k -0.20 g -0.10 MEMBER 15 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kipft] [Kipft] [Kipft] 0% Max 0.27 I 0.14 e 0.47 d 0.04 e 0.30 k 0.09 d Mm -0.27 g -0.07 k -0.74 i -0.04 k -0.23 e -0.11 50% Max 0.27 i 0.14 e 0.46 d 0.04 e 1.21 i 0.08 g Mm -0.27 g -0.07 k -0.76 I -0.04 k -0.38 d -0.08 I 100% Max 0.27 i 0.14 e 0.44 d 0.04 e 2.16 i 0.25 e Mm -0.27 g -0.07 k --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -0.77 I -0.04 k -0.94 d -0.17 k MEMBER 16 Station Axial Ic Shear V2 Ic Shear V3 Ic - Torsion. Ic M22 Ic M33 -Ic [Kip] [Kip] - [Kip] [Klp*ft] . [Kipft] [Kipft] 0% -:-Max ._4.67e 0.12 k 0.81 I . -.0.04 e.. 2.24i.- 0.25e .. Min 73.99 k 0180 e 040 d 004 k 098 d 016k 50% Max 467 e 012 k 079 I 004 e 124 I 002 e Mm 399 k 018 e 041 d 004 k 048 d 002 d 100/ Max 467e 012 k 077 I 004 e 031 k 015 k Mm 399 k 018 e ' 043 d 004 k 040 e 021 e Ice 0 0 .0 -. • - .0 + - -. - 4 - '0- - .- - 00 .0 4 4 _0• - - - ' -f -- ç .•• . . -- . - - - - - iageio -L 0 - MEMBSe Amundson CalcuIati M Nekuda c• 'Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] [Kip ft] [Kip ft] [Kip ft] 0% Max 0.63 g 1.21 g : 0.36 d 0.19 d - 0.26 g I 2.64 I Min -0.771 -1.501 . -0.641 -0.261 -0.301 -2.23g 50% Max 0.63 g 1.21 g 0.35 d 0.19 d .0.76 e 0.76 I Mm -0.771 -1.50 I -0.66 i. -0.26 I -0f43 d -0.72,g 100% Max A63 g 1.21 g 0.34 d 0.19 d 1.56 b . 0.79 g Mm -0.77 I -1.50 J 7b.68 i -0.26 I -0.86 d . -1.11 I MEMBER 18 . -. .• . . .- -. . Station Axial Ic Shear V2 Ic Shear V3 Ic . Torsion Ic M22 Ic M33 Ic [Kip] [Kip]', [Kip] . [Kipft] [Kip*ft]. [Kiptt] 0% Max 0.36 g 0.62 e 0.77: b 0.05. d 1.57 b 0.59 k . Mm -0.52 I -0.50 k - -0.58 d -0.09 I -0.90 d -0.78 e, 50% Max 0.36 g 0.62 e 0.76 b 0.05 d .0.67 e 0.03 d Mm -0.52 -i - - -0.50 k -0.59 d -0.09 1 -0.16 d -0.06 i ... 100% . Max 0.36 g 0.62 e 0.74-b- 0.05 d 0.58. d 0.77 e Mm -0.52i -0.50k -0.60d -0.091 -0.32b- 066k . MEMBER 19 Station Axial Ic Shear V2 'Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic . . -[Kipi - [Kip] . [Kip] .. ,.[KiP*ftl. . [Kipit] [Kipft] . 0% Max 0.09 g 0.62 g 0.47 d . 0.02 d 0.60 d . 0.84 I . . -Min_-O.25j -0.64.1 .. -0.33b --0.04e -0.40i ,. -0.78g - .. 50% Max 0.09g . .0.62g 0.45d. 0.02d 0.09e 0.04i . Mm .-0.25i -0.64i. -0.34b 0.04e -0.02k 0.00d ,,... 100% Max 0.09g 0.62g. 0.44d 0.02d - 0.48b., 0.77g . Min, -0251 . -0.641 0.36 b .- -0.04e -0.54 d . -0.76 i . MEMBER .20 Staltion . Axial Ic Shear V2 Ic Shear V3 Ic - Torsion Ic M22 Ic . DM33 Ic [Kip] [Kip] [Kip] [Kip ft] [Kip ft] [Kip ft] 0% - Max 0.09 k - 0.64 e 0.36 b .• 0.04 1 - 0.48. b 0.77 k . Mm -0.25 e -0.62 k -0.44 d -0.02; d -0.54 d -0.76 50% Max . 0.09 k 0.64 e .0.34 b 0.04 i 0.09 i - 0.04 e - Mm - -0.25 e - -0.62 k -0.45 d -0.02 d - - -0.02 g . - 0.00 d 100% Max 0.09 k - 0164 e . 0.33 b .....0.04 .i .-0.60 d - - 0.84 e Mm - -0.25 e - -0.62 k -p.47 d -0.02 d -9.40 e -0.78 k : Pagell 4. 1 • - c - - - -. 7 J. -Hoe-Amtneosa- CuFa4toit&-By 4A Nektda- CD 42 MEMBER 21 . Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] [Kip*ft] [Kiptt] [Kip0ft] 0% Max 0.36 k 0.50 g 0.60 d 0.09 e 0.58 d 0.77 i Mm -0.52 e -0.62 I -0.74 b -0.05 d -0.32 b -0.66 g 50% Max 0.36 k 0.50 g 0.59 d 0.09 e 0.67 i 0.03 d Mm -0.52 e -0.62 I -0.76 b -0.05 d -0.16 d -0.06 e 100% Max 0.36 k 0.50 g 0.58 d 0.09 e 1.57 b 0.59 g Mm -0.52 e -0.62 i --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -0.77 b -0.05 d -0.90 d -0.78 I MEMBER 22 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] [Kipft] [Kip*ft] [Kipft] 0% Max 0.63 k 1.50 e 0.68 e 0.26 e 1.56 b 0.79 k Mm -0.77 e -1.21 k -0.34 d -0.19 d -0.86 d -1.11 e 50% Max 0.63 k 1.50 e 0.66 e 0.26 e 0.76 i 0.76 e Mm -0.77 e -1.21 k -0.35 d -0.19 d -0.43 d -0.72 k 100% Max 0.63 k 1.59 e 0.64 e 0.26 e 0.26 k 2.64 e Mm -0.77. e -1.21 k --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -0.36 d -0.19 d -0.30 e -2.23 k MEMBER 23 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] [Kip tt] [Kip ft] [Kip ft] --------- 0% Max 2.65 d 0.56 d .,--,9.55 I 0 07 k 0.00- C 0 00 d Min,' -3.40.::e -0.56W b -0.53 g- - -0.07,e 000 I ,.. 0.0O.j .- 50/ Max 272 d 007 b 024 I 007 k 1134. g 073 d Mm 345 e 008 d . 022 g 007 e 119 i 074 b 100/0 Max 280 d 071. b 011 e 007 k 132 g 043 b Mm .-3.51, e -6;72 d 009 k 007 e 1 43 I 046 d - .7 a. - 4 -4..............- ;.- . - vi I i I I I - Y L/ $ . -' -, 10, ;- MEMBSe Amundson Calculati M Nekuda Station .. Axial Ic Shear V2 lc,...,Shear V3 Ic Torsion Ic M22 Ic 1 M33 Ic [Kip] [Kip] [KIP] [Kip ft] [Kip ft] [Kip1. 1 It] 0% Max 0.05 j 0.36 d 0.17 k 0.00 e 0.15 k 0.30 b Mm -0.04 d : -0.35 b -0.17 e 0.00 k -015 e -0.30 d 50% Max 0.02 j 0.18 d 0.09 k 0.00 e 0.04 k 0.07 b Mm -0.02 d - - -0.18 b -0.09 e 0.00 k -0.04 e -0.07 d- 100% Max 0.00 d 0.00 I 0.00 k 0.00 e 0.00 e 0.00 b Mm 0.00 b 0.00 c 0.00 e 0.00 k 0.00 k . o.00- d : MEMBER 25 . . . Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22.'Ic M33 Ic [Kip] [Kip] . IKip] [Kip*ft] [Kip0ft] 0% Max - 0.08 g 0.59 d 0.53 k 0.06 e 0.00 k 0.00 e Mm -0.16! -0.58 b - -0.54-e -0:01 d 0.00 e-, C 50% Max 0:14 d 0.05 b 0.22 k 0.06 e 1.15 e 0.80 d Min -0.22i -0.05d -0.23e -0.01d -1.14k -0.79b 100% Max 0.22 d 0.69 b 0.09 g 0.06. e 1.36 e 0.33 b . . Mm -0.27! -0.69d -0.10! -. '0.01.d -1.32k -0.33d MEMBER 26 . . . .- . . Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] . [Kip*ft] [Kipftf [Kipft] 0%: Max 0.05j -0.36d .0.171 0:00g 0.15i 0.30b .Min -0.04 d -0.35 b -0.17 e - 0.00 i -0.15 -e . -0.30 d 50% Max 0.02 j 0.18 d 0.09 i 0.04 •i 0.07 -b Min -0:02d --0.18b 10.09e 0.00i . -0.04.e -0.07d 100% Max 0.00 b 0.00 g . 0.00 e 0.00 g 0.00. g 0.00 b Min 0.00 ,d - 0.00 C - 0.00 i 0.00 1 0.00 i - 0.00 d MEMBER 27 Station - Axial Ic Shear V2 Ic. Shear V3 Ic Torsion Ic . M22 Ic -. M33 Ic . . [Kip] . [Kip], '[Kip] . [KmPit] -. [KiPit] [K!p11] 0% Max - 2.73 d - 0.58 d 0.54 - k - 0.03 e 0.00 - 0.00 1 Min - -2.54 b . - -0.57 b -0.54. e- -0.03 k - 0.00 e .. 0.00 c 50% Max 2.80 ci 0.06 b - 0.22 k - 0.03 - e 1.15 e 0.79 d Min 2.62 b - -0.06 d :-0.22 e - -0.03k -, -1.15 k - -0.77b 100% Max. 2.87 d 0.69 b 0.09 g O.03 e 1.36 e- - 0.37 b Min - -2.69 b -0.70 d - -0.09 i- -0.03 k -1.36. k -0.35 d Page13 . : -r - __•'.'; c.. . -I 0- - +eje-Amuneon- GuletseFteBy -M Nelwda- CD 44 MEMBER'28 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] [Kip*ft] [Kipft1 [Kip*ft] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0% Max 0.05 j 0.36 d 0.17 i 0.00 i 0.15 i 0.30 b Mm -0.04 d -0.35 b -0.17 e 0.00 g -0.15 e -0.30 d 50% Max 0.02 j 0.18 d 0.09 i 0.00 i 0.04 I 0.07 b Mm -0.02 d -0.18 b -0.09 e 0.00 g -0.04 e -0.07 d 100% Max 0.00 h 0.00 b 0.00 e 0.00 i 0.00 i 0.00 C Min 0.00 c 0.00 d 0.00 k 0.00 g 0.00 g 0.00 a --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 29 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.08 Ic 0.59 d 0.54 i 0.01 d 0.00 i 0.00 f Mm -0.16 e -0.58 b -0.53 g -0.06 i 0.00 e 0.00 d 50% Max 0.14 d 0.05 b 0.23 i 0.01 d 1.14 g 0.80 d Mm -0.22 e -0.05 d -0.22 g -0.06 i -1.15 i -0.79 b 100% Max 0.22 d 0.69 b 0.10 e 0.01 d 1.32 g 0.33 b Mm -0.27 e -0.69 d -0.09 k -0.06 i -1.36 I -0.33 d --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 30 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft]. [Kip*ft] ----- ----- --------------------------- -. 0% Max 005 036 d 017 I 000 015 I 030 b Min 004 035 b 017 e 000 g 015g 030 d 50% •Max 0.02j' 0.18d 0.09.;i . 0.001. 0.04H . :0.9.b in . : M 002 d 018b 009 e 000 g 00 g 007 d - 100/a Max QOO k 000 C 000 I 000 I 000 i 000 b t Mm 000 c 00 a 000 e 000 g 000 g 00O g 0 4, --------------------------- • S . . , -Page14 ' I T : MEMBSe-Amundson CalcuIati M. Nekuda - C• Station Axial. Ic Shear V2 Ic Shear V3 Ic Torsion Ic ' M22 Ic M33 Ic : [Kip] [Kip] [Kip]. [Kipft] [Kipft] [Kip*tt] 0% -.Max 2.65 d 0.56 d 0.53 k 0.07 i 0.00 i 0.00 1 Mm -3.40 i -0.56 b -0.55 e 0.07 g 0.00 e 0.00 d 50% Max 2.72. d 0.07 b 0.22 k - 0.07 i 1.19 e 0.73 d Mm -3.45 i -0.08 d -0.24 e -0.07 g -1.13 k -0.74 b 100% Max 2.80 d 0.71 b 0.09 g 0.07 i 1.43 e 0.43 b Min -3.51 i -0.72 d -0.11 i -0.07 g -1.32 k -0.46 d MEMBER 32 . . Station Axial Ic ShearV2 Ic '- Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] ' [Kip] [Kip] [Kip*ft] [Kip*ft] -------------------------------------------------------- [Kip*tt] 0% Max, 0.05 j 0.36 d " 0.17 I 0.00 I 0.15 k . 0.30 b Mm -0.04 d -0.35 b -0.17 e 0.00 g -0.15 e -0.30 d 50% Max 0.02 j 0.18 d 0.09 i , 0.00 1 0.04 k 0.07 b Min, . -0.02 d -0.18 b -0.0 9, 0.00 g ' 0.04 e -0.07' d 100% Max 0.00 d 0.00 k 0.00 I 0.00 i 0.00 k 0.00 b - Mm 0.00 g 0.00 c 0.00 g - 0.00 g 0.00 e 0.00 d MEMBER 33 .-. - , . . Station Axial Ic - Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip] [Kip] . [Kip] [Kipft] [Kip*tt] ., [Kip*ft] 0% Max 4.68 b 0.00 d ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00 1 0.00 e 0.00 k 0.00 I Min - -3.72 d - -0.01 e 0.00 g 0.00 d ' .0.00 e 0.00 a 50%,.Max 4.68 b 0.00 d 0.00 I 0.00 e 0.01 g- 0.00 d Min -3.72 d 0.00 g 0.00 g 0.00 . d -0.02 I -0.01 e 100% Max 4.67 b 0.01 a- 0.00 I - 0.00 e 0.02 g 0.02 d - Mm -3.73 d 0.01 g .1 0.00 g 0.00 d -0.03 --------------------------------------------------------- I 0.01 g MEMBER 34 Station Axial- Ic Shear V2 Ic Shear V3 Ic ' Torsion Ic . M22 Ic M33 Ic [Kip] - [Kip] [Kip] [Kipft] [Kip*ft] [<Ip*ft] 0% Max . • 3.38 b .0.00 d - 0.00 k 0.00 e - 0.00 è 0.00 f Min - -3.65d -0.01 f 0.00.e 0.00k 0.00 ,1 '0150 a: 50% Max - 3.38 b - 0.00' d - 0.00 k 0.00 e 0.01 e ,. 0.00 d Mm -3.65 d 0.00 'b 0.00 e 0.00. k -0.01 k -0.01 b - . 100% Max - 3.37 b 0.01 a 0.00' k . 0.00 e - 0.03 e 0.02 d - Mn -3.65 d .0.01 h 0.00 e 0.00 I 0.03 k 0.01 - b . ,. • . . - - .. . . Page15 - • r -. - - . -.-. '--b , ,. .. -: • . ( . 0._ •'•• - •0 S. MEMBER-.35 - Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic [Kip] [Kip] [Kip] [Kipft] [Kipft] '4 .. - -. - .r CD46 M33 Ic [Kip*ft] 0% Max 4.68 b 9.00 d 0.00 k 0.00 g 0.00 e 0.00 e Mm -3.72 d -0.01 i 0.00 e 0.00 i 0.00 k 0.00 d 50% Max 4.68 b 0.00 d 0.00 k 0.00 g 0.02 e 0.00 d Mm -3.72 d 0.00 k 0.00 e 0.00 i -0.01 k -0.01 100% Max 4.67 b 0.01 a 0.00 k 0.00 g 0.03 e 0.02 d Mm -3.73 d 0.01 k 0.00 e 0.00 i -0.02 k 0.01 k -, . . . - - - . - . .. . . -- . . . - .. ,-- . . - .• . - - - - i-.-, . . - -- - . t - • . -. - . . - - 0 - . - - . - . - . - . - -- - . - - 1- ' . .-- . - 5 -- .,-.-. .- .......- -- - -- r 0 a- . --- .: -- - . - .-.-,. -. -- .- - -. --.- -- * a - 0 - 0 0 -- St J - . - . - - _: - - - Pge16 • Hope-Amundson 'd im HJPE.A.UNDSoN •Structural Engineers 1301 Thlid Ave. Suta 300 San Diego CA 92101 Calculations By: M. Nekuda Project Project No. Engineer CD -47 Sheet _____ of Date Hope-Amundson Calculations By: M. Nekuda' CD- 48 Sheet of _____ Ø& Project HOPE -AJNDON Project No Structural Engineers Engineer Date 1301 Third Ave. Suite 300 San Diego CA 92101 S S Calculations By: M. Nekuda CD -49 Sheet _____ of - Hope-Amundson - H EaAMUNDSON SStructural Engineers 1301 Third Ave. Sulta 300 San Diego CA 92101 Project -- Project No,. Date Engineer C Hope-Amundson c7 HOPE AMUNi*N Structural Engineers 1301 Third Ave. Suite 300 Son Diego CA 92101 Calculations By: M. Nékuda CD - 50 Sheet of Project Project No. Engineer Date .0 ( CD -51 Sheet _____ of Date Calculations By: M. Nekuda Project Project No. - - Engineer Hope-Amundson }4CWE*AUNDSON .Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 C)ecL 4t* •Th&LC Li.. - 41111 .. ........... 1c_t$l ±? 1- i . LM -. 04 10 to I qi1 - A Ii I ei AL I I [1 0 Hope-Amundson Calculations By: M. Nekuda CD-52 Sheet W - EøPEAWUNDSON S,t,üctural Engineers 1301 Third Ave. Suite 300 Son Diego CA 92101 Project Project No. Engineer Date S CD -53 Sheet _____ of Calculations By: M. Nekuda r Hope-Amundson HOPE UN. S Structural Engineers 1301 Third Ave. Suite 300 San Olego CA 92101 Project Project No. Engineer' Date AMUNDON Stiuctural Engineers 1301 Third Ave, Suite 300 San Diego CA 92101 Hope-Amundson Calculations By: M. Nekuda CD -54 Sheet of Project Project No. Engineer Date 40 S Calculations By: M. Nekuda CD -55 Sheet _____ of - .Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Hope-Amundson Project Project No. Date Engineer Ocmvwd I -I ... . - Ti - 9 -F t.Y7,1 1Q164 TD3fl5 - I ic5 cirl O2ttOI I I - -. III ..1.......... . .... ......... ............................................ . ...... ......................... ................................................ ...-.. ...., I I ---- .-.,.-- ........... -. ----------------------------------------------------- I I - I. . I -. - -----------------------.--- --- ..... _..i............................I..................................: .............................................. - H ......... - - I - - -- . Hope-Amundson HOPE AMUNDSON Structural Engineers 1301 Third Ave. Suite 300 San Diego CA 92101 Calculations By: M Nekuda - CD - 56 Sheet : of - Project*.. - Project No. Engineer Date : S Hope-Amundson ti I - 4' Calculations By M Nekuda CD 58 4. .77 77 4.1 Ac . . / •4 4 SSt. SS 5-. . . .., ...•S... •• I ' 4 - .. . fr.. - -. - • • •' S --'.5- • .. , •- S .............•-.;.- ... ,oi;- --- / ; !_J! . . -: - --' .'•- ''• 5—Oc ry -t/ z1 — I :-- -•• . - • - _____5 IcY .5 .5 __-S._ • :- 1 • • / -.' S • •/4 , • 1. . . : • ,.,_-.._-. • , P ..' . .-.•.-• --.*----. . / •• :- / I'-. ., 57 • / • -' •. Y 'J. / . .' '•.. . S .5. ..l • - -.5. • ' S S . • . •.. :- - .-.:' 2. -: • .' 'S • -, S 0 S • '. S.'-' •'1 -:. • - • .- •• - S t . • ••••.•,.S .••.•.•.q 1, -5 • .. -.-'S ,': ' t s.i.t : • ••0 •' •5 •5'•I• '-S. , ••4-'1 ' - - , '- •'-" -. - . •; ,, • 0•S ••_5.'5SS . _.,) •••S1 . ¶5t • • -. '_'•5 _.5 -5•' • S 4 . : • . . Benttey • Current Pate: 8/23/2016 5:57 PM Units system: English . 5;5 5 5 5 5 'S S File name: I04 Projécts2010216003.00 Legoland PS (D-B)i Central Foldeis\03 Calcs\RAM Ete'ments\Canopy.etz • , S 3 Aflayss result CL Reactions S •'• • S ...- S :'. S. •• Fx Direction of positive forces and moments -- ForcOs Ekiol Moments lKioftl - Node FX - FY FZ , MX MV MZ - '- 5- -- -- SS•SS -Condition a1.40L 2 - -0.25136 . -0.10646 -- M05393 0.00000 0.00000 0.00000 --- - .3 025136 -0.10646 0.05393 -0.00000 0.00000 . 0.00000 - -- S - . . z 6 - 0.32561 - -1.33251 0.64094 0,00000 - .0.00000 - 0.00000 5 •. ••• . CD -. 8 0.00000 - -0.71906 .0.19419 -: 0.00000 0.00000 - 0.00000 10- -0.32561 . .1.33251 0.64094 0.00000 0.00000 26 - 0.00085 . 1.46083 1.14489 - 0.00000•- S.0.00000 0.00000 .27 0.00000 - - 0.67535 - - 0.53405 - - 0.00000- 0.00000 .28 - - -0.00085 - - 1.46083 -. 1:1-4489 0.00000 - A.00000 - •. 0.00000 . .. - •SUM 0.00000 - - 0.00000 4.41939 - - 0.00000 - 0.00000 0.00000 - 5 . . S • - • . Condition b1.2DL+1.6lL - . - . . S • - 'S • - . - 2 -0.47767 -0.20195 0.03885 - 0,00000 0.00000 - 000000 - . S • . 3 -- 0.47766 - -0.20195 , 0.03885 . 0.00000 - • 0.00000 - . 0.00000 . • S 6 0.61741 - - -3.44936 1.75975 • 0.00000 000000 0.00000 8 0.00000 -2.74648 0.02960 0.00000 0.00000 0.00000 .10 . -0.61741 - - -3.44936 . 1.75975 000000 • 0.00000 0.00000 S 26 0.00126. • 3.69223 2.88005 '0.00000 0.00000 . 0.00000 . S -27 - 0.00000 -. 2.68464 2.08115 0.00000 0.00000 - . -26 -0.00126 . 3.69224 - 2.86005 - . - 0.00000 • 0.00000 0.00000 S .5 - S . . ..' S S .• 0 Pagel p SliM . 000000 0.00000 1.146805 0.00000 0.00000 0.00000 Condition c=1.20L+LL+WL 2 0.03726 0.01543 0.05333 0.00000 0.00000 0.00000 3 -0.03726 0.01543 0.05333 0.00000 0.00000 0.00000 6 -0.04697 1.08142 -0.28047 0.00000 0.00000 0.00000 8 0.00000 1.43659 -0.35538 0.00000 0.00000 0.00000 10 0.04697 1.08142 .0.28047 0.00000 0.00000 0.00000 26 0.00021 -1.09951 0.84855 0.00000 0.00000 0.00000 27 0.00000 .1.43128 .110678 0.00000 0.00000 0.00000 28 -0.00021 1.09951 -0.84855 0.00000 0.00000 0.00000 SUM 0.00000 0.00000 -3.61356 0.00000 0.00000 0.00000 Condition d=0.90L.WL 2 0.25502 0.10743 0104638 0.00000 0.00000 0.00000 3 -0.25502 0.10743 0.04638 0.00000 0.00000 0.00000 6 -0.32819 2.80897 -1.11001 0.00000 0.00000 0.00000 8 0.00000 2.92201 0.43630 0.00000 0.00000 0.00000 10 0.32819 2.80897 -1.1.1001 0.00000 0.00000 - 0.00000 26 -0.00031 -2.93760 428059 0.00000 0.00000 0.00000 27 0.00000 .-2.U79b1 -2.23584 0.00000 0.00000 000000 28 0.00031 -2.93760 -2.28059 0.00000 0.00000 0.00000 C) SUM 0.00000 0.00000 -9.36057 0.00000 0.6000 0.00000 Condition e1.3568DL.LL+EQx 2 2.68720 0.96997 0.04602 0.00000 0.00000 0.00000 11 ED 3 3.50220 .1.31469 0.04929 0.00000 0.00000 0.00000 . 6 . -4.43471 -3.31532 1.63717 6.00000 0.00000 .. 0.00000' 8 -1.07423 2 02822 . -0.06567 000000 000000 0 00000 10 .. 548873 215148 129150 000000 000000 000000 26 -0.00221 2 98967 2 33444 6.0006 V 000000 000000 0 27 000364 195812 153219 000000 000000 , 000000 28 -000452 289198 2.25808 000000 000000 000000 ..A- ...-. ,.. .. . . SUM -4.81865 . . 0.00000 : 9.08302 0.00000 ' 0.00000 0.00000 L - I - ..-._: -. 4 --- ., - -.. or --c.,.-- . .. • '.'.. - . .-'--- - 4 k-( - -14 . . .. -•. -,, C) : Page2 -%-:- /- Fv j I 0 (p 3 C 0. 0 Condition I1.3568DL+LL+EOy 2 -0.44171 -0,19545 0.04756 000000 0,00000 0.00000 : 3 0.44171 -0.19545 0,04756 0.00000 '0.00000 0.00000 - • ' -•,-- - 6 ) 0.56090 -2.90282 •- 1.44924 0.00000 0.00000 0.00000. .-' 8 0.00000 -2.23190 . -0.07930 0.00000 0.00000 0.00000.. -. ,' 10 -0.56090 -2.90282 1.44924 0.00000 0.00000 0.00000 26 0.00117 2.96037 . 2.31148 0.00000 0.00000 0.00000 27 0.00000 1.97555 1.54577 0.00000 0.00000 0.00000 28 -0.00117 2.96037 2.31148 0.00000 0.00000 0.00000 CL SUM 0.00000 -0.53212 9.08302 0.00000 0.00000 0.00000 .- Condition g=0.74320L+EOx ; • , , 2 2.96126 1.08562 0.02699 0.00000 0.00000 0.00000 . 3 3.22814 -1.19885' 0.03026 0.00000 ' 0.00000 0.00000 6 4.78887 -1.28929 0.61926 0.00000 0.00000 0.00000 8 -1.07424 -0.38172 -0.10309 0.00000 0.00000 . 0.00000 - 10 -5.13457 -0.12545 0.27358' 0.00000 0.00000 0.00000 26 .0:00291 0.82435 0.64596 0.00000 0.00000 0.00000 - 27 -0.00364 0.35852 0.28351 0.00000' 0.00000 0.00000 28 -0.00381 0.72663 0.56959 0.00000 0.00000 0.00000 . SUM -481865 000000 234606 000000 000000 000000 () 'Condition h=0.74320L+EOy • ' . , ' • •, .- -. - • 2 -' -0.16765 -0.07960 0.02853 0.00000 0.00000 • 0.00000 - - 3 - 0.16765 -0.07960 '0.02853 0.00000 0.00000' - - 0.00000 co 6 0.20674 -, -0.87679 0.43133 • 0.00000 - 0.00000 • - 0.00000 • - - 8 • 0.00000 -0.58541 -0.11672 0.00000 0.00000 0.00000 - • '' - - -. 10 -0.20674 -0.87679 0.43133 0.00000 0.00000 0.00000 • • - 26 - 0.00046 • '0.79505 ' 0:62299 0.00000 - 0.00000 , 0.00000 , -• 1 • - • • .27 0.00000 • 0.37595 0.29708 ' 0.00000 0.00000 - 0.00000 - -' - - • , - 28 -0.00046. - - 0.79505 • • 0.62299 0.00000. 0.00000 - - 0.00000 • - . 0 SUM 0.00000 . -0.53212 2.34606 0.00000 0.00000 0.00000 • _ / - • •• - 1' . - - - . - ••- • •• .' - - -. . - • -• ,- C) - •-, . . - - ' 0 Page3 Condilloni=1.35680L+LL-EQx 2 -3.50219 3 -2.68721 6 5.48873 8 1.07424 10 4.43471 26 0.00452 27 0.00364 28 0.00221 .,- -1.31469 0.96997 -2.15148 -2.02822 -3.31532 2.89195 1.95812 2.98967 - •-. i *- . .- ,.. 1% 0.04929 0.00000 0.00000 0.00000 0.04602 0.00000 0.00000 0.00000 1.29149 0.00000 0.00000 0.00000 -0.06567 0.00000 0.00000 0.00000 1.63717 0.00000 0.00000 0.00000 2.25808 0.00000 0.00000 0.00000 1.53219 0.00000 0.00000 0.00000 2.33444 0.00000 0.00000 0.00000 SUM 4.81865 0.00000 9.08302 0.00000 0.00000 0.00000 .Condition 1=1.35680L+LL-EQy 2 -0.37328 -0.14928 0.04775 0:00000 0.00000 0.00000 3 0.37328 -0.14928 0.04775 0.00000 0.00000 0.00000 6 0.49312 -2.56398 1.47942 0.00000 0.00000 0.00000 8 0.00000 71.82453 -0.05203 0.00000 0.00000 0.00000 -0.49312 -2.56398 1.47942 0.00000 0.00000 0.00000 26 0.00115 2.92125 2.26104 0.00000 0.00000 0.00000 27 0.00000 1.94088 1.51862 0.00000 0.00000 0.00000 28 -0.00115 2.92125 2.28104 0.00000 0.00000 0.00000 SUM 0.00000 0.53212 9.08302 0.00000 0.00000 0.00000 C) Condition k=0.74320L-EQx • 2 -3.22813 -1.19885 0.03026 0.00000 0.00000 0.00000 3 -2.96126 1.08582 0.02699 0.00000 0.00000 0.00000 . 6 5.13457 -0.12545 0.27358 0.00000 0.00000 0.00000 ED 8 1.07424 . -0.38172 -0.10309 0.00000 0.00000 0.00000 10 4.78887 -1.28929. 0.61926 10.00000 0.00000 o.00000,. . .. . . • . . . . 26 000381 072663 056959 000000 000000 000000 CD 27 0 00364 0:35852 0.28351. 0.06600 'O.00000 0 00000 ... ...• -•. . 0.. . .0 00291,. -. 082435 0.64596 0.00000 0.00000 0.O0000 • . . . ... . . . .... • . - .-•. . . •. . . .- . ... • .;• C •C • • . . - - . •• •_ . -• r C . . . -.- . :. . • - SUM 4.01865 ,7'.000000 p234606 000000 000000 000000 - r S. • .• --'S . . . .... .5. 5• . .-. .. p C . C r'.t. r.1C -- . - -l-.0 -.- . ..• .. -S . -p. . -, •: • C • C . C - 5,. . - .- .. -• . - • S • • . . C . -- . •,_ . 5_ • -r- 4 - . 4, CC - - C •C .. • •, •• S - • . - . S - . . - . ,. C ., . 'J.- . . .. . - . .4- Page4 - - -. . . - . . - - - • .......... . - . 4. . .............................. . .. ....... S S - C4 • . Condition 1=0.743201-EOy 0.09922 -0.03343 ' - - 0.02872 - 0.00000 .. 0.00000 0.00000 : 3 009922 003343 002872 0.00000 0.00000 - 000000 6 0.13896 •0.53795 .. 0.46151 0.00000 3.00000 0.00000 - :8 0.00000 .017803 -0.08945 0.00000 0.00000 0.00000 10 -0.13896 -0.53796 0.48151 0.00000 0.00000 000000 - 26 0.00044 0.75593 - 0.59255 0.00000 0.00000 0.00000 27 0.00000 0.34108 0.26994 0.00000 '0.00000 0.00000 28 -0.00044 0.75593 0.59255 0.00000 0.00000 0.00000 .CL 0 SUM; 0M0000 0.53212 2.34606 0.00000 '0.00000 0.00000 Envelope for nodal reactions - . . . Note.- Ic is the controlling load condition. -VMy . . Mx HZ -: Direction of positive forces and moments CO Envelope of nodal reactions for b.1 201+1 611 CD c=1.201+IL+WL S - .393+,AJI V é1.3568DL+LL+EOx - . V - . V - . V V f1.3588DL+1L.EOy V . . . . - - .V V . V g=0 74323L+EQx h0 743201+EQy i=1.3568D1+LL-EQx j=1.3568DL+LL-EGy k=0 7432DL EQx 1=07432DLEQy V V V V V V -. •" ,V VVV V V V V • C) V V V• 'V. V ' V ' V •V V VV . Page5 C, - 77 .i Vt- r,4 - r .4 Foces - Moments ... No do. Fx Ic Fy 'Ic Fz Ic Mi Ic M ic Mz Ic (Kip] (Kip) IKIPI IKiPiti IKittl [KIPItI) 2 Max 2.961 gf \ 1.086 g( 4L00000 1.027 a .0.00000 a 0.00000 a Mm 3.2 V I g.00000 a 0.00000 a 0.00000 a 3 Max 3.502 e 1.086 k 0.054 a 0.00000 a 0.00000 a 0.00000 a Mm -2.961 Ic -1.315 e 0.027 K 0.00000 a 0.00000 a 0.00000 a 6 Max t'J1 1809 d , .1.760:b(j4.00000 a 0.00000 a 0.00000 a Min -4.789 g --449b ' 01 -111D d &flD0O0 a 0.00000 a 0.00000 a 8 Max 1.074 I 2.922 d 0.030 b 0.00000 a 0.00000 a 0.00000 a Mm -1.074 g -2.746 b -0.436 d 000000 a 0.00000 a 0.00000 a 10 Max 4.789 K 2.809 d 1.760 b 0.00000 a 0.00000 a 0.00000 a Mm -5.489 e -3.449 b -1.110 d 0.00000 a 0.00000 a 0.00000 a 26 Max 0.005 i I 3) 3.692 b (i' 2.880 t444.Oo000 a 0.00000 a 0.00000 a Mm -0.003 g -2.938 d -2,281 d - 0.00000 a 0.00000 a 0.00000 a 27 Max 0.004 k 2.665 b 2.081 b 0.00000 a 0.00000 a 0.00000 a Min -0.004 e -2.880 d -2.236 d 0.00000 a 0.00000 a 0.00000 a 0 4. 28 Max 0.003 k 3.692 b 2.880 b 0.00000 a 0.00000 a 0.00000 a Mtn -0.005 a -2.938 d -2.281 d 0.00000 a 0.00000 a 0.00000 a Forces envelope - 4. ' I Note Ic is the controlhng load condition °- Forces envelope for .4. a=140L b=1 2DL+1 61.L d096L~W a=135680L+LL+EQx - 1=1 35680L+LL+EOy - * g=0742DLEQx"A.. h=0 7432DL+EQy i=13568DLi-LLEQx '.-j13s6aDL+Lt:.Eoy . .. •:;,-,: .' .*:.;'i .4., --. , -i'- k0 743201 EOx -s 1=0 74320L7EOy '' r -"- - - l=' 4 S . . . .,. ' - m- -. 4' . . 4 -, - . . ... .. .4 ..' .. - , .. .. ç• :.-., Page6 ¶4' 4=•4 - - • . . MEMBER. 1 - Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion lc,, M22 Ic - M33 Ic LKipI (Kipj (Kip) (Kp IIJ SKIp Iii [KIP ftj 0%, Max 2.969 1.311 0.07e 0.00a .. 0.03b - .2.71.g 0 Mm. -3.501 -1.09g 0.03d, 0.00.a: -0.02d 3.29 .. . 50% Max 2.96 g 1.31 I 0.01 b 0.00 a .0.01 g 1.36 g Mm -350i -. -1.09g -0.01d 000a -0.03c -1.64 100% Max 2.96 g 1.31 I ,0.03 g 0.00 a 0.00 a 0.00 a CL Min -3.50. I .1.09 g -0.05 a 0.00 a 0.00 a 0.00 a S S S MEMBER 2 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic. [Kip] (Kip) (Kip) IKIp hi [Kip hj (Kp tIJ 0%. Max 1.09 p 2.96 g - .0.03 d 0.03 b . 0.00 g 3.29 Mm -1.31 1 -3.50 .1: -0.07 e -0.02 d . 0.00. I -2.71 9 . -50% Max 1.09 g 2.96 g 0.07 d 0.03 b 0.12 b 0.26 e Mm" -1.31 I -3.50 1 -0.18 b -0.02 d -0.02 d . -0.23 . K 100% Max 1.09 g 2.96 g 0.16 d 0.03 b. 0.37 b 3.21 g Mm -1.31i. 3.501 0.31b 0.02d : 0.13d .3.721 - C) MEMBER 3"-. - . 0 O S . S • .: - - Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic Mfl Ic M33 Ic . . . (Kip) ., (Kip], . (Kip)' (Ktp'ft] JKipit) . tKiiili . . 0% Max 123 g 028 d 117 I 001 K 353 I 0.37.b Mm -1.46 I -0.48 b 1.03 g -002 e -3.06 g - -0.13 d 50% Max '1.22g .0.04d .1.01i .0.01k 0.24i 0.34d . . 1. .••CD Mm 150 I 008 I 067 g -002 e 021 g 046 b CL- 100% Max 1.20 g 0.36 b - 0.85 I. 0.01 K 2.17 g 0.11 g Mm -1.54 I -0.21 d -0.71 g - -0.02 -è -2.58 1 -0.09 I . .• 0 MEMBER 4 - Station Axial Ic Shear V2 Ic' Sheer V3 Ic • Torsion Ic Ic M33 • Ic - - •• 10' - - • 0" [Kip] (Kipj (Kip) . (Kipft) [KIpI1J. (KiPhJ . - 0% • Max - 0.03 p : 0.14 d • 0.09 K 0.00 g 0.07 K • . 0:20 b Mm -0.02 - d -0.23 -0.09 e 0.00 I -0.07 a - -0.11 d . • . - • 0 , 0 • 50% Max • . -.0.021..' 0.07d' -0.04k 0.009 ' 0.02k" O.05 ,b' -- • . . 0 -• - Mm - -1-0.01 d -0.12 b -0.04 a .0.00 I -0.02 a -0.03 d, 100% Max 0.00d 6.00 0.009 0.00g 0.00g -000a Mm 0.00 I-• . 00Q a 0.00 I 0.00 I 0.00. I 0.00 C • • , • . •: . - 0 0 0 0 • 0 0 • .. O •-, - .. :-.- 00 . P -- - .0, '0 0 :' Pae7 0 • . .141 r.r -S - -S 4. MEMBER 5 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic IKiPI [Kip] [Kip] (Ktpitl (Kipi11 (Kipi1 0% Max 2.96 k 1.09 k 0.05 a 0.00 a 0.00 g 0.00 e Mm -3.50 e -1.31 e 0.03 k 0.00 a 0.00 c 0.00 k 50% Max 2.96 Ic 1.09 Ic 0.01 d 0.00 a -0.01 K 1.36 K Mm -3.50 o -1.31 e -0.01 b 0.00 a -0.03 c .1.64 0 100% Max 2.96 K 1.09 K -0.03 d 0.00 a 0.03 b 2.71 k Mm -3.50 o -1.31 8 .0.07 .0.00 a -0.02 d -3.29 e MEMBER 6 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion IC 1.122 Ic 1.133 Ic (Kipj [Kip) (Kip) tKipltl [Kipftl (Kipiti 00/6 Max 1.09 Ic 3.50 e -0.03 d 0.02 d 0.00 g 2.71 K Mm -1.31 e -2.96 Ic -0.07 I -0.03 b 0.00 I -3.29 e 50% Max 1.09 k 3.50 e 0.07 d 0.02 d 0.12 b 0.23 g Mm -1.31 e -2.96 Ic .0,18 b -0.03 b -0.02 d -0.26 I 100% Max 1.09 K 3.50 e 0.16 d 0.02 d 0.37 b 3.72 e Mm -1.31 e -2.96 Ic -0.31 b -0.03 b -0.13 d -321 k MEMBER 9 Station Axial Ic Shear V2 Ic Shear V3 IC Torsion Ic M22 Ic M33 Ic - IKipi. [Kip] (Kip) [Kipll) (K1p111 (klpftl o%' Max' 123 Ic 028 d 4. ' 103 K 0.02.A 308 It ' 037 4. Mm -1.46 a 048 b 117 e. 0 g 353 a -,-0.13 d 50/. Max 122 k' 004 d 087 K 4.002 A 021 Ic 034 4d CL Mm 150 'a 408,::-V 101 %0.01 g 024 ?e 046 b ¶ 100% Max 120 Ic 036 b 071 "Ic 002i 258 e 011 Ic Mm 154 e 021 d -085 e 001 g 217 Ic 009 e .4 8 • -S.- ,- .. -. .' - . _5, 1 . 5' S_I- .4 -. - es -. -- 8 4 ,7 4. .4 .. 4. 4 34 .4,. _5____' . S •.. - _.5 Page8 - _5_. S..- - .. - 14 - -' ..454 "?- ' .-'' - "c - - S. . - ' '4ss' '4' • 4'4,, • ... 3 $ ' -: ; - • . . MEMBER 10 . Station - Axial: -Ic Shear V2 Ic . ShearY3 Ic . Torsion Ic MU Ic M33 Ic. (Kip][Kip]' [Kip] IKIP It) (Kip hj ItOp Will Max'. 0.03J O.14 d. 0.051, '0.001 0.071'. 0.20 Mm. 0,02d -023'b -0.09e .0.00'g -0.07g -0.11d .. - . 50% Mx 0.02 j 0.07 d 0.04 k 000 I 0.02 i : 0.05 b Mm -0.01 d -0.12 b .0.04 a 000 g .0.02 p .0.03 d c 100% Max .0.00.1 0.00a 0.00k 0.001. 0.00e . 0.00 b -, Min 0.00 d 0.00 c 0.00 a 0.00 g- 0.00 k 0.00 d . . •- MEMBER 11' Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic MU Ic : M33- Ic ..[Kip)' . (Kip) (Kip) ' (kipltj .(K1p11j . IKipit) 0% Max 4.67 i 0.18 I 0.43 d 0.04 p 0.31 p - 0.15 p . Min . -3.99,1 p ' -0.12 g -0.77 e -0.04 I -0.40 i .0.21 1 . • 50% Max 4.67 I 0.18 I 0.41 d 0.04 p 1.24 a . . 0.02 I - Mm . -3.99 p. -0.12 g . -0.79 8 404 I ,.. 448 d -0.02 d -100% .Max 4.671. . .0:181- 0.40d -',9.04 'g 2.24 e . -0.25 i • - . Mm . -3.99 p -0.12 p -0.81 a .0.04 I -0.98 d . -0.16 p . . -0 MEMBER 12 Station . Axial Ic Shear V2 Ic Shear V3 Ic Torsion. Ic . MU Ic M33 Ic . . RL (Kipi [Kip] . . [Kip] - (KipflJ. . (Kipi1 (Kiptt) co - . . - -- . 0% Max 0.27 e 0.07 p 0.77 e 0.04 e 2.16 e 0.25 i . Mm -0.27 It . -0.14 1 -0:44 d -0.04 k . -0.94 d --0.17 9 . . . 50% Max 0.27 e . 0.07 p 0.76 e 0.04- a 1.21 a 0.08 ., k Mm 027k:. -0.141 . -0.04k '-0.38 d -0.08e ............. . Max- . 027 a 0.07 p .. 0.74 e 0.04' a 0.30 p - 0.09. - d CL Min. --0.27k -0.14.1 0.47d -0.04k -0,231 MEMBER 13 Station - Axial Ic Shear V2 Jo Shear V3 Ic .. Torsion Ic - -. MU Ic M33 - Ic - - - -- - - - -(Kip) (Kip) (Kip) - (Kipilj . (KIpttJ [Kipit) 0% Max 0.27- k 0.09 1 - 0.29 a - 0.04 e 0.34 e 0.09 d Miii -0.27 a -0.07 d - -0.02 k -0.04 k -0.20 k -0.10 1 -. - .so°i' Max 0.27k 0.09t- . 0.27e -- 0.04e .0.07g. 0.01e - Min -0.27 a- .0.07 d -0.03 k -0.04 k -0.27 I -0.01 k 1009/6 Max 0.27 :k 0.09 I 0.26 e . 0.04 a -0.04 d - 0.11 1 - Mm -0.27' e -0.07. d - 0.04 k -0.04 k 435 e -0.09 d 0 Page9 -• -. . .- •--•4_ -- -- -. --- -:. - -._ ,. .- t-: .;k- :•., . --- .•.• ,-. -- :. MEMBER 14 Station Axial Ic Shear V2 Ic Shear'V3 Ic Torsion Ic M22 Ic M33 Ic (Kip] [Kip] (Kipft) [Kip1tJ [Kipit] 0% Max 0.27 g 0.07 d 0.04 g 0.04 e .0.04 d 0.11 1 Mm -0.27 i -0.09 S -0.26 i -0.04 k .0.35 1 -0.09 d 50% Max 0.27 g 0.07 d 0.03 g 0.04 a 0.07 k 0.01 1 CL Mm -0.27 1 -0.09 I -0.27 i -0.04 k -0.27 e -0.01 g 100% Max 0.27 g 0.07 d 0.02 g 0.04 a 0.34 I 0.09 d Mm -0.27 i -0.09 I -0.29 I -0.04 k -0.20 g -0.10 1 MEMBER 15 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic Mfl Ic M33 Ic [Kip] (Kip) [Kip] (Kip9lJ (KipttJ (Kip II] 0% Max 0.27 1 0.14 e 0.47 d 0.04 a 0.30 k 0.09 d Mm -0.27 g .0.07 k .0.74 I -0.04 k -0.23 a -0.11 1 50% Max 0.27 1 0.14 e 0.46 d 0.04 e 1.21 1 0.08 g Mm -0.27 g -0.07 k -0.76 I -0.04 k -0.38 d -0.08 I 100% Max 0.27 I 0.14 e 0.44 d 0.04 a 2.16 I 0.25 a Mm -0.279 -0.07k -0.77i -0.04k -0.94d -0.17k MEMBER 16 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic . M22 Ic M33 Ic cu [Kip] [kipj (Kip] (Kip It [Kip It Ikip It] 0% Max 467 e 012 k 081 i 004 e 224 I 025 e CZD Mm 399k -018e 40d 004k -098d 016k 50%, Max 4.67..e 6.12" k, .O.79 i- .,()04e4 1.24 I -O.02é.. - Mm 399 k -018 a 041 d -004 k -048 d 002 d • 100/ Max p467 e 012 k 077 I 004 -a.:031 k 015 k Mm 399 k -018 e 043 d -004 k -040 a -021 a 4 8 - t lfj 4 ...-;_ •;.,- -• -4 . -- - -. 8. C) '4. 044 PagelO ..00 At I • . MEMBER 17 Station Axial Ic Shear V2 IC Shear V3 Ic Torsion Ic Mfl Ic M33 Ic (Kip] [Kip) [Kip] (Kip It] (Kip ftj (Ktp It( 011. Max 063 g 121 9 036 d 019 d 026 g 264 -..min --O.771.-1.501 -0.64i J-0.261 .0.304.: -2.239 - : .- ' 50% Max 063 , 1.21 g 0.35 d 0.19 d . 0.76 e 0.76 I : Mm -0.771 -1.501 -0.661 .0.261 _-0,43d :-0.72 g . - .5 -/___ 100% Max - 0.63 g 1.21 g 0.34 d 0.19 d 1.56 b 0.79 g Mm -0.77 'i .1.50 I -0.68 I -0.26 I -0.86 d MEMBER 18 . .5 . . . - . Station Axial Ic Shear V2 Ic ShearV3 Ic Torsion Ic . M22 Ic M33 Ic . (KIpJ (lOp) (lOp) (Kipit) (Kiptt) [Klpft] 0% Max .0.36 g 0.62- 0.77 b 0.05 d . 1.57 b . 0.59 It . Mm -0.52 I -0.50 It -0.58 d- - -0.09 I . -0.90 d -0.78 e 50% Max 0.36 g 0.62 e . 0.76 b q 0.05 d 0.67 e 0.03 d Mm . -0.52_ I 0.50 k -0.59 d -0.09 I -0.16 d -0.06 I 100% Max .0.36 g . 0.62 a . 0.74 b 0.05 d - 0.58 d 0.77 a .. Mm- 0.52'l .0.50:k -0.60d -0.091 -0.32b -0.66 It ' 0 MEMBER 19 Station Axial Ic Shear V2 Ic Sheár.V3 Ic Torsion Ic Mfl Ic M33 Ic g (Kip) IKIPI [Kip) (K1p11J (Kipit) (K1pft) . 01. Max . 0.09 g 0.62 g , 0.47 d 0.02 d 0.60 d 0.84 I . . . Min -0.251 -0.641 -0.33b -0.04e -. -0.401 : -0.78g - . .. Max -0.09g -0.62g -:'0.45 -d -0.02 d 0.09-e . 0.041 ... .'CD -Mm -0.251 -0.641 -0.34 b 4040 .02k: 0.00 -d 100% Max 0.09 g 0.62 g '. 0.44 d 0.02 d -. 0.48 b . .0.71 g . Mm -0.251 -0.641 -0.36b -0.04e -0.54d -0.761 MEMBER 20 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion IC Mfl Ic P4133 Ic - [Kip) [Kipi (lOp) (Kip III (Kip *h] flOp ii) 0% Max 0.09 It 0.64 e 0.36 b 0.04 1 0.48 b 0.77 - . It .. Min -0.25e -062Ii -0,44d- -0.02d- -0.54d -0.76é 50% Max 009 It 064 a 034 b 004 I 009 i 004 e . • . Mm -0.25 a -0.62 It 4,45 a .-' -0.02 d - -0.02 - 9 0.00 d 100% Max . 0.09 It 0.64 a 0.33 b 0.04 I - 0.60. d - 0.84 a - 0 - : Mm -0.25 e -0.62 It -0.47 d -0.02: d -0.40 e -0.78 It 0• - - - - - - . -. C:) . - 0 - o0 • 0 . - -, -- . - - -. . S - . 0 - - - -. - . . --- .• - - . , . -- - . . -Pagell 5 0 0) .'': : :- .-- ' MEMBER 21 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic Mfl Ic M33 Ic IKipi (Kip] [Kip] [Kipiij (KipltJ KipttJ 0% Max 0.36 k 0.50 g 0.60 d 0.09 e 0.58 d 0.77 I Mm -0.52 e -0.62 i -0.74 b -0.05 ci 0.32 b .0.66 9 50% Max q0.36 K 0.50 9 0.59 d 0.09 a 0,67 $ 0.03 d Mm -0.52 e -0.62 1 -0.76 b -0.05 ci -0.16 ci -0.06 a 100% Max 0.36 k 0.50 g 0.58 d 0.09 a 1.57 b 0.59 g, Mm -0.52 o -0.62 I -0.77 b -0.05 d -0.90 ci -0.78 I MEMBER 22 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Kip) (Kip [Kip) (KipiLJ tKipftI lKiplt) 0% Max 0.63 K 1.50 e 0.68 e 0.26 a 1.56 b 0.79 K Mm -0.77 a -1.21 K -0.34 d -0.19 d -0.86 d -1.11 e 50% Max 0.63 K 1.50 a 0.66 e 0.26 a 0.76 4 0.76 a Mm -0.77 a -1.21 K -0.35 d -0.19 ci -0.43 ci -0.72 K 100% Max 0.63 K 1.50 e 0.64 a 0.26 e 0.26 K 2.64 e Mm -0.77 e -1.21 k -0.36 d -0.19 ci -0.30 a -2.23 K MEMBER 23 M. Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic co [Kip] [Kip] [Kip] [Kip flj [Kip it] [Kiplt) 0% Max - 265 d 056 ci 4 5S,j ... 007j 000 c #000 d Kim 341e 056 b 053 g - 007 e '000 i 000 j 50% CL Max 272 d 0.07.b 024 007 K 113 g 073 -d Mum ,4345 a 008 ci 022 007 'e;. 1 19M 074 b IOOI Max 280 ci "C071 b 011 e. 007 K %1.32. g 043 b Mm 51 e &72 ci T009 K 007 e 143 4 046 ci : lie J_ Pagel2 - -. -• - - . - .J .,, ' C , _' 'i. -, -, ..... '-••- - ' ". - 4 C I 0 CD 3 C 0. "C 0 O . 0 MEMBER 24 Station '' Axial Ic Shear-V2 là ShearV3 Ic Torsion Ic Mfl Ic M33 Ic [Kip] [I<Ip] (Kip) (Kip II [Kip (tJ [Kip U] 0%'- Max0.05 ' 0.36 d 0.17 k 0.00 e 0.15 k 0.30 b Mm -0.04 d .0.35 b 4).17 a 0.00 Ic .0.15 a -0.30 d , 50% Max 0.02 j 0.18 d 0.09 'k 0.00 e 0.04 k 0.07 b . . Mm -0,02 d -0,18 b -0.09 e 0.00 K 70.04 e -0.07 d 100% Max 0.00 d 000 I - 0.00 K 0.00 e 0.00 e 0.00 b -' CL Min 0.00 b 0.00 c 0.00 a 0.00 K 0.00 Ic .0.00 d MEMBER 25 . . Station Axial Ic Shear V2 !c Shear V3 Ic Torsion Ic Mfl Ic M33 Ic [Kip] [Kip] [Kip) [Klpt) [Kipit] [Kipft], . 0% Max 008 q 0 5%' d 0.53 K 0.06 a 0.00 K 000 e Mm -0.16 i '-0.58 b -0.54 a -0.01 d 0.00 e 0.00 c 50%' Max 0.14 d 0.05 b 0.22 k 0.06 a 1.15 a 0.80 d Mm -0.22 I -0.05 d -0.23 a -0.01 d -1.14 It -0.79 b *00% Max 022 d 0.69 b 0.09 g 0.06 a 1.36 a 0.33 'b Mm 0.271 " -0.69d -0.10.'.i ' -0.01 d -1.32k -0.33d C-) :MEMBER 26 -- Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic ' (KiÔJ (Kip] (Kip [Kipft] (lctpftl (KipttJ w 0% , Max 0.05 j 0.36 d , 0.17 i 0.00 g - 0.15 V 0.30 b Mm 0.04 d -0.35 h -0.17 a 000 I -0.15 e -0.30 d 50% Max 0.02j 0.18d 0.09 il 0.00g O.04i , 0.07b , " ' Mm -0.02 d -0.18 b -0.09 a 0.00 I -0.04 0 .0.07 d' , , CL 1001/6 Max 0.00 b - ' 0.00 g 0.00 e 0.00 g 000 g 0.00 b ' Min 0,00 d 000 c .0.00 -------------- I 0.00 I 0.00 I 0.00 d MEMBER 27 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion to . M22 Ic M33 Ic (Kip) [Kp] (Kip) (KipftJ (Kiptt] [kipfl] 0% Max 2.73 d 0.58 d 0.54 k 0.03 e 0.00 i 0.00 I Mm, -2.54 b -- -0.57 b -0.54 a -0.03 k . 0.00 a ' 0.00 c , 50% Max 2.80 d 0.06 b - 022 K 0.03 a 1.15 a 0.79 d . . Mm -2.62 b -006 d ' ' -0.22 a -0.03 k -1.15 K . -0.7.7 b 100%': Max 2.87 d 0,69 b 0.09 g 0.03 e ' 1.36 a 0.37 b - Mm -2.69.b -0.70.d -0;09i. ,0.03k- ,-1.36k -0.3,5d C) 0 Page13 - ' .- ,-Y" A.i •' I -4 - MEMBER 28 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic IKip) [Kip] [Kip) [Kip'II] (Kip'itj (KipiiJ 0% Max 0.05 j 0.36 d 0.17 1 0.00 I 0.15 I. 0.30 b Mm .0.04 d -0.35 b -0.17 e 0.00 g -015 e -0.30 d 50% Max 0.02 J 0.18 d 0.09 I 0.00 I 0.04 I 0.07 b Mn -0.02 d -0.18 b .0.09 a 0.00 g -0,04 a -0.07 d 100% Max 0.00 h 0.00 b 0.00 a 0.00 I 0.00 1' 0.00 c Min 0.00 c 0,00 d 0.00 k 0.00 g 0.00 g 0.00 a ;••'[• I 0 CD > 2 C 0. (n 0 MEMBER 29 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic Mn Ic M33 Ic [Kip] [Kip] [Kip] [Kiptt] [Kip'Ii] IKiphl 0% Max 0.08 it 0.59 d 0.54 i 0.01 d 0.00 i 0.00 Mm -0.16 e -0.58 b -0.53 g -0.06 I 0.00 a 0.00 d 50% Max 0.14 d 0.05 b 0.23 I 0.01 d 1.14 g 0.80 d Mm -0.22 e -0.05 d -0.22 g -0.06 I -1.15 1 .0.79 b 100% Max 0.22 d 0.69 b 0.10 a 0.01 d 1.32 g 0.33 b Mm -0.27 a -069 d -0.09 it -0.06 I -1,36 it -0.33 d MEMBER 30 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic jKipJ (Kip) [Kip]- [Kip UI (Ktp f1 (Kip II] 0% Max 005 036 d 017 I 000 1 015 ,.030 b Mm -004 d -035 b 017 a 000 g -015 g 030 d CL 50% -Max 002j .0.18'd - 0.09-i' 000i;- -0.041 0.07b Mm 002 d 018 b -009 a 000 g -004 g , 007 d 100 Max 000 it 000 ' c 0 O0 1 0 00 I 0 00 I 000 b Mm 000 c 000 a 000 e 000 g 000 g 000 g - - 4 -4 I • . £ .. - . - 77 'r -'- I * ' ' s-', 4 . .- - - •' -. 4. - • St .., I .• i .f 0 .5 - -, - •- - -g. ' . S. S ' - '-.1 , -- rageit - - PAP . - • . MEMBER.31 Station -Axial. Ic Shear V2 Ic Shear V3 Ic Torsion Ic Mfl Ic M33 Ic - LKIPI (Kip) (Kip) (Kip it] ' IKIp ftj (Kip it) 0% Max 2.65 d 0.56 d ' 0.53 k - 0.07 i - 0.00 i 0.00 I Mm' -3.40i '•.-0.56b -0.55e -0.079 -0.00e 0.06 d", 5011. Max 2.72 d 0.07 'b 0.22 k , 0.07 I 1.19 e c 0.73 d Min' -3.45 i -0.08 d - -0.24 e -0.07 g -1.13 k .0.74 b 100% Max , 2.80 d 0.71 b 0.09 g - 0.07 I 1.43 a 0.43 b . 'Mm -3.511 .-0.72d -0.111- --0.079 -1.32 k .0.46d -' MEMBER 32 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22, Ic M33 . Ic [Kip] .(KipI [Kip] 4:[Kip9t) [Kiplt] IKipft] 0% Max 0.05 j 0.36 d 0.17 i 0.00 I . , -0.15 k 0.30 b Mm -0.04 d -0.35 b -0.17 a 0,00 g -0.15 e '-0.30 d 50% Max 0.02 j 0.18 d , 0.09 I 0.00 i 0.04 k 0.07 b Mm. .0.02 'd -0.18 b ' -0.09 a 0.00 g -0.04 ,e -0.07 d,. 100% Max 0.00 d 0.00' k 0.00 I 0.00 I- 0.00 k , 0.00 b Min 0.00 g . 0.00 c 0.00 g 0.00 g . 0.00 e 0.00 ci C) 5?. - MEMBER 33 . Station Axial Ic Shear V2 Ic ' Shear V3 Ic Torsion Ic M22 Ic M33 Ic .. . . [Kip) :- [Kip) (Kip] IKip'tt) [KIpitJ ' ' tKiptI) S in co 0%. Max 4.68 b 0.00 d 0.00 I 0.00 a 0.00 K 0.00 S I . Mm -3.72 d ' -0.01 a 0.00 g 0.00 ci . 0.00 a 0.00 '- a - ' - - 50% Max 4.68 b 0.00 ci 0.00 I 0.00 e ' 0.01 g: 0.00- d Z ID Mm .-3.72-d 0.00g''O.00g' 0.00'd '-0.021' --0.01- - -. ' .. . S 100% Max 467b 0.01'a '0.001 ,0.00e 0.02g 0.02d . :' -• .' •' Mm -3.73d 0.019 .0.009 0.00d '-0.031 - 0.01 ,9 , .• 5 -' 5; MEMBER 34 • , , • ' S - S . . . S . .5 -. . .5 5 Station ' Axial Ic'. Shear V2 Ic . Shear V3 'là Torsion Ic M22 Ic M33 Ic [Kip] ' ' (Kip] [KIp'tt] . ' .' [KiptI1" (Kipli) 0% iMax 3.38 b 0.00 d 0.00 k 0.00 e . 0.00 e . 0.00 I • : ,,, ' Mm -3.65 ci 401 1 0.00 e ' 0.00 'k 0.00 I 0.00 a 50% Max 3.36 b 0,00 d 0.00 k . 0.00' a 0.01 , a 0.00 d S Mm -365 ci 0.00 b .0.00 , e 0.00 Ic -001 Ic -0.01 b S S 100% -Max -3.37 b ' o:oi a 0.00 It 0.00 a 0.03 e 0.02 ci Mm -3.65 d ' 0.01 h 0.00 e 0.00 Ic- -0.03 Ic ,. 0.01 b I - - • - -- ' ' -- S -, . -- Page15 ( MEMBER 35 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic PA22 Ic M33 Ic [Kip] (Kip] [Kip) [KipItJ [KipIIJ IKiPft) '0 0% Max 4,68 b 0.00 d 0.00 Ic 0.00 g 0.00 a 0.00 a Mm -3.72 d -0.01 1 0.00 e 0.00 i 0.00 Ic 0.00 d c 50% Max 4.68 b 0.00 d 0.00 Ic 0.00 g 0.02 a 0.00 d cl cn Mm -3.72 d 0.00 Ic 0.00 a 0.00 I -0.01 Ic -0.01 I 100% Max 4.67 b 0.01 a 0.00 k 0.00 g 0.03 e 0.02 d Mm -3.73 d 0.01 Ic 0.00 e 0.00 I -0.02 Ic 0.01 Ic C.) a) C-) C a) 0 co (1) .4.'- z '.rcD4. . I 4. 5... ' .4..- 5 -,' S • . . I 4. . . - . . . .5 ., . .-' -.. • . . . - I 4. •4. 4# - .... 4' •, : F 2 -. :: ,::: A ' : I LEGOLAND DR 2111000900 TI 08-29-2016 CB1 62925 AUgust 24, 2016 Project No 10075012 To Merlin Entertainment Group/US Holding, Inc One Lego Drive Carlsbad, California 92008 Attention Mr Keith Carr • •, Subject Geotechnical Review of Foundation and Grading Plans, Proposed Parking Structure, LEGOLAND Theme Park, Carlsbad, California References Leighton and Associates 2015 Ge6technical Update Report, Proposed Parking Structure, LEGOLAND Theme Park Carlsbad, California, Project No 10075012, November24, 2015 Hope-Amundson Structural Engineers, 2016 Foundation Plans, LEGOLAND Parking Structure LEGOLAND Theme Park, Carlsbad California, Sheets Si 01-Si 03 S1.11-S1.13, 82 oi-S2 03 S2 11-S2 12, S3 01-S3 06, S4.01--S.4-03, S5.01 lwS6 01 dated July 28, 2016 Nasland Civil Engineering, 2016, Gr'ading'::Plans LEGOLAND Parking Structure, LEGOLAND Theme Park, Carlsbad California, Sheets Ci 01- C1.02, C201, C3.01 C3.02, C401, C501-0502, C601, dated July 12, 2016 In accordance with your request, we have performed a geotechnical review of the referenced foundation plans (Hope-Amundson Structural Engineers, 2016) and grading plans (Nasland Civil Engineering, 2016) for the subject project Our review was performed to identify potential conflicts with the intent of the referenced geotechnical document Based on our review, the plans appear to be in general conformance with our recommendations However, we have the following comments on the foundation plans 3934 Murphy Canyon Road Suite B205 San Diego CA 92123-4425:,, corn 858 292 8030 m Fax 858 292 0771 • www leightongroup 10075012 On Sheet S1.0,2:,Structural Notes Section G (Foundation) Note 5 should be revised to state the following, per the recommendations provided in the referenced geotechnical report (Leighton, 2015) 'The upper 5 feet of soil materials within the building pad and 5 feet outside the limits of the building foundation should have and expansion potential of 50 or less Laboratory testing upon completion of fine grading for the building pad should be performed to determine expansion potential of finished grade soil On Sheet S4 01, Detail 11, the line note WP per Arch Drainage per Geotech Report should be revised to the following "WP per Arch Drainage a On Sheet S4.02, Detail 19 the line note: "Mm. Beanrig Depth (Mih;12" Into • Formational Material) should be revised to the following "Min. 247inch Embedment Depth The conclusions and recommendations presented in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples,:and tests. Such mnformation is, by necessity inthmplete. The nature. 6f': many • sites is such that differing geotechnical or geological conditions can and do occur. Therefore the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project Only with these observations are we able to confirm that our preliminary findings are representative for this site If you have any questions regarding our letter please d not hesitate to contact this office We appreciate this opportunity to be of service Respecifully submitted OFES S10 LEIGHTONAND ASSOCIATES, INC. I : UA CIVIV I William D Olson, RCE 45283 Associate Engineer Distribution (1) Addressee (1) McCarthy Building Companies, Inc Attn Jane Shon (1) Project Management Advisors, Inc.,Attn Erik Flores 2 Leighton LEIGHTON AND ASSOCIATES, I %/%LIJ William D. Olson, RCE 45289 Associate Engineer Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 24, 2015 Project No. 10075.012 To: Merlin Entertainment Group/US Holding, Inc. c/o LEGOLAND California, LLC One Lego Drive Carlsbad, California 92008 Attention: Mr. Keith Carr Subject: Geotechnical Update Report, Proposed Parking Structure, LEGOLAND Theme Park, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical update for the proposed Parking Structure that is planned for the LEGOLAND Theme Park in Carlsbad, California (see Figure 1). This report presents the results of our review of pertinent geotechnical documents, subsurface exploration, laboratory testing, geotechnical analyses, and provides our conclusions and recommendations for the proposed development. Based on the result of our current geotechnical study, the proposed project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction of the project. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. oNAL c Respectfully submitted, 19 rl-CP Distribution: (4) Addressee ' _v1J. / Mike D. Jensen, CEG 2457 Senior Project Geologist 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 10075012 TABLE OF CONTENTS Section.'.-Page 1.0 INTRODUCTION I 1;1 PURPOSE AND SCOPE 1 1.2 SITE. LOCATION AND DESCRIPTION .................... ................................................................ 1 1.3 PROPOSED DEVELOPMENT 2 20 SUBSURFACE EXPLORATION AND LABORATORY TESTING 3 2.1 SITE INVESTIGATION 3 2.1 LABORATORY TESTING 3 3 0 SUMMARY OF GEOTECHNICAL CONDITIONS 4 3.1 GEOLOGIC SETTING...... .................................................................................................4 . 3.2., SITE SPECIFIC GEOLOGY 4 3.2.1' Artificial Fill Undocumented (Not Mapped) 4 3.2:2 Artificial Fill Documented (Map Symbol— Afd) ....................:..........................5 32.3 Santiago Formation (Map Symbol:'- Tsa) 5 3 4 ENGINEERING CHARACTERISTICS OF ON-SITE SOIL 6 3.4.1 Soil Compressibility and Collapse Potential 6 .3.4.2 Expansive Soils 6 3:41..3. Soil Corrosivity 6 3.4.4 Excavation Characteristics 7 3.4.5 Infiltration Characteristics 7 40 FAULTING AND SEISMICITY 8 4.1 FAULTING ..................................................................................................................... 42 LOCAL FAULTING 8 4.3 SEISMIC1rY...........................................8 44 SEISMIC HAZARDS 8 4.4.1 Shallow Ground Rupture 9 4.42 Mapped Fault Zones ............:......:: ................................................ ..................9 4.4.3 Site Class*..* 9 4.4.4 Building Code Mapped Spectral Acceleration Parameters.::.: .........................9 H 4.5. SECONDARY SEISMIC HAZARDS 10 '4:5. 1 Liquefaction and Dynamic Settlement 10 4.5'.2 Lateral Spread 11 4.5.3 Tsunamis and Seiches 11 4 6 LANDSLIDES 11 47 SLOPES 12 48 FLOODHAZARD 12 -I Leighton 10075.012 TABLE OF CONTENTS (Continued) Section Page 5.0 CONCLUSIONS.....................................................................................................13 6.0 RECOMMENDATIONS..........................................................................................15 6.1 EARTHWORK ........................................................................................................15 6.1.1 Site Preparation...........................................................................................15 6.1.2 Excavations and Oversize Material .............................................................15 6.1.3 Removal of Compressible Soils...................................................................16 6.1.4 Pad Overexcavation ....................................................................................16 6.1.5 Engineered Fill ............................................................................................17 6.1.6 Earthwork Shrinkage/Bulking ......................................................................17 6.1.7 Trench Backfill.............................................................................................17 6.1.8 Expansive Soils and Selective Grading.......................................................18 6.1.9 Import Soils .................................................................................................18 6.2 TEMPORARY EXCAVATIONS....................................................................................18 6.3 FOUNDATION DESIGN CONSIDERATIONS .................................................................19 6.3.1 Preliminary Foundation and Slab Design ....................................................19 6.3.2 Foundation Setback ....................................................................................20 6.3.3 Settlement ...................................................................................................21 6.3.4 Moisture Conditioning..................................................................................22 6.4 LATERAL EARTH PRESSURES AND RETAINING WALL DESIGN ....................................23 6.5 GEOCHEMICAL CONSIDERATIONS ...........................................................................25 6.6 CONCRETE FLATWORK ..........................................................................................25 6.7 SURFACE DRAINAGE AND EROSION ........................................................................26 6.8 PLAN REVIEW .......................................................................................................26 6.9 CONSTRUCTION OBSERVATION ..............................................................................26 7.0 LIMITATIONS .................................................................................................27 TABLES TABLE 1 - 2013 MAPPED SPECTRAL ACCELERATIONS PARAMETERS - PAGE 10 TABLE 2- MAXIMUM SLOPE RATIOS - PAGE 19 TABLE 3- MINIMUM FOUNDATION SETBACK FROM SLOPE FACES - PAGE 21 TABLE 4 - PRESOAKING RECOMMENDATIONS BASED ON FINISH GRADE SOIL EXPANSION POTENTIAL - PAGE 22 TABLE 5- STATIC EQUIVALENT FLUID WEIGHT - PAGE 23 TABLE 6 - RETAINING WALL SOIL PARAMETERS - PAGE 24 4 Leighton 10075.012 - 1.0 INTRODUCTION We recommend that all individuals utilizing this report read the preceding information sheet prepared by GBC (the Geotechnical Business Council of the Geoprofessional Business Association) and the Limitations, Section 7.0, located at the end of this report. 1.1 Purpose and Scope This report presents the results of our updated geotechnical study for the proposed Parking Structure Project located at the LEGOLAND Theme Park in Carlsbad, California (see Figure 1). The purpose of our update report was to identify and evaluate the existing geotechnical conditions present at the site and to provide conclusions and recommendations relative to the proposed development. 1.2 Site Location and Description The LEGOLAND Theme Park is located north of Palomar Airport Road and west of College Boulevard in Carlsbad, California (see Figure 1). The proposed parking structure. will be located south of an existing maintenance yard and southeast of the existing Castle Hotel within the LEGOLAND Theme Park (see Figure 2). Currently, the site is occupied by an asphaltic surfaced parking that is accessed via a private driveway which transects The Crossings Drive. In addition, vegetation at the site consists of typical lawns, shrubs and trees. Topographically, the site is nearly level with elevations gently sloping from the north to the south, ranging from approximately 142 to 134 feet above mean sea level (msl). As background, Leighton performed the initial geotechnical investigation for the LEGOLAND Theme Park in 1995. Subsequently, the site was mass graded between 1996 and 1998 under the direct observation and testing of Leighton. As a result of the mass grading operations for the development of the LEGOLAND Theme Park, a cut to fill transition was created at the site which perpendicularly transects the we portion of the site in a north to south orientation (see Figure 2). 4 -1- Leighton 10075.012 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 2.1 Site Investigation Our exploration consisted of excavating five (5) 8-inch small diameter geotechnical borings (B-i through B-5) to approximately 31.5 to 41 feet below the existing ground surface (bgs). All borings were drilled using a heavy duty truck mounted hollow-stem auger drill rig. During the exploration operations, a geologist from our firm prepared geologic logs and collected bulk and relatively undisturbed samples for laboratory testing and evaluation. After logging, the borings were backfilled per County of San Diego Department of Environmental Health (DEH) requirements. The boring logs are provided in Appendix B. Geotechnical boring locations are depicted on the Geotechnical Map (see Figure 2). 2.2 Laboratory Testing Laboratory testing performed on soil samples representative of on-site soils obtained during the recent subsurface exploration included, moisture content, density determination, shear strength, consolidation, expansion index, and a screening geochemical analysis for corrosion. A discussion of the laboratory tests performed and a summary of the laboratory test results are presented in Appendix C. -3- 4 Leighton 10075012 30 SUMMARY OF GEOTECHNICAL CONDITIONS 3.111 Geologic Setting The site is located in thë1côasta1 section of the Peninsular Range Province,Ia : geomorphic province with a long and active geologic history throughout .Southern H' California Throughout the last 54 million years, the area known as "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded:frorn the land Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering Of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the;general site area today. .. . . .• .5', 32 Site Specific Geology Based on our subsurface exploration, geologic mapping during previous grading operations (Leighton, 1998), and review of pertinent geologic literature and maps, the geologic units underlying the site consist of documented artificial fill soils and the Tertiary-aged Santiago Formation Brief descriptions of the geologic units present at the site are presented in the following sections The approximate 5'. . areal distribution Of the, geologic 'ünits...s.depicted on thè'Geotechnicál Map (see Figure 2) and the geotechnical boring logs with detailed soils descriptions are presented in Appendix B 3.2A Artificial Fill Undocumented (Not Mapped) Areas of undocumented fill up to approximately 5 feet in thickness may be encountered in planters and landscape areas The fill was derived from on- site excavations that were placed following the rough grading operations which occurred in the late 1990's 411, -4- Leighton 10075.012 - 3.2.2 Artificial Fill Documented (Map Symbol - Afd) The site is generally overlain by documented artificial fill that was placed and compacted during previous grading operations (Leighton, 1998). The depth of the fill soils at the site is expected to vary between 3 and 30 feet bgs. The fill soils consists of moist, light yellowish brown to brownish yellow, lose to very dense, silty sand and moist, very dark brown to grayish brown, stiff to very stiff, sandy lean clay. In addition, the fill soils were compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 (Leighton, 1998). The upper 2 feet of previously placed documented fill is weathered or disturbed by existing improvements and should be removed and reprocessed prior to the placement of additional fills or construction of new improvements. 3.2.3 Santiago Formation (Map Symbol - Tsa) The Santiago Formation underlies the entire the site. To the west of the cut to fill transition, a thin layer of documented fill overlies the Santiago Formation. The Santiago Formation consists of a very pale brown to light yellowish brown, moist, very dense, silty fine to medium grained sandstone with interbedded layers of hard sandy lean claystone. We anticipate that the western portions of the Santiago Formation may need to be excavated and/or undercut and replaced as compacted fill during the mitigation of the cut to fill transition at the site. 3.3 Surface Water and Ground Water No indication of surface water or evidence of surface ponding was encountered during our geotechnical investigation at the site. However, surface water may drain as sheet flow across the site during rainy periods. Based on our experience and given the approximate elevation of the site, we anticipate the ground water to be at a depth of 75 feet or more. However, it should be noted that previous nearby investigations have encountered perched ground water accumulated on the geologic contact between the fill and the Santiago Formation at the site. These conditions will need to be evaluated on a case-by-case basis during site grading and within sandy layers in the Santiago Formation. Therefore, based on the above information, we do not anticipate ground water will be a constraint to the construction of the project. 4 Leighton 10075.012 3 4 Engineering Characteristics of On-Site Soil Based on our subsurface:exploration,,geologic mapping during previous grading operations (Leighton 1998), review of pertinent geologic literature and maps, and our professional experience on adjacent sites with similar soils the engineering characteristics of the on-site soils are discussed below. 3.4.1 Soil Compressibility and Collapse Potential Based on the dense nature of the on-site documented fill and the Santiago Formation, it is our opinion that the potential for settlement and collapse at the: site is low. Howévér, the upper.2.f6ét of previously, placed documented fill that is. weathered or disturbed by existing improvements are expected to be removed by planned grading and/or.remedial gradin.g. ' 3.4.2 Expansive Soils The majority of the :onsite material is expected to have a low to high ' expansion potential In addition, soils generated from excavations in the Santiago Formation are also expected to possess .a very low 'tO Jow expansion potential; Laboratory testing upon completion. of remedial :and ' fine grading operations for the proposed building pad is recommended to determine actual expansion potential of finish grade soil at the site 3.4.3 Soil Corrosivity During our investigation, a preliminary screening of one representative ,on- site soil sample was performed to evaluate its potential corrosive effect on concrete and ferrous metals In summary, laboratory testing on the representative soil sample obtained during our subsurface exploration evaluated pH, minimum electrical resistivity, and chloride and soluble sulfate content The sample tested had a measured Ph of 7.23,and a measured minimum electrical resistivity of 630 ohm-cm The test result also indicated that the sample had a chloride content of 107 parts per million (ppm) and a soluble sulfate content range of 260 ppm -6 Leighton 10075.012 3.4.4 Excavation Characteristics It is anticipated the on-site soils can be excavated with conventional heavy-duty construction equipment. Localized cemented zones located within the Santiago Formation, if encountered, may require heavy ripping or breaking. In addition, localized loose soil zones and friable sands, if encountered, may require special excavation techniques to prevent collapsing of the excavation. 3.4.5 Infiltration Characteristics Based on our experience, we anticipate that the underlying documented fill consisting of a mixture of soils and the underlying formation will have permeable and impermeable layers can transmit and perched ground water in unpredictable ways. Therefore, Low Impact Development (LID) measures may impact down gradient improvements and the use of some unlined LID measures may not be appropriate for this project. All Infiltration and Bioretention Stormwater Systems design should be reviewed by geotechnical consultant. 4 Leighton 10075.012 . 40 FAULTING AND SEISMICITY 4.1. Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults By definition of the California Geological Survey, an active fault is a fault which has had surface displacement within Holocene time (about the .,:last 11,000 years). The state geologist has defined. a:potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used, in delineating Earthquake Fault Zôñes as mandàtéd : by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and most recently revised in 2007 (Bryant and Hart, 2007) The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults The subject site is not included within any. Earthquake FaUlt Zones as created by the Alquist-Priolo Act.. • . ' ..... . 4.2. ":Local Faulting........... . . . .., Our review of available geologic literature (Appendix A) and geologic mapping during previous grading indicates that there are no known major or active faults on or in the immediate vicinity of the site The nearest active regional fault is the offshore segment of the Rose Canyon Fault Zone located approximately 4 9 miles west of the site (USGS, 2008) :4.3 Seismicity The site is considered to lie within -a seismically active region, as is all of Southern California As previously mentioned above, the Rose Canyon fault zone located approximately 4.9 miles west of the site is considered the 'active fault having the most significant effect at the site from a design standpoint 4.4 Seismic Hazards 7. Severe ground shaking is most likely to occur during an earthquake on one of the regional active faults in Southern California The effect of seismic shaking may be mitigated by adhering to the California Building Code or state-of-the-art seismic design parameters of the Structural Engineers Association of California -8- Leighton 10075.012 If- 4.4.1 Shallow Ground Rupture As previously discussed, no active faults are mapped transecting or projecting toward the site. Therefore, surface rupture hazard due to faulting is considered very low. Ground cracking due to shaking from a seismic event is not considered a significant hazard either, since the site is not located near slopes. 4.4.2 Mapped Fault Zones The site is not located within a State mapped Earthquake Fault Zone (EFZ). As previously discussed, the subject site is not underlain by known active or potentially active faults. 4.4.3 Site Class Utilizing 2013 California Building Code (CBC) procedures, we have characterized the site soil profile to be Site Class D based on our experience with similar sites in the project area and the results of our subsurface evaluation. 4.4.4 Building Code Mapped Spectral Acceleration Parameters The effect of seismic shaking may be mitigated by adhering to the California Building Code and state-of-the-art seismic design practices of the Structural Engineers Association of California. Provided below in Table 1 are the spectral acceleration parameters for the project determined in accordance with the 2013 CBC (CBSC, 2013) and the USGS Worldwide Seismic Design Values tool (Version 3.1.0). -9- 4 Leighton ..Table 1, 2013 CBC Mapped Spectral Acceleration Parameters Site Class D Site Coefficients 'Fa t053 F = 1.570 Mapped MCE Spectral Accelerations Ss = 1:A 17g Site Modified MCE Spectral Accelerations SMS = 11 76g SM1 = 0675g Design Spectral Accelerations SOs: = 0.784g: SD, = 0.4500 Utilizing ASCE Standard 7-10, in accordance with Section 11.8.3, the following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered Earthquake (MCE')' The mapped MCEG peak ground acceleration (PGA) is 0 441g for the site For a Site Class D, the FPGA is 1.059 and the mapped peak ground acceleration adjusted for Site Class effects (PGAM) is 0.4 .67g for the site .4 .5 Secondary Seismic Hazards In general, secondary seismic hazards can include soil liquefaction, seismically- induced settlement, lateral displacement, surface manifestations of liquefaction, landsliding, seiches, and tsunamis The potential for secondary seismic hazards at the subject site is discussed below 4.5. 1 Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid This effect may be manifested by excessive settlements and sand : boils atthé:ground surface, -10 Leighton 10075.012 Based on our evaluation, the on-site soils are not considered liquefiable due to their dense condition and absence of a shallow ground water condition. Considering planned grading and foundation design measures, dynamic settlement potential is also considered negligible. 4.5.2 Lateral Spread Empirical relationships have been derived (Youd et al., 1999) to estimate the magnitude of lateral spread due to liquefaction. These relationships include parameters such as earthquake magnitude, distance of the earthquake from the site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics of the soil. Based on the low susceptibility to liquefaction and the formational material unit underlying the site, the possibility of earthquake-induced lateral spread is considered to be low for the site. 4.5.3 Tsunamis and Seiches Based on the site elevation and the distance of the site from the Pacific coastline, there is no potential for flood damage to occur at the site from a tsunami or seiche. 4.6 Landslides Landslides are deep-seated ground failures (several tens to hundreds of feet deep) in which a large arcuate shaped section of a slope detaches and slides downhill. Landslides are not to be confused with minor slope failures (slumps), which are usually limited to the topsoil zone and can occur on slopes composed of almost any geologic material. Landslides can cause damage to structures both above and below the slide mass. Structures above the slide area are typically damaged by undermining of foundations. Areas below a slide mass can be damaged by being overridden and crushed by the failed slope material. Several formations within the San Diego region are particularly prone to landsliding. These formations generally have high clay content and mobilize when they become saturated with water. Other factors, such as steeply dipping bedding that project out of the face of the slope and/or the presence of fracture planes, will also increase the potential for landsliding. Based on our geologic Leighton . ..:...i 0075.012 review and previous geologic mapping, the materials on site are generally ws massive with no distinctive structure No active landslides or indications of deep-seated landsliding were noted at the site during previous site grading, or our review of available geologic literature, topographic maps, and stereoscopic aerial photographs Furthermore, our field exploration and the local geologic maps indicate the site is underlain by favorable oriented geologic structure, and no nearby. slopes-. Therefore, the potential for H significant landslides or large-scale slope instability at the site is considered low. :4.7 Slopes If grading of the site includes the construction of new slopes, we recommend that permanent slopes be inclined no steeper than 2:1 (horizontal to vertical) Fills over sloping ground should be benched to produce a level area to receive fill Benches should be wide. :'enough to provide complete coverage by the compaction equipment during fill placement If cut slopes are proposed to reach site grades, they should be evaluated by the, geotechnicàl consultant during grading plan . review and grading.•. •. . pw All slopes may be susceptible to surficial slope instability and erosion given substantial wetting of the slope face Surficial slope stability may be enhanced by providing proper site drainage The site should be graded so that water from the surrounding areas is not able to flow over the top of slopes Diversion structures should be provided where necessary. . : •: •• 4 8 Flood Hazard - According to a Federal. Emergency Management Agency (FEMA).flobd insurance :. rate map (FEMA, 2012), the site is not located within a floodplain In addition, the site is not located downstream of :6- dam or within a dam inundation area based on our review of topographic maps Therefore, the potential for flooding of the site is considered very, low. -12- Leighton 10075.012 5.0 CONCLUSIONS Based on the results of our geotechnical review of the site, it is our opinion that the proposed development is feasible from a geotechnical viewpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the significant geotechnical factors that we expect may affect development of the site. As the site is located in the seismically active southern California area, all structures should be designed to tolerate the dynamic loading resulting from seismic ground motions; The site is not transected by Potentially Active or Active faults; The location of the proposed parking structure is within an area underlain by existing documented fill placed as part of the original rough grading of the LEGOLAND Theme Park and the Tertiary-aged Santiago Formation; Areas of undocumented fill and disturbed soils up to 5 feet in thickness may be located in areas of existing improvements and landscape areas. These materials, if encountered, should be removed prior to the placement of additional fills or construction of improvements; The upper 2 feet of previously placed documented fill is weathered and should be removed and reprocessed prior to the placement of additional fills or construction of improvements; As a result of the mass grading operations for the development of the LEGOLAND Theme Park, a cut to fill transition was created which perpendicularly transects the western portion of the site in a north to south orientation. Over-excavation and/or undercutting should be performed to mitigate the cut to fill transition to prevent the potential for differential settlement under the proposed parking structure; Existing underground utilities and construction debris should be anticipated during future grading and construction. The depths and location of these utilities are unknown at this time. It should be noted that backfill associated with utility trenches should be evaluated on a case-by-case basis and may require complete removal prior to placement of additional fill or construction of foundations; We anticipate that the soils present on the site will be generally rippable with conventional heavy-duty earthwork equipment; -13- Leighton 10075012 The existing onsite soils are suitable material for fill construction provided they are relatively free of organic' material, debris, and cobbles'or: rock fragments larger than 8 inches in maximum dimension Based on laboratory testing, the soils on the site generally possess a low to high expansion:,potential Nevertheless, there may be localized areas across the site and between our exploration locations having a higher expansion potential, Ground water was not encountered during the site investigation or pervious grading operations Therefore, ground water is not considered a constraint on the proposed project development r However, perched ground water and seepage may develop within sandy layers and along the less permeable clay and silt layers within the Santiago Formation and along the fill and the Santiago Formation contact during periods of precipitation or increased landscape .: frriation;. :• .: • •:.. .......• . Although- fóndation plans have not.been finalized and building: loads were not provided at the time this report was drafted, we anticipate that a conventional foundation system, consisting of continuous and spread footings with slab-on- grade flooring supported by competent documented fill materials, will be utilized for the proposed parking structure; : : :. •• • : Although Leighton does not practice corrosion engineering, laboratory test results in the soils present on the site have a negligible potential for sulfate attack on normal concrete In addition, the onsite soils are considered to be corrosive to buried uncoated ferrous metals We recommend that a corrosion engineer be retained to design corrosion protection systems and to evaluate the appropriate 'Concrete properties for the project; and . •. • . . . ... . • ............ ,: o Low Impact Deve!oment (LID) measures may impact down gradient :. improvements and the use of unlined LID measures may not be appropriate for this project -14- : • ••• •.. : : .: : : . ..: . ,: ...... . :: .•. : Leighton..: •:. :.: 10075.012 6.0 RECOMMENDATIONS 6.1 Earthwork We anticipate that earthwork at the site will consist of site preparation building pad overexcavation of cut area and remedial grading. We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix D. In case of conflict, the following recommendations supersede those in Appendix D. 6.1.1 Site Preparation Prior to grading, all areas to receive structural fill, engineered structures, and pavements should be cleared of surface and subsurface obstructions, including any existing debris and undocumented fill, old slabs, loose, compressible, or unsuitable soils, and stripped of vegetation. Removed vegetation and debris should be properly disposed off-site. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 8 inches, brought to optimum or above-optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557. 6.1.2 Excavations and Oversize Material Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized heavy ripping may be required if cemented and concretionary lenses are encountered in deeper excavations. Due to the high-density characteristics of the Santiago Formation, temporary shallow excavations less than 5 feet in depth with vertical sides should remain stable for the period required to construct utilities, provided the trenches are free of adverse geologic conditions. Overlying artificial fill soils and beds of friable sands within the Santiago Formation present at the site may cave during trenching operations. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid -15 - Leighton . S .:. 10075.012 back in accordance with Section 6.2 if Workers are to. enter such excavations. .. . . S . S.. 6 1 3 Removal of Compressible Soils The;upper 2 feetOfthe previously placed documented fill at the site is weathered and is therefore considered to be potentially compressible and May settle as a result of wetting or settle under the surcharge of engineered fill and/or structural loads supported on shallow foundations. The upper two feet of fill materials at the site should be removed and reprocessed prior.tô the placement Of additional fills or construction of new improvements In addition, the lateral limits of the removal excavations should extend at least 5 feet beyond the foundation limits of the site sensitive improvements. The bottom'- of all removal should be evaluated by a Certified Engineering Geologist to confirm conditions are as anticipated'.' . . . . •• .. . . . In general the soil that is removed may be reused and placed as engineered fill provided the material is free of oversized rock, organic materials, and deleterious debris, and moisture conditioned to above optimum moisture content Soil with an expansion index greater than 50 . should not be used within 5 feet of finish grade in the building, pad. The s' actual depth and:. extent of the required removals should be confirmed .. during grading operations by: the geotechnicl consultant. 6.1.4 .Pad :Overexcavation.. . . . S . : . In order to minimize the potential for differential settlement, we recommend that the proposed parking structure and settlement sensitive improvements be entirely underlain by a layer of properly compacted fill Cut portion areas located west of the cut to fill transition at the site.that is planned for the proposed parking structure, should be over-excavated to a depth of 15 feet bgs or 13 feet below lowest footing bottom elevation, whichever is less,..and replaced with properly compacted fill The over- excavated areas should be graded with a 1 percent gradient sloping toward the deeper fill areas, if possible The approximate limits of overexcavation is shown on the Geotechnical Map (Figure 2) —16— Leighton 10075.012 6.1.5 Engineered Fill The onsite soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. All fill soils should be brought to at least 3 percent optimum moisture conditions (i.e., depending on the soil types) and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557, 95 percent for wall backfill soils or if used for structural purposes (such as to support a footing, wall, etc.). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practice, and the General Earthwork and Grading Specifications for Rough Grading presented in Appendix D. 6.1.6 Earthwork Shrinkage/Bulking The volume change of excavated onsite materials upon recompaction as fill is expected to vary with material and location. Typically, the fill soils and formational materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimates cannot be determined. However, based on the results of our geotechnical analysis and our experience, a 5 percent shrinkage factor is considered appropriate for the artificial fill and a 3 to 5 percent bulking factor is considered appropriate for the Santiago Formation. 6.1.7 Trench Backfill Pipe bedding should consist of sand with a sand equivalent (SE) of not less than 30. Bedding should be extended the full width of the trench for the entire pipe zone, which is the zone from the bottom of the trench, to one foot above the top of the pipe. The sand should be brought up evenly on each side of the pipe to avoid unbalanced loads. Onsite materials will probably not meet bedding requirements. Except for predominantly clayey soils, the onsite soils may be used as trench backfill above the pipe zone 47 4 Leighton 10075.012 Table 2 Maximum Slope Ratios Excavation Depth Maximum Slope Ratio Maximum Slope Ratio (feet) In Fill Soils In The Santiago Formation o to 5 1:1 (Horizontal to Vertical) Vertical 5 to 20 1:1 (Horizontal to Vertical) 1:1 (Horizontal to Vertical) The above values are based on the assumption that no surcharge loading or equipment will be placed within 10 feet of the top of slope. Care should be taken during excavation adjacent to the existing structures so that undermining does not occur. A "competent person" should observe the slope on a daily basis for signs of instability. 6.3 Foundation Design Considerations At the time of drafting this report, building loads were not known. However, based on our understanding of the project, the proposed parking structure and settlement sensitive improvements may be constructed with conventional foundations. Foundations and slabs should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that the soils encountered within 5 feet of pad grade have a low potential for expansion (Ek50). If more expansive materials are encountered and selective grading cannot be accomplished, revised foundation recommendations may be necessary. The foundation recommendations below assume that the all building foundations will be underlain by properly compacted fill. 6.3.1 Preliminary Foundation and Slab Design The proposed parking structure and settlement sensitive improvements may be supported by conventional, continuous or isolated spread footings. Footings should extend a minimum of 24 inches beneath the lowest adjacent soil grade. At these depths, footings may be designed for a maximum allowable bearing pressure of 4,000 pounds per square foot (psf) if founded in dense compacted fill soils. The allowable bearing pressures may also be increased by one-third when considering loads of 4 -19- Leighton : . S 10075.012 • short duration such as wind 'or seismic forces The minimum recommended width of footings is 18 inches for continuous footings and $ 24 inches for square or round footings Footings should be designed in accordance with the structural engineer's requirements For the parking structure slab on grade subject to traffic loading, we recommend that it be designed by the structural engineer using a modulus of subgrade reaction of 100 pounds per cubic inch At ma minimum, we anticipate that the slab on grade will be at least 5 inches thick and reinforced with No 3 rebars at 18 inches on center on center (each way) Columns should be structurally isolated from slabs and should have crack jOj5 at a.spacing'of 12 to 1 feet on center. ,. For areas subject to moisture sensitive flooring, if any, the slabs on grade V. should be underlain by 27inch layer of clean sand (S .E. greater than 30) A moisture barrier (10-mil non-recycled plastic sheeting) should be placed below the sand layer if reduction of moisture vapor up through the concrete slab is desired (such as below equipment, living/office areas, etc), which is in turn underlain by an additional 2-inches of clean sand All waterproofing measures should be designed by the project architect :.: • The slab subgrade soils underlying the fouhdàtion systems should be moisture conditioned in accordance with the recommendations presented in Table 4 prior to placement of the moisture barrier and/or slab concrete The subgrade soil moisture content should be checked by a representative of Leighton prior to slab cànstruction. 6 3 2 Foundation Setback We recommend a minimum horizontal setback distance from the face of slopes for all structural foundations, footings, and other settlement- sensitive structures as indicated on the Table 3 below This distance is measured from the outside bottom edge of the footing, horizontally to the slope face, and is based on the slope height However, the foundation II , setback distance may be revised by the geotechnical consultant on a case- by-case basis if the geotechnical conditions are different than anticipated -20 4 1 Leighton 10075.012 Table 3 Minimum Foundation Setback from Slope Faces Slope Height Setback less than 5 feet 5 feet 5to15feet 7feet 15to30feet 10 feet Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a grade beam foundation system to support the improvement. In addition, open or backfilled utility trenches that parallel or nearly parallel structure footings should not encroach within an imaginary 2:1 (horizontal to vertical) downward sloping line starting 9 inches above the bottom edge of the footing and should also not be located closer than 18 inches from the face of the footing. Deepened footings should meet the setbacks as described above. Also, over-excavation should be accomplished such that deepening of footings to accomplish the setback will not introduce a cut/fill transition bearing condition. Where pipes may cross under footings, the footings should be specially designed. Pipe sleeves should be provided where pipes cross through footings or footing walls and sleeve clearances should provide for possible footing settlement, but not less than 1 inch around the pipe. 6.3.3 Settlement Fill depths between 18 and 28 feet are anticipated beneath the proposed parking structure foundations following final grading. For conventional footings, the recommended allowable-bearing capacity is based on a maximum total and differential static settlement of 3/4 inch and 1/2 inch, respectively. Since settlements are a function of footing size and contact -21- 4 Leighton 10075012 bearing pressures, some differential settlement can be expected where a large differential loading condition exists 6:3.4 Moisture Conditioning The slab subgrade soils underlying the foundation systems should be presoaked in accordance with the recommendations presented in Table 4 prior to placement of the moisture barrier and slab concrete The subgrade soil moisture content should be checked by a representative of Leighton prior to slab construction Presoaking or moisture conditioning may be achieved in a number of ways But based on our professional experience, we have found that minimizing the moisture loss on pads that have been completed (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the lot and flooding for a short period of time (days to a few weeks) are some of the more efficient ways to meet the presoaking recommendations If flooding is.performed;à:couple of days to let the upper portion.of the pad dry out and form a crust so equipment can be utilized should be anticipated Table4 Presoaking Recommendations Based on Finish Grade Soil: Expansion . . Potential Expansion Potential [_Presoaking RecOmmendations . .1:. Very Low Near-optimum moisture:cOntentto a minimum depth of 6 inches Low • 120 percent of the optimum moisture content to a minimum depth of 12 inches below slab..:.: subgrade .. . : • : Medium . 130 percent of the optimum moistUre content to•. a minimum depth of 18 inches below slab •.. subgrade High 130 percent of 1he optimum moisture content to a minimum depth of 24 inches below slab :,:- subàde . :. • • . . : 10075.012 - 6.4 Lateral Earth Pressures and Retaining Wall Design Should retaining walls be added to the project, Table 5 presents the lateral earth pressure values for level or sloping backfill for walls backfilled with and bearing against fully drained soils of very low to low expansion potential (less than 50 per ASTM D4829). Table 5 Static Equivalent Fluid Weight (pcf) Conditions Level [ 2:1 Slope Active 35 55 At-Rest 55 65 Passive 3 50 (Maximumof3ksf) 150 (slopingdown) Walls up to 10 feet in height should be designed for the applicable equivalent fluid unit weight values provided above. If conditions other than those covered herein are anticipated, the equivalent fluid unit weight values should be provided on an individual case-by-case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical drainage design is contained in Appendix D. Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM D1557). If foundations are planned over the backfill, the backfill should be compacted to 95 percent. Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight as outlined in Section 6.3.3. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of -23- 4 Leighton 10075.012 . short duration including wind orséismic loads. The total: resistance may be taken as the sum of the frictional and passive resistance provided that the passive .................•pooh dos not exceed o-thirds.of the total resistance. . To account for potential redistribution of forces during a seismic event, retaining walls providing lateral support where exterior grades on opposites sides differ by more than 6 feet fall under, the requirements of 2013 CBC Section 18'.03.5.12 and/or ASCE 7-10 Section 15.6.1 should also be analyzed for seismic loading For that analysis, an additional uniform lateral seismic force of 8H should be considered for the design of the retaining walls with level backfill, where H is the height of the wall This value should be increased by 150% for restrained walls Based on the geotechnical conditions of the site, the recommended soil parameters presented on Table 6 should be utilized in the design of the proposed MSE retaining walls, if any.Temporary sloping should be performed in accordance with current OSHA requirements Table6 .. : I • Retaining Wall Soil Parameters . • Soil Parameter .1 Reinforced Zone . • Retained Zone 0 Foundation ZOne. Interhal Friction Angle (degrees) . . 30 •:. • 28 : • : •• 30 • • .1... Cohesion (psi) . 0 • . 0. •• 0 Total Unit Weight (pcf) 128 125 1,28. Additional details relevant to the design of the MSE wall are presented on Detail G - Segmental Retaining Walls in Appendix D - General Earthwork and Grading Specifications...In addition, we recommend that water should be prevented from infiltrating into the reinforced soil zone All drains and swales should outlet to suitable locations as determined by the project civil engineer. In general, the project civil engineer should verify that the subdrain is connected to the proper drainage facility. Note that we also recommend a 7 foot minimum horizontal setback distance from the face of slopes for all retaining wall footings This distance is measured from -24- Leighton 10075.012 the outside bottom edge of the footing, horizontally to the slope face and is based on the slope height and type of soil. Appropriate surcharge pressures should also be applied for walls influenced within the retained or reinforced zones by improvements or vehicular traffic. The wall design engineer should also select grid design strength based on deflections tolerable to the proposed improvements. Settlement sensitive structures should not be located within the reinforced zone or active backfill prism. 6.5 Geochemical Considerations Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as "sulfate attack." Soluble sulfate results (Appendix C) indicated a negligible soluble sulfate content. We recommend that concrete in contact with earth materials be designed in accordance with Section 4 of ACI 318-11 (Ad, 2011). Based on the results of preliminary screening laboratory testing, the site soils have a generally highly corrosion potential to buried uncoated metal conduits. We recommend measures to mitigate corrosion be implemented during design and construction. 6.6 Concrete Flatwork Concrete sidewalks and other flatwork (including construction joints) should be designed by the project civil engineer and should have a minimum thickness of 4 inches. For all concrete flatwork, the upper 12 inches of subgrade soils should be moisture conditioned to at least 2 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 prior to the concrete placement. These recommendations are assuming low expansive materials are present within the upper 2 feet below subgrade. If medium to highly expansive materials are presented at subgrade, the area should be moisture conditioned in accordance with Section 6.3.4. Control joints should be provided at a distance equal to 24 times the slab thickness in inches, not exceed 12 feet. Expansion joints should be incorporated where paving abuts a vertical surface, where paving changes direction and at 30 feet maximum spacing, joints should be laid out so as to create square or nearly square areas. Sidewalks should be reinforced with 6x6-6/6, or heavier, welded -25- 4 Leg hton 10075.012 7.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon field exploration and our previous geotechnical study with widely spaced subsurface explorations. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. 4 -27- Leighton Figures rFrT I TTI IJ FJ B-2 Afd@0-24' Afd/J B-i NTsd@24' . Afd@0-28' . Tsd@28' NN \\ PROPOSED PARKING N GARAGE SITE I L4.I I r r-rT -r- I 1 j Tsa A I I 0 40 80 IIIIIiI.ILJ I Feet B-3 / Afd@O-24' I 1 Tsd@24' I:: I I t. / A! Afd/ (Jj4 8-4 Afd@O-30' Tsd@30' rrff FJJJT........PFr JrJT'ffT........r B-5 Afd©O-3' Tsd@3' HtH:iiii '+F++TH4:-H 11! H N I j . / 71\ I' I A' / I I' I I ti LEGEND J Approximate Boring Location — Approximate limits of cut & fill H A At I Geologic Cross—Section Approximate horizontal limits of anticipated overexcavation I i I Anticipated remedial overexcavation depth below the existing ground surface (bgs) I Afd Artificial Fill Documented (greater than 5 feet) I Qon Quarternary—aged Old Paralic Deposits (circled where buried) I Tsa Tertiary—aged Santiago Formation (circled where buried) Project: Figure 2 10075.012 Eng/Geol: WDO/MDJ S . GEOTECHNICAL MAP Sc*: 1=40 Date: November 2015 . . LEGOLAND Parking Structure Reference. LEGOLAND, California . . - Leighton Author: MAM PilDRAFTINGI100751O11ICADI1O0150II P01 GM 20151I.18.0WG 111.24.15 &30S7AMl P101104 bv n0ou,ohv Section B-B' . ... •0 . . ... . ---— Proposed Parking Structure West - East . . . . . ... . (0 £ IA . I-k B-5 B-2 - - 1 (Proj 116 N) (Proj 96S) Existing B-4 - - B-3 .:.Topography (Pr6J.120'N) .:.: 1 I i Afd :. .••j I. _____........_.__L_____________.____j___ . AId I ~Afd .. . 1 A.CA1 ,- I U LLJ Li I I LI L T . ) a . -_____ - — - — __••••••• - - - - — LA- z H ___TD315_._'.. - - )j. --------inn Z o 1 — —— ............ . . . -- I !''.Q LJ 20 20 LEGEND B-5 Approximate Boring Location showing Afd Artificial Fill Documented total depth T D 41 Q op Qua rternary—aged Old Paralic Deposits — - Approximate Geologic Contact T SO Tertiary—aged Santiago Formation Approximate limits of anticipated 40 ' 80 -overexcavation .-. ---------------__-.-.__-_-._________.. Feet . . . .. ... :.: •::.. .: .. ......... Project 10075 012 Eng/Geol WDO/MDJ GEOLOGIC CROSS-SECTION A-A' Figure 3 Scale: 1=40 . . . . .. . . ....... . . . ..... LEGOLANP Parking Garage . . . . . ... . . . . .. :. . . . . . .. Reference:LEGOLAND California Date: N m oveber2015 ... Leighton Author MAM .. PiIDRAFTING%1OO75\O11ICADIlOO75-Otl_POI_GM_2O1511.18.0WG (1l.24.I58:395lAM) Plotted byl oi,iophy . . . ........... / S Section A—A' Nth Parking Structure , B Proposed - - B-2 Existinb B-5 - - I I Topograhy I (Proj 46'E) I I S .• H 140 Af di Afd UJ UJ 1 iTsa I °° 100 UJ, LLI LLJ 60 LEGEND I Approximate Boring Location showing Afd Artificial Fill Documented total depth T D =195 oP Quarfernary —aged Old Paralic Deposits . S •. . . . .: . .... - S •.: Approximate Geologic Contact. . :.:; •• •. . •: . ... ..: ....: ........S S isa Tertiary—aged Santiago Formation - - Approximate limits of anticipated o 40 80 - overexcavatiori -----'---- ______ S.... S.,.•. Feet S ,:.:. . 5 5 5 5 55 S ...: ..S Project 10075 012 Eng/Geol WDO/MDJ Figure 4 GEOLOGIC CROSS-SECTION B-B' Scale: 1=4Q Date: November2015 5 . g Structure LEGOLAND Parkin 4 Reference LEGOLAND California - Leighton Author MAM P\DRAF1ING\10075\O11CAD10075.011_POI_GM_.201511.18.DWG111.24.15 8.4121AM) PIotteJ by ñnrphy S S S S S S : ..........................S 5 5 .5 . 5. 5 .....5 . 5 5 S 5, 5 .5 10075.012. APPENDIX A References . American Concrete Institute (Ad), 2011, Building Code Requirements for Structural Concrete (ACI 318-11) and Commentary. Bryant, W. A. and Hart, E. W., 2007, Fault Rupture Hazard Zones in California, Alquist- Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42, dated 1997 with 2007 Interim Revision. . California Building Standards Commission (CBSC), 2013, California Building Code, Volumes 1 and 2. Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, 1:100,000 scale. . Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigation; Lego Family Park and Pointe Resorts, Lots, 17 and :18 of the Carlsbad Ranch, Carlsbad, California, Project No. 950294-001, dated October 5, 1995. 1996, Supplemental Geotechnical Investigation, Lego Family Park, Carlsbad Ranch, Carlsbad, California, Project No. 960151-001, dated July 23. 1998, Final As-Graded Report of Rough-Grading, LEGOLAND, Carlsbad,. California, Project No. 4960151-003, dated February. 10. Tan, S. S. and Kennedy, M. P., 1996, Geologic Maps of the Northwestern Part of San .. Diego County, California, Division of Mines and Geology (DMG) Open-File • Report 96-02, San Luis Rey and San Marcos Quadrangles. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology, Open-File Report 93-02, 45 p. " •H • • • A-i • United States Geologic Survey (USGS), 2008, US Seismic Design Map Tool/Calculator, Version 3.1.0. A-2 GEOTECHNICAL BORING LOG KEY Project No Date Drilled Project KEY TO BORING LOO GRAPHICS.. ' Logged By Drilling Co. Hole Diameter Drilling Method ,,• 0 Ground Elevation Location Sampled By SOIL DESCRIPTION -a w. o ::Z .c WU .E .!cj in This Soil Description applies only to a:lodatiOn of the exploration at the > ILLw OLL 0. 2— ':0. 0 tiihé ofampIing. Subsurface conditions may differ at other locations 0' 5 and may change with time The description is a simplification of the CL • 0 ' 0 U) actual conditions. encountered.. Transitions between soil types maybe gradual. .• . Asphaltic concrete - 'Portland cement concrete CL Inorganic clay Of low' to medium plasticity; gravelly clay; sandy - silty clay; lean clay CH Inorganic clay; high plasticity, fat clays ', ... OL Organic clay-,medium to plasticity organic silts ML Inorganic silt; clayey silt with low plasticity MH. Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt ML-CL Clàyey silt to silty clay. ('3W Well-graded grayel; gravel-sand mixture; little or no fines GP Poorly graded gravel; gravel-sand mixture, little or no fines GM Silty gravel; gravel-sand-silt mixtures GC Clayey gravel gravel sand-clay mixtures SW Well-graded sand; gravelly sand, little or no fines , sp. 'POorly graded sand; gravelly sand, little or no fines SM Silty sand poorly graded sand silt mixtures - ' Sc Clayey sand; sand-clay mixtures Bedrock Ground water encountered at time of drillmg B-I , Bulk Sample C 20— Core Sample G1 ' Grab Sample" - . •' , R-I ,: Modified California Sampler (3" GD., 2.5 ID.) 'SH-1 •:'' Shelby Tube Sàmple (3' OD.) - S I Standard Penetration Test SPT (Sampler (2 0.D., 1.4" 1 D) 25 PUSH Sampler Penetrates without Hammer Blow ,SAMPLTYPES: . B BULK SAMPLE . ' -TESTS: TYPE OF .200 %FINES PASSING DS DIRECT .. -.....' SHEAR. SA SIEVEANALYSIS C CORE SAMPLE ' ' AL AT1ERBERG LIMITS El EXPANSIONINDEX SE SAND EQUIVALENT .G GRAB SAMPLE . CN CONSOLIDATION H HYDROMETER TR. THERMAL RESISTIVITY 'R RING SAMPLE . Co. COLLAPSE , , 'MD MAXIMUM DENSITY . -uc UNCONFINED COMPRESSIVE STRENGTH '1 S SPLIT SPOON SAMPLE' CR CORROSION ' PP POCKET PENETROMETER- T TUBE SAMPLE S CU. UNDRAINEDTRIAXIAL RV. RVALUE ..... : : : ... * This log is a part bf a report by Leighton and:should not be used as ástandälóne document. . * ' - :. ', Page 1: :of 11, ''0'• H: I.' . .'.' : ...... '. . .. . .' GEOTECHNICAL BORING LOG B-I Project No. 10075.012 Date Drilled 11-4-15 Project Legoland Parking Structure Logged By RNB Drilling Co. Baja Excavation Hole Diameter 8" Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30" Drop Ground Elevation 140' Location See Figure 2 Sampled By RNB U) >, o . SOIL DESCRIPTION U) IS .2 CI Z J U) - U)(/) 01 W This Soil Description applies only to a location of the exploration at the 'I- 0. 0— .- time of sampling. Subsurface conditions may differ at other locations 0 .2 a E to o and may change with time. The description is a simplification of the 0. U) 0 c U)— actual conditions encountered. Transitions between soil types may be >, I S gradual. 140 0--- 6' ASPHALT CONCRETE over 4" AGGREGATE BASE B-i CL ARTIFICIAL FILL DOCUMENTED Afd - 1-5' @1': Sandy lean CLAY, soft, yellowish brown (10 yr 6/8), moist, low plasticity @ 4': Becomes, stiff to very stiff, dark yellowish brown (10 yr 135 5 4/6), moist, low plasticity R-1 9 109 9 CN, El, B-2 11 CR 5-10 14 130 10 S-i 9 © 10': Becomes very stiff and very dark brown (10 yr 2/2) 6 12 - - - @i3 Silty SAND dense, light yellowish brown (1Oyr6/4 - - - moist, fine-grained 125 15— R-2 12 118 10 - .. . . .. 23 39 -. ...- L @ 18': Sandy lean CLAY, stiff, very dark brown (10 yr 2/2), moist, medium plasticity 120 20 — S-2 5 - --- SM 5 10 115 25— S-3 7 © 25': Becomes very stiff - 8 9 - CL SANTIAGO FORMA1]ON(Tsa)- I- - - @28': Sandy lean CYSTONE, hard, very pale brown (10 yr 7/4), moist, low plasticity .glPLrYPES: TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS 4: C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY - R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAJNEDTRIAXIAL RV RVALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 2 - - .. -_ - Elevation - - 0 0 . . - F t o --0 - =. =. , o --- -- — CA 2i Depth c . a I I I -i I 1 -H I I I I Feet M12 Log CL Graphic Attitudes —. . - . . x U) o:oC,.C,>. - . . - . . C- (/) C) a cozr-m CC,C)O> . . . Sample No. Im -- I I I I I I I I I I I I I__I I I I I I I I - G) '- p M-4 . th - . I . w:cl) . .. = - . .. - - c,uOWS - - - to W Per61nchesCD MOM M> Z > 0 Cn . - - . - - . - Dry Density. -- - - •.• .. pcf. - m -- -- •-- --- --- - - -- C) !. - . . . -. . Moisture .57 a x . •.• - --- - - - - --------- - -• : - - Content, % - - - -- - : -z - - - . -- . - -. -. - - . - -• -- - - Soil Class; - - -. . - - - •• - -. '- I CD . mO - ... :. ... -- wz4 .: ••: .-3. . - - -' ZY C mD-lz- - •: - - - - - D)OO ZMM Sao 03 a. 0g•ZI 0. -e -. •• - T 0— CL H tu II . . — . . . . - - -- -- -- -- .• . .. -- .•. -.- - CD .. :::.. .-. -.--- -- -- •- •-- - .- ------ CD. -Cb - -- - - - •CCflCflCI) - -. - - • - . - . O - C) CL O~4cn a) w - oom>-- - - . - -- -- . - - -. -. -:. •o -. - - - - •-- Cl) - - - --- . - --- - -- -- - --- - .-• . -.. C, CCACflC/) . ;: :. - -- . - -. . . - CO ODm - W EL -. . .: -. ------- ..- .: - . -'an • . m: A . - - -. . . - fl o - m (b Q Cl) - - o CO) g IJ 3 . — C) . - - = - CDC =. - . - <. -. - . :.D m.D. '1 0. : j8.ff CL -• -- - -- . - . - . - . -- 3 - - 0 M. - -- --- . - ...- - . - - - -- - - -- - - - : • -• - - - - . . •-.• -. --• . -. -.. -- - .. -- • - - A - • - - - - . - . . - - - - -' --------. - Type of Tests -.------.. - V _----------- - - - - ---- _______ — —.-- - . - r-.. . • GEOTECHNICAL BORING LOG B-2 Project No. 10075.012 Date Drilled Project Legoland Parking Structure Logged By Drilling Co. Baja Excavation Hole Diameter Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30" Drop Ground Elevation Location See Figure 2 Sampled By 11-4-15 RNB 8' 138' RNB a i—. SOIL DESCRIPTION C 0, .0 U) Z OM U) - (flU) 0) 'j W This Soil Description applies only to a location of the exploration at the > 0. 2; 0. jj time of sampling. Subsurface conditions may differ at other locations 0 LU and may change with time. The description is a simplification of the a 0 13 Q U)— actual conditions encountered. Transitions between soil types may be0. >, --- gradual. 0 -- 6" ASPHALT CONCRETE over 4" AGGREGATE BASE SM ARTIFICIAL FILL UNDOCUMENTED (Afd) - . . . @ 1': Silty SAND, loose, brownish yellow (10 yr 6/8), moist, fine-grained 135 . . @ 3': Becomes loose to medium dense and light yellowish - . . . . brown (10yr6/4) R-i ii 108 11 @5': Becomes medium dense 111 . 14 27 B-i CL @7': Sandy lean CLAY, stiff, grayish brown (10 yr 5/2), moist, 130 - 9" 7-12' medium plasticity 10— S-i 8 @ 10': Becomes very stiff -, 11 125 - 15— R-2 12 105 20 @ 15:: Becomes olive-gray (5 yr 5/2) with a trace orange 17 oxidation staining - 21 120 SM © 18': Silty SAND, dense, light yellowish brown (10 yr 6/4), - .. . . . moist, fine-grained 20— . : 2 12 13 ---- --- 18 115 - SM SANTIAGO FORMATION (Tsa I 25— © 24': Silty SANDSTONE, very dense, light yellowish brown R-3 18 107 8 (10 yr 6/4), moist, fine-grained 50/5" 110 -• SAMPLrYPES: - - TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING OS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAJNEDTRIAXIAL RV RVALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 2 GEOTECHNICALBORING LOG B-2 S ,..:' 'S Project No. 10075.012 Date Drilled 11-4-15 Project Legoland Parking Structure ' 'Logged By ' RNB 1 4. Drilling Co. Baja Excavation .'. Hole Diameter 8' Drilling Method Hollow.Stem Auger - 1401b Aiitohammer -30" Drop Ground Elevation 138' Location See Figure 2 . ' ' , Sampled By ' , RNB : a SOIL DESCRIPTION .1 o Z ... 'j .D CL 3 w .5(j This Soil Description: applies only to a location of.the exploration at the > 0. .2 00. ej j tim bf sampling. Subsuilace:Oonditions may differ at other locations 0 2 . w 0 . E g and may change with time. The description is a simplificationof the 0 l)— actual conditions encountered Transitions between soil types may be >, N S1 • gradual. : I— , S-3 ''10 'CL: @ 30':: Sandy lean CLAYSTONE; very stiff: light olive-gray (5 yr a lot 1T 2 I1T:T 35 .S-4 .10 ' SM @ 35: Silty SANDSTONE, dense,.light gray (5 yr 7/1), moist, . . - . . 14 . . . fine-grained . 20 ' . . 100 . . , .•• • R-4 20: S - @40: Becomes very dense. • . - —a--._ .• .•. •..• —_. 95 - . ' . ' : Total Depth = 41 Below Ground Surface (bgs) - . • . ' . . 'No'grounater or sèepagé encountered during èxlóation Backfilled bentonite with grout on • , S 11/4/15 45-7 . I '. ' , : : . •. . , , . 90 50- 85 .55 . : :'' . ' .. . 80 - ' • . I ¶•'• . SAM TYPES: TYPE OF TESTS B BULK SAMPLE ' • -200 % FINES PASSING DS DIRECT SHEAR . SA SIEVE ANALYSIS . i C CORE SAMPLE ' AL ATTERBERG LIMITS El EXPANSION IN SE SAND. EQUIVALENT G GRAB SAMPLE' CN CONSOLIDATION H , HYDROMETER' SG SPECIFIC GRAVITY . R RING SAMPLE CO COLLAPSE 'MD MAXIMUM DENSITY , S •.UC' UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE ' PR CORROSION PP POCKET PENETROMETER' T TUBE SAMPLE . CU. UNDRAINED TRIAXIAL .RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand alone document * * * Page 2 of 2 0 C_fl — — Elevation Feet Depth aphic Gr Log ...... ________ Fn Attitudes 0000> cOz'om I I I 0, I I I I - H I Sample No. Ho rmzw I 00)1) I I Blows Per61ncl mOo I I ZEZ I I I Dry Dens Density cn =1 0 - pcf I I I Moisture I I I Content, cnl wI I cnl Soil Class. (U.S.C. I ( qq çcii l -1 ' 2.01 Cl, rti CID 0 2.I Cl) (1) 5.l ,I '< C/) - 0 F) rn CD Cl) ->1 Z1 Q.>ml ZI 8 cD(Pg Cb CCflU)CI) oc)m> CDoI CD I - I °I Z z 051 CD UI 'I c ji OQm om.0M CD ) 0.31 fl1 m (b O Z:0 M CL CD. ' a' I =1 .I 3 l > c- I 1 Si I M :3 I I n I CD m cr C', cn I 01 -. I '< g G) rn I cn I .I oloim -I I 0_I I I 21 I 21 I —1 I> I • I I 01 01 I l - 0 cr En CD CD Type of T C') CD cn CT -I 0 rn C) '0 I z 2 CD — co ci 10 z 0 F I- D 0 ni C) 2. 0 U3 (.4 U CD CL CL CD D —I m3 w= CD CD CML z 0 z -z ;J - 00 C.,, Tests •••. : . . . .' : . d. Elevation r- - + C)C)W .—.—•--•— = = o -------. Cn H. .: . C. Depth . .MC C) 11 . . . S .. .. S.. Feet - • . 0 0 .. 'a 0 -. .. S ..; :; : Graphic . Zrni ... .. s Log .CL 1 .• . ...: ..: .. .. . . . ______ S. • • . S. cnIw— Attitudes CD o n CD Q .5.. .... •.. • :. . . . .. :'•. .5 ..... CDQ R . to . ) < -. U) . .. . ... •. .• CR 13 (fl.() CO.Z om.':.. . 0.5. .. . • ... . . .. . Sample No. 2 ZOOO . I I I I I I • I• I I I I I I I I I ö. M (a 6i . • S • . . . .. . • S H Blows .. rn .morno" . S . . °°' •Per6lnchesCD. I .. . . . .. .. .. .— .. . Dry Density S . . pcf. .Ur fli -. -: . -.. 55. S . . •.. .0. Moisture Content,:% CO 0. . . . . . . . . So ilClass — (U.-S.C.S.)C) U) oCl,-.I . rn . . . .. . . . . CD =V C13 .. — . Fr tr CD . '. • - .. —— -- - —: c rn . —. 10 U) 555 55 .. . . . . . . . . . . 5 . <: S CD CL c(flU,(A . . .... .: . g Cn :.. • .5. .'. :. . .. . . . . .. :0 U,. CCA CO. U) . .. .. .5. 5 5 . . . . S. . . 2. CCOD .' - CL C', -S - - — —5-- CD I— OQOm — ca €g. D 9.. .y)_ . . . : : . (DCD 77~ ZØ S . . . . 0 rn . . C/) .5. . . . . . S . . . . o U) 5. . . . . .. C, . . .(DCfl —3 CD (DCg co Z * . .5.. 5. 55 . . S 5 .. 0 .5.. Z-.-- .: .5.. . . .. . ' . . . :... 5 . .... S . .5 •.: . :. ,. 5' . . H I 00 . . . S .. S . .. .. .. . . . q. .. . Z CA3 . — Z... . Cb .5 . . . -. . ... . 5.. 555 • . . . . ..'. S S CD W CD.. s 0 .. ... S... .. S • .--. ... . . ... .. e of — . —___—__ T!?Jts GEOTECHNICAL BORING LOG B-4 Project No. 10075.012 Date Drilled Project Legoland Parking Structure Logged By Drilling Co. Baja Excavation Hole Diameter Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30' Drop Ground Elevation Location See Figure 2 Sampled By 11-4-15 RNB 8' 135 RNB 6 DESCRIPTION 4'a-0 SOIL .2 .c .2 Z u, (flu) C, 0 a cj This Soil Description applies only to a location of the exploration at the LL M _ . 0— (j time of sampling. Subsurface conditions may differ at other locations 0 - E Oc o and may change with time. The description is a simplification of the W 0. () Cl)— actual conditions encountered. Transitions between soil types may be > I gradual. 135 0- 6' ASPHALT CONCRETE over 4" AGGREGATE BASE B-i Sc ARTIFiCiALFlLLDOCuMENTS(Afc)-- 1-5' @ 1": Clayey SAND, loose to medium dense, dark yellowish -------------- brown 4/6), fine-grained (10 yr moist, -------------------------------------SM @ T: Sty SAND, medium dense brownish yellow (1Oyr6/8) -- - . . . . moist, fine-grained 130 R-1 7 100 22 17 24 B-2 - - 7-12' moist, medium plasticity 125 't S-i 9 12 20 - @i3 Clayey SAND, dense, very dark grayish brown (10yr 3/2), moist, fine-grained 120 15_ R-2 14 120 9 24 - SC 27 - @ 18: Sandy lean CLAY, very stiff, very dark grayish brown (10 yr 3/2), moist, medium plasticity 115 20— 9, S-2 10 10 14 - C 110 25— S-3 7 11 12 .lPLTYPES: TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY R RING SAMPLE CO COLLAPSE. MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 2 GEOTECHNICAL BORING LOG B-4 : Project No 10075 012 Date Drilled 11-4-15 - Project Legoland Parking Structure Logged By RNB Drilling Co. , .Baja Excavation S ...:' ' 'Hole Diameter.__8" Drilling Method HolloW Stem Auger - 1401b - Autohammer - 30" Drop GroUnd Elevation 135' '. Location See Figure 2 . ' ' , Sampled By RNB ' - SOIL DESCRIPTION 'j .a , ', w .!(j This Soil Désthption .applieonlyto a location. of the exploration at the.M al . > w ' . .2— 'o. 0,j' tihiebfsampling. SubsuifacdOonditions may differ at other locations 0,, 2 20 5, and change with time. The description is sirn'plific,ation'of the W W U (fl actual conditions encountered Transitions between soil types may be >, N S gradual. ' , I: - 105 30.— . 'R3 '27' '112 8 SM SANTIAGO FORMATION (Tsa) 1 50/5 @ 30 Silty SANDSTONE very dense dark yellowish brown (10 yr 4/6), moist, fine-grained . . .. CL. © 33': Sandy lé'anCLAYSTONE; very stiff, dark yellowish brown (10 yr 4/6), moist, fine-grained 100 35— '14 12 14 17 SM ,, © 37: Silty SANDSTONE, verydense, light yellowish.brown '(10 yr 6/4),. moist, fine-grained, trace oxidation staining ' :. 95 40 ' ' S-5 27, Total Depth =41 Feet Below Ground Surface (bgs) No groundwater or seepage encountered during exploration * Báckfihled with bentonite grout on 11/4/15 .. 90- 451—. - H ,: H •:. ,:,,,, 'li". 85 50— Fl V. :.: - 80 55- 1 - S1PLYPES TYPE OF TESTS I B BULK SAMPLE '. -200 % FINES PASSING DS DIRECT SHEAR ' SA SIEVE ANALYSIS I C CORE SAMPLE. " AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT ' G 1 R GRAB RING SAMPLE SAMPLE: :: .' , CN CONSOLIDATION CO COLLAPSE , H, , MD 'MAXIMUM HYDROMETER SG SPECIFIC GRAVITY DENSITY . ': UC' UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE:' ; cR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE : CU. UNDRAINED TRIAXIAL RV: R VALUE * * * This log IS a part of a report by Leighton and should not be used as a stand alone document * * * Page 2 of 2 GEOTECHNICAL BORING LOG B-5 Project No. 10075.012 Date Drilled 11-4-15 Project Legoland Parking Structure Logged By RNB Drilling Co. Baja Excavation Hole Diameter 8' Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30" Drop Ground Elevation 134' Location See Figure 2 Sampled By RNB SOIL DESCRIPTION Z > M 'j .a 0.0 0 w .j This Soil Description applies only to a location of the exploration at the a, 0) G) OIL (J t o. .2— a. j time of sampling. Subsurface conditions may differ at other locations 0 W -L. and may change with time. The description is a simplification of the rL C) 0 (fl'— actual conditions encountered. Transitions between soil types may be >, ___s gradual. 6" ASPHALT CONCRETE over 4" AGGREGATE BASE ç..J SM ARTIFICIAL FILL DOCUMENTED (Afd) @ 1': Silty SAND, loose to medium dense, dark yellowish brown (10 yr 4/6), moist, fine-grained SM SANTIAGO FORMATION (Tsa) 130 - . . @3': Silty SANDSTONE, medium dense, yellowish brown (10 yr 5/8), moist, fine-grained, highly weathered 5— . . R-1 10 97 13 15 16 125 . 10 S-i 10 @ 10': Becomes dense and light yellowish brown (10 yr 6/4) 14 22 120- 15— . . . R-2 20 96 20 @ 15': Becomes yellowish brown (10 yr 5/8) 27 39 CL @ 18': Sandy lean CLAYSTONE, very stiff, yellowish brown (10 yr 5/8), moist, low plasticity 20— 2 1100 — SM @27': Silty SANDSTONE, dense, light yellowish brown (10 yr - . 6/4), moist, fine-grained 105 - . SAMPLrVPES: TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY 4i R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPUT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 2 GEOTECHNICAL BORING LOG B-5 Project No 10075012 Date Drilled 11415 Project Legoland Parking Structure i Logged By RNB Drilling Co.: :. Baja Excavation Hole Diameter 8" 'Drilling Method Hollow_StemAuger-1401b'Autôhammer -30"Drop.___. GroUnd:Elevation 134' Location / See Figure2 Sampled By RNB a: . :SOIL DESCRIPTION 0 S . . D, .Z 1. .. . .0 . cj This Soil Déscription.applies only to a Idcafion.of.the exploration at the . > LL w 3 a 2 a time of sampling er Subsuiface conditions may differ at oth locations 0 Ui 0 : : E and may change with time: The description is a s,rhlific,afion'of the 0. 0) U Cl)— actual conditions encountered Transitions between soil types may be >, N_S1 . gradual. .30.— 'S-3' :10 ' ISM : .@ 30: Silty SANDSTONE:dense'lightyellowish brown (10.yr - . . . .16 . . 6/4), moist, fine-grained . 20 CL. I 3ad yellowish brown (10 yr4'6) moist low plasticity 357'— S-4 12 16 23 Total Depth ,36.5 Feet Below Ground Surface (bgs) ' No groundwater or seepage encountered at time of exploration,: : Backfilled with bentonite grout on 1114115 . . I40 * * This log is apart of a report by Leighton and should not be used as a standalone document.*",' , , Page 21 of 2 S ,51 10075.012 APPENDIX C Laboratory Testing Procedures and Test Results Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples in accordance with Modified ASTM Test Method D2435. Samples were placed in a consolidometer and loads were applied in geometric progression The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1-inch height. The consolidation pressure curves are presented on the attached figures.. Direct Shear Test: A direct shear was performed on a selected undisturbed drive sample and. a remolded direct shear test was performed on a selected bulk sample which was soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box and reloading of the sample, the pore pressures set up in the sample (due to the transfer) were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The sample was tested under various normal loads utilizing a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less 0.05 inches per minute. The test result is presented on the attached figures. - Expansion Index Tests: The expansion potential of selected material was evaluated by the Expansion Index Text, ASTM Test Method.4829. The specimen was molded under a given compactive energy to approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimen was loaded to an equivalent 144 psf surcharge and was inundated with water until volumetric equilibrium was reached. The result of this test is. presented in the table below: . Sample Location Sample Description Expansion Index Expansion Potential B-i @5-lOfeet Sandy Lean CLAY 112 High 10075.012 APPENDIX C (Continued) Moisture and Density Determination Tests: Moisture content (ASTM Test Method D2937) and dry density determinations were performed on relatively undisturbed ring samples obtained from the test borings. The results of these tests are presented in the geotechnical boring logs (Appendix B). Soluble Sulfates: The soluble sulfate content of a selected sample was determined by standard geochemical methods (Caltrans Test Method CT417). The test result is presented in the table below: Sample Location Sulfate Potential Degree of Sulfate Content (%) Attack* B-i @ 5 - 10 feet 0.03 Negligible * Based on the 2008 edition of American Concrete Institute (ACI) Committee 318R, Table No. 4.2.1. Chloride Content: Chloride content was tested in accordance with DOT Test Method No. 422. The results are presented below: Sample Location Chloride Content, ppm B-i @5-lOfeet 107 Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-i@5-iOfeet 7.23 630 C-2 0.4500, 0 a) 04920 - - - - - - 0.4000 S 03500 - - i 04420 - - - - - - - 03000 6,2500 16 03920 --=-- -1 1 1 A 02000 01500 03420 0050C '029203 - - - - - - 0.0660 0.1 io 0.0 10.0 Log of Time (mm) Square Root of Time (mm 112) 000 - - Inundatewith .-- -- - - - - - rr I 0.50. - _100 __--- I \-- --_ --- 150 'S.,. 0 I 200 250 300 - - _____ - - - _____ - - 010 100 10.00.10000 Pressure p (ksf) 4 Boring Sample Depth MoiApre Dry Density (pcf) Void Ratio Degree of Content(%) saturation(%) Initial I Final Initial Final Initial Final Initial Final B-i - R-1 -- 5.0 - 9.4 17.0 109.0 110.2 0.546 0.515 47 87 2.50 2.00 1.50 £& 1.00/_____ (I) •.U.US.U* •SUU.U.•.USSUSU• pp•••••••••• 0.50 _._*s_&___,,, •U'UUUUUUIIISUSSSSSS.SUIS.......••.. 0.00 0 0.1 0.2 0.3 Horizontal Deformation (in.) 2.5 2.0 0.5 :.:.r: .t.. .. 0 5 JO 2.5 Normal Stress (kst) Boring No. B-3 Sample No. B-i Depth (ft) 1-5 Sample Type: 90% Remold Soil Identification: Olive yellow clayey sand (SC) Strength Parametys C (°) Peak 15 ~# O. Ultimate 133.00.1 Normal Stress (kip/ft2) 0.500 1.000 2.000 Peak Shear Stress (kip/ft) 0.490 0.717 A 1.361 Shear Stress @ End of Test (ksf) 0 0.446 00.679 L 1.305 Deformation Rate (in./min.) 0.0017 0.0017 0.0017 Initial Sample Height (in.) 1.000 1.000 1.000 Diameter (in.) 2.415 2.415 2.415 Initial Moisture Content (%) 10.66 10.66 10.66 Dry Density (pcf) 107.2 107.1 107.1 Saturation (%) 50.2 50.1 50.1 Soil Height Before Shearing (in.) 1.0198 1.0027 0.9946 Final Moisture Content (%) 20.3 19.7 18.1 Project No.: 10075.0121 DIRECT SHEAR ST EAR TE RESULTS 4" Leighton Consolidated Drained- ASTM 03080 LEGOLAND/Parking Structure 11-15 Direct Shear 8-3. 6-1 @ 1-5 ii - -,..i..... .. . ..-. .... -1 . -.. 2. 50 2.00 0 •. 01. . . 0.2 0.3 Horizontal Deformation (in:) . . . . . 2.5 2.0 CO .. 1.5 C,) C,) (I) 1.0 U). H 0.5 0.0 0.0 :0.5 1.0 15 •- 2.0 2.5 Normal Stress (ksf) Boring No. .1-4. Sample No. R-1 Depth Sample Type: Ring Soil Identification: Light 'yellowish brown lean clay (CL) Strength Paramet'rs,. C(psf) Peak 545.51 .35.2 Ultimate., .204.5 ; .26.6 Normal Stress (kip/.2) ... 0.500 L. 1.000 2.000. Peak Shear Stress (kip/ft2) .ó: 0.956 1. 163' : A 1.984 Shear Stress @ End of Test (ksf) 0 0.475 . 00.676 1.217 Deformation Rate (in!/min.). - 0.0017 :,.O;0017 . 0.0017.: Initial Sample-Height (in.) -1.000. 1.000 i.0b0 Diameter (in.) . . .2.415 2.415 2.415 Initial Moisture Content (%) 22.11. . 22.11 . 22.11 Dry Density (pcf) .- . 98.7 :100.4 100.5 Saturation (%). :843 87.9 - .: 88.2 Soil Height Before Shearing (in.) 1.0115 - 1.0023 0.9962 Final: Moisture Content(P/o)- .. 28.1 . 20.7 25.7 - Leighton DIRECT SHEAR TEST RESULTS Project 0.. - 10075.012 Consolidated Drained ASTM D 3080 LEGOLAND/Parking Structure Oi,ect Shear 8.4. R.l LEIGHTON AND ASSOCIATES, INC. . . . . General Earthwork and Grading Specifications . 1.0 General .. 11 Intent These General EarthwOrk and Grading Specifications are for the grading. and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict,. the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or . revised recommendations that could. . supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record . Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical . Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement , of the grading. . ,. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. • t • During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document. the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be-significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed . conditions, and notify the review, agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade .and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The :GeOtechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. -1-. L . .• ..- 0 * LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. -2- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and 'a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste As such, the indiscriminate dumping or spillage of these, fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the 'grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching Where fills are to be placed onground with slopes steeper than 5:1 (horizontal to vertical units), the :ground shall be 'stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. -4- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.0 Fill Placement and Compaction 4.1 Fill Layers Approved fill, material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading 'procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over, optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557). ' 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity.' , 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. 'Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557. 4.5 Compaction Testing' Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that, are judged to be, prone to -5- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 7.0 Trench Backfills . . 71 Safety The Contractor shall follow all. OSHA and Cal/OSHA requirements for safety of trench excavations. . 7.2 Bedding and Backfill S . . •• All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from I foot above the top of the conduit to the surface. . . The Geotechnical Consultant shall test the trench backfill for relative • compaction. At least one test should be made for every 300 feet of trench and 2feet of fill. 7.3 Lift Thickness I , Lift' thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative • equipment and method. S 7.4 Observation and Testing ;' • The densification of the bedding around the conduits shall be observed by ' S • , the Geotechnical Consultant. S S.' S ' S •• 5' 5 . 'S . . ,I FLL SLOPE ------------------- -------------------- PROJECTED PLANE 1: 1 - (HORIZONTAL: VERTICAL) MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE N. ''REMOVE UNSUITABLE -:----: BENCH MATERIAL - BENCH HEIGHT (4 FEET TYPICAL) I •15 FEET MIN. 2 FEET MIN.- LOWEST KEY DEPTH BENCH (KEY) ALL-OVER-CUT SLOPE EXISTING 1 5 FEET MIN.- LOWEST REN -:-:-- - GROUND SURFACE BENCH BENCH HEIGHT (4 FEET TYPICAL) 2 FEET BENCH (KEY) UNSUITABLE -j MIN. KEY MATERIAL \ DEPTH CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ALLOW VIEWING OF GEOLOGIC CONDITIONS GROUND CONSTRUCTED PRIOR EXISTING ------ UT FACE SHALL BE Cur-OVER-ALL SLOPE SURFACE TO FILL PLACEMENT OVERBUILD AND TRIM BACK DESIGN SLOPE SLOPE -•- -. PROJECTED PLANE -:-:- 1 TO 1 MAXIMUM - FROM TOE OF SLOPE TO APPROVED GROUND - i 15 FEEl MIN. 2 FEET MIN LOWEST KEY DEPTH BENCH (KEY) KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL A Wi TJI I UNSUITABLE MATERIAL BENCH HEIGHT (4 FEET TYPICAL) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5: 1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. FINISH GRADE ---------------------------- -------------------------- ------------------------- SLOPE FACE -------------------------- ------------- . . S OVERSIZE WINDROW S OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. . •• :.—r . EXCAVATE A TRENCH IN THE COMPACTED - - - - FILL DEEP ENOUGH TO BURY ALL THE GRANULAR MATERIAL TO BE . ROCK . . . . DENSIFIED IN PLACE. BY DETAIL . •. BACKFILL WiTH GRANULAR SOIL JETTED FLOODING OR JETTING.-'.. OR FL000ED.:IN PLACE TO FILL ALL THE . . . S . VOIDS WI DO NOT BURY ROCK THIN 10 FEET OF . •. .. :1 .. . . . FINISH GRADE. . ... . . .1. . .• . . . ....... . . . . . . . . . S . . . . . S. WINDROWOFBURIED ROCK SHALLBE . I . •'- : PARALLEL TO THE FINISHED SLOPE S . S 7 TTED OR FLOODED, .: . s.. GRANULAR MATERIAL TYPICAL PROFILE ALONG VW ' OVERSIZE ROCK GENERAL EARTHWORK AND GRADING SPECIFICATIONS DISPOSAL STANDARD DETAIL B r,.rT,.,r MOVE SUITABLE TERIAL ci SEE DETAIL BELOW FILTER FABRIC (MIRAFI 140N OR APPROVED 6" MIN EOUIVALENT) OVERLAP CALTRANS CLASS 2 PERMEABLE MIN. OR #2 ROCK (9FT3/FT) WRAPPED COVER IN FILTER FABRIC 4" MIN. BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D SUBDRAI N DETAIL FOR PIPE SPECIFICATIONS DESIGN FINISH GRADE MIN. _,-(FILTER FABRIC BACKFILL / (MIRAFI 140N OR APPROVED ACTFD / EQUIVALENT) ~-CALTRANS CLASS 2 PERMEABLE ______________ IN FILTER FABRIC OR #2 ROCK ( 9F T'3/F T) WRAPPED I' 20' IN. • 5 MINI. • PERFORATED NONPERFORATED 6"12 MIN. 6 øMIN. PIPE I GENERAL EARTHWORK AND CANYON SUBDRAINS GRADING SPECIFICATIONS STANDARD DETAIL C Ej I OUTLET PIPES 4 0 NONPERFORATED PIPE °A' ' OT 100 WAX OC HORIZONTALLY 1:1 OR FLATT R 30 MAX 0 C VERTICALLY. 7 If 70 ---------------- ------------------ EE SUBDRAIN TRENCH - DETAIL -------------------------- ,., LOWEST SUBDRAIN SHOULD 1 lAi..uLiJ rILL BE SITUATED AS LOW AS ----------------- - POSSIBLE TO ALLOW ------------------------------ SUITABLE OUTLET ------------------------------- [±1 Q%MfM €- I I _-:-:-:-:----------------- I . . KEY WDTH ......... . 0. ... 0 AS NOTED ON GRADING PLANS M E 12. IN. OVERLAP . f.., . . KEY. DEPTH . FROM .THE.TOP HOG ... . . . (2 MIN.) •. . . RING TIED EVERY . . . ... 6 FEET I T-CONNECTION . 0• I ,FORCOLLECTOR 0 I PIPE TO OUTLET PIPE CALTRANS CLASS II . PERMEABLE OR j2 . . . . •0 ROCK (3 FT-3/FT) WRAPPED IN FILTER . . 1 67:.WIN. FABRIC I COVER VNON-PERFORATED PERFORATED PIPE TLET PIPE: OU 4': MIN.. PROVIDE POSITIVE FILTER FABRIC BEDDING SEAL AT THE.. ENVELOPE. (MIRAFI JOINT 140 OR .APPROVED EQUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdroin collector pipe shall be installed with perforation down or unless otherwise designated by the geotechnicol consultant Outlet pIpes shall be non-perforated pipe The subdrain pipe shall hove at least 8 perforations uniformly spaced per foot Perforation shall be 1/4 to 1/2 if drill holes are used All subdraun pipes shall have a gradient of at least 22 towards the outlet SUBDRAIN PIPE - Subdrain pipe shall be ASTk4 D2751 SDR 23 5 or ASTLI D1527 Schedule 40 or ASTM D3034 SDR 23 5 Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe All outlet pipe shall be ploced in a trench no wider than twice the subdrotn pipe 10 I • • I 00 BUTTRESS OR GENERAL EARTHWORK AND REPLACEMENT •• 0 • GRADING SPECIFICATIONS . FILL SUBDRAINS STANDARD DETAILD . 0 ... 0 .... 0 .... 14 CUT-FILL TRANSITION LOT OVEREXCAVA110N REMOVE I - UNSUITABLE I- 3ROUND - - -- 5 - -- - - - - - .)Xl'MIN - -COMPACTED FIL-I _-_-_-_-_-_--_-_-_-_--..--_1 OREXCAVATE - - AND RECOMPACT TYPICAL BENCHING - - UNWEATHERED BEDROCK )R MATERIAL APROVED BY THE GEOTECHNICAL CONSULTANT-._ TRANSITION LOT FILLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL E SOiL'BACKflLL; COMPACTED TO . 90 PERCENT' RELATIVE COMPACTION BASED ON ' jp IMIN 6 FILTER FABRIC ENVELOPE 0.F:-:-:-:-:.--(MIRAFI 140N OR APPROVED 0 ' o'L '' EQUIVALENT)' 00 0 I; 1 MIN rl _-3/4 TO 1-1/2" CLEAN GRAVEL FINISH' GRADE ' 0 DIAMETER PERFORATED'' ., 0 PIPE (SCHEDULE -40. OR.: ______ 0 1I EOVALENT)WIThPERFORATIONS ORIENfED:DOWN AS DEPICTED .0 MINIMUM:'I :PER~CEkT GRADIENT - CQMPACT FILI e :TO SUITABLE OUTLET WALL. FOOTING COMPETENT BEDROCK OR MATERIAL ,AS EVALUATED BY THE CEOTECHNICAI. CONSULTANT' 1:. ,NOTE: UPON REVIEW, BY THE CEOTECHNICAL CONSULTANT.' 'COMPOSITE DRAINAGE PRODUCTS SUCH AS:MIRADRAIN OR .:JORAIN MAY BE USED; AS AN ALTERNATIVE -TO GRAVEL OR 'CLASS .2 PERMEABLE MATERIAL.. INSTALLATION SHOULD BE PERFORMED.* ACCORDANCE: WITH 'MANUFACTURERS SPECIFICATIONS. RETAINING WALL GENERAL EARTHWORK AND GRADING SPECIFICATIONS DRAINAGE STANDARD DETAIL F -l- ACTIVE ZONE I -FILTER FABRIC : : : : : -: -: : : : •: : : : : . : : : : : : :.;.J:: ... .•. : : : :- : . : . : :- / / L RNFORCED-------------- / -RETAINEO / I ZONE ZONE I / / / BACKDRAIN / TO 70% OF / WALL HEIGHT / / / : FILTER FABRIC: GRAVEL DRAINAGE FILL -WALL SUBDRAIN MIN 6" BELOW WALL REAR SUBDRAIN: MIN 12" BEHIND UNITS _ 4" (MIN) DIAMETER PERFORATED PVC PIPE I FOUNDATION SOILSI (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS DOWN. SURROUNDED BY 1 CU. FT/FT OF 3/4 GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) OUTLET SUBDRAINS EVERY 100 FEET, OR CLOSER, NOTES: BY TIGHTLINE TO SUITABLE PROTECTED OUTLET 1) MATERIAL GRADATION AND PLASTICITY REINFORCED ZONE: GRAVEL DRAINAGE FILL: SIEVE SIZE % PASSING 1 INCH 100 SIEVE SIZE 1 INCH % PASSING 100 NO. 4 20-100 3/4 INCH 75-100 NO. 40 0-60 NO. 4 0-60 NO. 200 0-35 NO. 40 0-50 FOR WALL HEIGHT < 10 FEET, PLASTICITY INDEX <20 NO. 200 0-5 FOR WALL HEIGHT 10 TO 20 FEET, PLASTICITY INDEX < 10 FOR TIERED WALLS, USE COMBINED WALL HEIGHTS WALL DESIGNER TO REQUEST SITE-SPECIFIC CRITERIA FOR WALL HEIGHT > 20 FEET CONTRACTOR TO USE SOILS WITHIN THE RETAINED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREMENTS OF WALL DESIGN. GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL DESIGNER CONSIDERING INTERNAL, EXTERNAL, AND COMPOUND STABILITY. 3) GEOGRID TO BE PRETENSIONED DURING INSTALLATION. IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT. ANGLE a =45+442, WHERE (P IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE. BACKDRAIN SHOULD CONSIST OF J-DRAIN 302 (OR EQUIVALENT) OR 6-INCH THICK DRAINAGE FILL WRAPPED IN FILTER FABRIC. PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW. ' GRADING SPECIFICATIONS SEGMENTAL GENERAL EARTHWORK AND 4 RETAINING WALLS I STANDARD DETAIL J1, assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not:informed. Subsurface Conditions CàA Change A geotechnical-engineering report is based on conditions that existed at the time the geotechnical engineer performed the study. Do not rely on a geotechnical-engineering report whose adequacy may have been affected by: the passage of time; man-made events, such as construction on Or adjacent to the site; or natural events, such as floods, droughts, earthquakes, or groundwater fluctuations.. Contact the geotechnical engineer before applying this report to determine f it is still reliable A. minor amount of additional testing or analysis could prevent major problems.. Most Geotechnical Findings Are Professional OpiflioflS . . .. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken Geotechnical engineers review field and laboratory data and then apply their, professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ - sometimes significantly from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide geotechnical-construction observation is the most effective method of managing the risks associated with unanticipated conditions. . . . .. A Report's Recommendations: Are: Not Final Do.not overrely on the confirmation-dependent recommendations included in your report. Confirmation dependentrecommendations are'not final, because geotechnical engineers develop them principally from . judgment and opinion: Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical ; engineer who developed your report cannot assume responsibility or:liability for the report's confirmation-dependent recommendations if that engineer does not perform the geotechnical-construction observation required to confirm the recOmmendations' applicability.' . project ownership. . ., . . •' A Geotechnical Engineering Report Is Subject . . . S to. Misinterpretation I: Asa general rule, always inform your geotechnical engineer. Other design-team members' misinterpretation of of project changes—even minor ones—and request an geotechnical engineering reports has resulted in costly Geotechnical Sêrvices:Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnicalengineering study conducted for a civil engineer may not fulfill the needs of a constructor - a construction contractor 7-- or even another civil engineer. Because each geotechnical- engineering study is unique, each gèotechnical-engineering report is unique, prepared solely for the client. No one except you should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one - not even you - should apply this report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical-engineering report did not read it all; Do not rely on an executive summary. Do not read selected elements only. Geotechnical Engineers Base' Each Report on a Unique Set of ProjéctSpecific Factors Geotechnical engineers consider.many unique, project-specific factors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk-management Preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical-engineering report that was: ,. not prepared for you; not prepared for your project; :. not 'prepared for the specific site explored; or completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical-engineering report include those that affect: '. the function of the proposed structure, as when it's changed from a parking garage to an office building or from a light industrial plant to a refrigerated warehouse; the elevation, configuration, location, orientation, or.weight Of the proposed structure; the comDosition of the design team: or problems. Confront that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Constructors can also misinterpret a geotechnical-engineering report. Confront that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing geotechnical construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical-engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make constructors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give constructors the complete geotechnical-engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise constructors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/ or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure constructors have sufficient time to perform additional study. Only then might you be in a position to give constructors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and constructors fail to recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations:' many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Environmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environthental problems have led to numerous projectfailures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional mold-prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, many mold- prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical- engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services performed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold prevention. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your GBC-Member Geotechnical Engineer ,for Additional Assistance Membership in the Geotechnical Business Council of the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you GBC-Member geotechnical engineer for more information. G ____ BUSINESS COUNCIL GEOTECHNICAL wGuf.anaiButh,,ssAzoadion 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301!565-2733 Facsimile: 301!589-2017 e-mail: info@geoprofessional.org www.geoprofessional.org Copyright 2015 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, or its contents, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document as a complement to or as an element of a geotechnical-engineering report. Any other firm, individual, or other entity that so uses this document without being a GBA member could be commiting negligent or intentional (fraudulent) misrepresentation. • V ; •V i., I - Bergelectric Corp ntractors & Engineers Submittal No Legoland Parking Structure I Legoland Dr. '- T : Carlsbad, CaIffomia920O8 - ,• - Bergelectric WO # 112480 p Title 24 Final Documents Specification Section July 14, 2017 ELECTRICAL SUBCONTRACTOR Bergelectnc Corporation 650 Opp er Stfeet - - p Escondido, CA 92029 - . - -• - A$ GENERAL CONTRACTOR • McCarthy 7. 20401 S.W.Birch .Street Suite 300 Newport Beach CA 92660 ) • - , * •! I - . V. - - $ A - A. -. - - - - •_• - -. V • S. $5 - V '4* ru, rwVIWdlIu,1pp:uIrdI .(drflp:IIy • - * V • • 650 Opper Street, Escondido, CA 92029 - Tel (760) 746A 003 Fax (760) 741 0918 License No CIO-85046 • * . '.': - - '• . .:2. ç '4 .44, - r .• • STATE OF CALIFORNIA 4 U .'. 2 *fl/•q \•8.ffl _-'. *., SUMMARY SHEET (4c)) l of America' CALIFORNIA ENERGY COMMISSION \ I . .-' 4,t . ,- ' 4 fl- - . • ,. . '. PROJECT INFORMATION * •• -. Project Name Lego new parking structure " I Enforcement Agency of City ca•rlsbad S ••' - Permit Number:CB162925 .L , *4 • - - I: •* - 2 .4 - - .. - '4*. - 4 c Project Address * 5885 the crossing drive City: Carlsbad Zip Code: 4 92011 4 1 Project Number ,1705-00075. - - 4'• I 4 - - $ Acceptance Test Employer -* - * 1• Michael Elsasser ATE 1503-00002, . 4 - ( Acceptance Test Technician Diego Trejo ATT 1503 00004 I' l .4.t FORMS INCLUDED_— -. .. -- _-_------ I .' •' - . :. - 177 - - * - *4,4 I ,4 I ,-4• - •' .. .-- - . . -. - ' '- - 4 . 8 i NRCALTI-02A -' 0, 'NRCA LTI-03-A ,. 0 NRCA LTI 04-A ' :'L..0RCATl-O5.A '. '' , L NRCA LTO-02 A ( - - - -, ' ': • TESTED AREAS, _. 8 F 4 - t- .8U * - FORM'.-. '- "' 'BUILDING •. FLOOR' -. . NAME. ' [1 Partial OFF Occupancy Sensor Acceptance Procedure 5885 — 1 Ground parkingJ 2 Partial OFF Occupancy Sensor Acceptance Procedure 5885 2 ' Parking lights it E3 Partial OFF Occupancy Sensor Acceptance Procedure - 5885 3 ' Parking lights j I4. Photocontrol 5885 3 Parking lights Sample untested areas are attached iti differdnt document. - 4 2 .4' . .. • 9 .4 t . ._-')• - ., . . .• (,_• S . . ., •, .t •_ . . . , , , 4 8 •, •.s . . .- *- - •. . •. 4 4 - . I -. '-.5 - - . - -: - .4' . - - a $4 1 2 2 . . , *, .• 4 . a. F I _'I 419 2 It -r .5,- * ' . - 4 •- ? -' . • .4, - .'- - - . -4-- .4 .•, __t' I . -. ' '4 - -•• ' , , - --- •, . -. p 4- '4 14 'I 4 47 -, - - -4 •4 • .•. -. -I 4'' . .. - '. . .. - , . - . ,. - * . - . ---' ' -'?- 4. . *' . 4 - ' -4 . 4. - It I. I . .' . 4 r . 4 44. ¶ I' 4- 4,' - ., •: -':- '-i'- - . . -. * •,_ -t '2. - .- • -' . .. - I - '-5 4 , . 4 1 - * - ' .• -. .' 4 . , - 4 . . - .4 . - .-. . .4 - -. * -- • - - 4 ,• 5 4. 4 1' - . , . - ,-. - ' t fl • -s - • • i .- . 4. 8 1 -- .4 . ,. • 4. 4.. . 4 4 •'2 .•: -- 4 4 4. I • 4 • - r •• - I - - . * 0'' •' 4 I -$.- .. 4 *4 I g ' $ 44 Untested Areas Sheet : • - - - Project Name: Lego new parking structure Enforcement Agency: City of Carlsbad Permit Number: C131 62925 Project-Address: 5885 the crossing drive City: Carlsbad - Zip Code: 92011 • STATE OF CALIFORNIA 1 ACCEPTANCE UNTESTED AREAS (ResedO4/l7), .. • 4('c,)\ NatiànaILIghiingçntractrs 'Assàclatiónof Aniericá • \ • .0 CALIFORNIA ENERGY COMMISSION 0 0 PROJECT NUMBER: 1705-00075 . . 0 • . . . 0 CERTIFICATE OF ACCEPTANCE - NRCA-LTl-02-A Partial OFF Occupancy Sensor Acceptance Procedure '. • V - Project Name: Lego New Parking V• - Structure Enforcement Agency: City of Carlsbad V V Permit Number: C81 62925 V Project Address: 5885 The Crossing Drive City: Carlsbad. ,V V Zip Code: 92011 ..,'.. - '• Building: 5885 V Floàr: 1. • V , V V Room: Ground parking I V ;VV ¶4: 3 V• , 4 V -. - - - I . V , ' V 4 V -V I 1 V V - . ' '' 'V $ - '.... -- V , - V; 4 I STATE OF CALIFORNIA '. • V a.' • • ,f • V _J LCA LIGHTING CONTROL ACCEPTANCE DOCUMENT V V ,OatL1g CntratóV, ; CEC-NRCALTIO2AG4,17) Association of America CALIFORNIA ENERGY COMMISSION V ;1PROJECT NUMBER: 1705-00075 V 4 Vt' 'V Vt 4 V V, I •'' V V V •' V : Note: Submit one Ce,iificete olAcceptanne for each system that must demonstrate compliance Enforcement Agency Use: Checked by/Date:' ' • V A.Cónstructionlnspectión •-•: ' V ' •VV ; p02, Occupancy. Sensor constructióñ Inspectiàn -- confirm for all listed in Section B ' V • J Occupancy sensors are not Iocated within 4 feet of any HVAC diffuser t • - - V ,Ultraionicoccupancy sensors do'not emit audiblesound 5 feet from source V Occupant Sensors and Automatic Time Switch Controls have been certified to the Energy Commission in accordance with the applicable7 provision in Section 110.9 of the Standards, and model numbers for all such controls are listed on the Commission database as Certified Appliance and Control Devices . l V V V4' • - fl I .4 B. Fànctional Testing of Lighting Controls V "•' . V , - -. . C If there are several geometrically similar spaces that use the same lighting controls test only one space and provide an attached page listing untested areas which are represented by the tested space EXCEPTION: For buildings with up to seven (7) occupancy sensors, all occupancy sensors shall be tested. (NA7.6.2.3) V 03. Partial Off Occupancy Sensor • V ' • 4 4 V ,Step 1: Simulate an unoccupied conditiân a., Lights óo to partial off state within a maximum of 20 minutes from start of an unoccupied 'condition per Standard -Yes '. Section 110.9(a)' ' V •V ' V • •V S • V V The ccupânt sensor does not trigér a false "on" from movement in an area adjaceiit to the controlled space or Ye V from HVAC operation. For library book stacks or warehouse aisle, activity beyond the stack or aisle hall not activate the lighting in the aisle or stack. • In the i5irtial off state, lighting shall consume no more than 50% of installed lighting power, or: , V Yes V. •• V..', 4 m • V No more than 60% of installed lighting power for metal halide or hig.h pressure sodium lighting mr V V • V warehouses.- No more than 60% of installed lighting power for corridors and stairwells in which the installed lightingt V pover is 80% or less of the value allowed under the Aea Category Method. Light level may be used as a proxy for lighting l3ower when measurements are taken ' V V :''' , - V V V - V V •• V Step 2: Simulate an Occupied condition-. al I The occupant sensing controls shall tüm lights fully ON in each separately controlled areas, Immediately upn an Yes occupied condition . V ' ' , V • V V , 'V - 4 .. -4 •1_ • 4 V 4, C , 1 / 44V. V. VIIV V V £4 •- , ' V •V V V' , • , V V V -'- . : . - V V V 4* V I ' 44 4 4 - l,V V V V V 'VV • . * , V V • , ' •• .. V V V • ••• ,,, V V ' I - - 4 • • V•V V * V V . .. V * * 'I . • 'V V • • •4 • * V • V 4 V C * ' V V4 V V V V_it V;lil •V V $1 '1 V 4 •V _ V V ' ..0 . 4 .4 V V V , ) • 'V - V V V V4 •• V V ' V '• - ' V S . , V ji' •V' V •V I V 1 V, • V .4 Page 1 of : a- 9 V V - VV -- ' V • . - •V/V , 4. V' C. Testing Results PASS/' V V• , V V • it - . V • , V FAIL 43 Partial Off Occupancy Sensor (all answers must be Y). For warehouses, library book stacks, corridors, stairwells in Pass nonresidential buildings must also be accompanied by passing_Test I or Test It. D. Evaluation • - .'. V V - •. • • V - •V - V Pass, V V PASS: All applicable ConstructiOn Inspection responses are complete and all applicable Equipment Testing Requirements responses are positive (V - yes):V • -' - •, • V V CERTIFICATE OF ACCEPTANCE NRCA-LTI-02-A' ' a - ' - 4 4 •. Partial OFF Occupancy Sensor Acceptance Procedure Project Name: Logo New Parking Structure Enforcement Agency: City of Carlsbad' Permit Number: CB1 62925 Project Address: 5885 The Crossing Drive City: Carlsbad " - Zip Càde: 92011 . Building: 5885 a . ' a ' Floor: 2 -,, '. 'Room: Parking lights •. - -- - •,,1 --4 ' .•4,', ... .4 - 4. -.4 *4 *4 4 -. 4. - '4 - B. Functional Testing of Lighting Controls If there are seve'ral geometrically similar spaces that use the same lighting controls, test only onespace and provide an attached .age '' ' listing "untested areas" which are represented by the tested space. • . . EXCEPTION: For buildings with up to seven (7) ôccuricy'sensorsall occupancy sensors shall be tested. (NA7.6.2.3) 03. Partial Off Occupancy Sensor Step 1: Simulate An unoccupied condition 4 - a. ' Lights go to partial off state within a maximum of 20 minutes from start of an unoccupied condition per Standard Yes " Section 110.9(a) * b. The occupant sensor does not trigger a false "on" from movement in an area adjacent to the controlled space or . Yes 1* from HVAC operation. For library book stacks or warehouse aisle, activity beyond the stack or aisle shall not .' . activate the lighting in the aisle or stack. c. In the partial off state, lighting shall consume no more than 506/6 of installed lighting power, or: , 'Yes' . •• 4 , - . 4 - ' No more than 60% of installed lighting power for metal halide or high pressure' sodium lighting in warehouses.-. . No more than 60% of installed lighting power for corridors and stairwells in which the installed lighting -. power is 80% or less of the value allowed under the Area Category Method. 4 4. Light level may be used as a proxy for lighting pOwer when measurements; are taken Step 2:SimulatéanOcLipiedcondition a. 'The occupant sensing controls shall turn lights fully ON in each separately controlled areas, Immediately upon an - Yes4 • .4 :• , . '- - - '!._4 ,' occupied conditions - - -S ,_ - 4 . - - •___ 4. C. Testing ResUlts '' . ' -'- -• ' - 4, '-.7 . - -, - - 'S ' PASS/ - .- -'• - - . 4 '.- - '' ' . FAIL - 3 Partial Off Occupancy Sensor (all answers 'must be Y). For warehouses, library book stacks, corridors, stairwells in Pass nonresidential buildings must also be 'accompanied by passing Test lOr Test Ii. .4- J!, , V a S '- I S - STATE OF CALIFORNIA . - '. / f \ — LIGHTING CONTROL ACCEPTANCE DOCUMENT ('c% National Lighting Contractors $ CEC NRCA LTI 02 A \ Association of America 'CALIFORNIA ENERGY COMMISSION .+ PROJECT NUMBER:17O5-OOO75 S4• Note: Submit one CeflificatootArxeptanne for each system theist emotenenspiia,rn &9mcerneilt Agency Use: Chedped by/Date:: * 44 4 ,•4. 4. A . a •- 4 , •i :. A. Construction lnspectián . ' . ... •, . - '; , ., ' 02 Occupancy Sensor Construction Inspection - confirm for all listed in Section B 4 &?) Occupancy sensors are not located within 4 feet of any HVAC diffus'er' - J Ultrasonic occupancy sensors do not emit audible sound 5 feet fr6m source * , () Occupant Sensors and Automatic Time Switch Controls have been certified to the Energy Commission in accordance with the applicable provision in Section 110.9 of the Standards, and model numbers for all such controls are listed on'the Commission database as Certified Appliance and Control Devices VP- • 4 4 S. 3 -- . - '. .., . ' . - : . • - .4 ' -*4 . . I. 1 D. Evaluatin Pass PASS: All applicable Construction Inspection respOnses are complete and all applicable Equipment Testing ' Requirements responses are positive (Y- yes). 'I t .4 -, - I V V 'a ' - • 4 - ' - a * , - - - Page 2of4 - a , * • I - , - , - - ' - - ' I - - STATE OF CALIFORNIA LIGHTING CONTROL ACCEPTANCE DOCUMENT CEC-NRCA-LTI-02-A (ieisai 04/I7) CALIFORNIA ENERGY COMMISSION National Lighting Contractors Association of America CERTIFICATE OF ACCEPTANCE - NRCA-LTI-02-A Lighting Control Acceptance Document - Project-Name: Lego New Parking Structure I Enforcement Agency: City of Carlsbad Permit Number: CB162925 Project Address: 5885 The Crossing Drive City: Carlsbad Zip Code: 92011 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Acceptance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Diego Trejo Documentation Author Company Name: Date Signed: May 242017 - Address: CEA/ATT Certification Identification (If applicable): ATT-1503-00004 City/State/Zip:, Phone: FIELD TECHNICIAN'S DECLARATION STATEMENT I certify the following under penalty of penury, under the laws of the State of California: The information provided on this Certificate of Acceptance is true and correct. I am the person who performed the acceptance verification reported on this Certificate of Acceptance (Field Technician). The construction or installation identified on this Certificate of Acceptance complies with the applicable acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix NA7. I have confirmed that the Certificate(s) of Installation for the construction or installation identified on this Certificate of Acceptance has been completed and signed by the responsible builderIinstaller and has been posted or made availabI6 with the building permit(s) issued for the building. Field Technician Name: Field Technician Signature Diego Trejo Field Technician Company Name: Position with Company (Title): . Acceptance Test Technician Address: AU Certification Identification (if applicable): ATT-1503-00004 City/State/Zip:, , Phone: Date Signed: May 24 2017 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: I am the Field Technician, or the Field Technician is acting on my behalf as my employee or my agent and I have reviewed the information provided on this Certificate of Acceptance. I am eligible under Division 3 of the Business and Professions Code in the applicable classification to accept responsibility for the system design, construction or installation of features, materials, components, or manufactured devices for the scope of work identified on this Certificate of Acceptance and attest to the declarations in this statement (responsible acceptance person). The information provided on this Certificate of Acceptance substantiates that the construction or installation identified on this Certificate of Acceptance complies with the acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix NA7. I have confirmed that the Certificate(s) of Installation for the construction or installation identified on this Certificate of Acceptance has been completed and is posted or made available with the building permit(s) issued for the building. I will ensure that a completed, signed copy of this Certificate of Acceptance shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable Inspections. I understand that a signed copy of this Certificate of Acceptance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Acceptance Person Name: Responsible Acceptance Person Signatur9' Michael Elsasser Responsible Acceptance Person Company Position with Company (Title): - - Name: . Acceptance Test Employer Address: CSLB License: City/State/Zip:, - Phone: Date Signed: May 24 2017 :. - ----. 4 4 - -. - - 4 . 0 . 0• I 4 STATE OFCALIFORNIA 1 OUTDOOR LIGHTING ACCEPTANCE TEST Nationa[Ughting Contractors CEC-NACA LTO 02 A Association of America , CALIFORNIA ENERGY COMMISSION . . ' .. PROJECT NUMBER: 1705-00075 CERTIFICATE OF ACCEPTANCE - NRCALTO02A - ' -. '. ..• - ' . . Photocohtrol Project Name: Lego New Parking . Structure . . 4 0 Enforcement Agenôy: City of Cirlsbad , 0', Permit Number: CB162925 '4.• 'Pioject Address: 5885 The Crossing Drive City Carlsbad ;'. - Zip Code: 92011 Building: 5885 . Floor: 3. . Room: Parking Iights' .. ' D. Functional Testing .. ,. -. - • -. - - •' . - 01 Verify and document the tollowi...............- ) During daytime simulation, all 6ortrolled outdoor lights are turned off., [) . Du- ring nighttime simulation, all controlled outdoor lights are turned on. .4- 4 10 40 At Note: Submit one Cedificate oiAptance for each system thai mImi demonstrate compliance. Enfoscament Agency Use: Checked by/Date: . .: - .......4 .. '1' .S .o ••1 • -- --- - . .•' - • 40 • . •0 [1A7.8.3 and NA7.8.4PhotocontroI .4, -, I t .. •'' S - - e 0 '' • - . ' '''• . - . . : --'. . .-•.. - . -- ' - • • .J • ,.' - . 0 . • _ . '-' -- .4- 0- - 1 r . 4' '• ' .4 • "- • - .4 . 'S $ - . - • - . . : - '. - . .,- - - ., 4 , , . 4. 4' I S . - . .4 '4 4-. • C A . A -, . 0 - I 1 .4 . .4 - 4 0 , . . .4 ., - ' 4 -, -. ••i•* . 4.-_S .'• -•_ -•: - -- 5 1 * • 4., -A - ,, - _4' 4- 1 - * S • L i_ • - - , S 5SJ I. 4- I ' ' 0 - ° - 's :. S*• , - - _ 4, 0 J I 4 4 r 4 ,1 • -, -. . 4 .4- 4 4_'_ ''S . I '" 4 ' .4' - , S ''-' 4 ': .''' '- - •-• -:' .. 5 ....- -4- . '.4 - 4' 4 5 14 .t '5 . -: 05 4 5 _ SA-,. ,,.4' - 0• - _, 04, - 1 . 4 A••I0 - - 5 . - A 5 ' - ' - '. I , '' 1 " 4 ' 5 4 - l .- , . * / • :' - A - 5. - 0 - ' Page1of2 5 -- - - ,' - . - .' -.,,•, 4-. . -. 4 5' 4 ,• 1- - -, .4-,- - • 4 t 4 0 5 4 • . *; - 4 - -4. - -- 4 ' , - 4' S - 4- , 4 ' . - - *0 • - -• ½. I] STATE OF CALIFORNIA OUTDOOR LIGHTING ACCEPTANCE TEST CEC-NRCA-LTO-02-A (Revised 0411?) CALIFORNIA ENERGY COMMISSION National. Lighting CiOrS Association of America' CERTIFICATE OF ACCEPTANCE - NRCA-LTO-02-A Outdoor Lighting Acceptance Test - Project Name: Lego New Parking Structure I Enforcement Agency: City of Carlsbad Permit Number: CB1 62925 Project Address: 5885 The Crossing Drive City: Carlsbad jZip Code: 92011 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Acceptance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Diego Trejo Documentation Author Company Name: Date Signed: May 24 2017 . -t Address: CEA/ATT Certification Identification (If applicable): ATT-1503-00004 City/State/Zip:, Phone: FIELD TECHNICIAN'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: The information provided on this Certificate of Acceptance is true and correct. I am the person who performed the acceptance verification reported on this Certificate of Acceptance (Field Technician). The construction or installation identified on this Certificate of Acceptance complies with the applicable acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix NA7. I have confirmed that the Certificate(s) of Installation for the construction or installation identified on this Certificate of Acceptance has been completed and signed by the responsible builderIinstaller and has been posted or made available with the building permit(s) issued for the building. Field Technician Name: Field Technician Signature Diego Trejo Field Technician Company Name: Position with Company (Title): Acceptance Test Technician Address: ATT Certification Identification (if applicable): ATT-1503-00004 City/State/Zip:, Phone: . lDate Signed: May 242017 - RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: I am the Field Technician, or the Field Technician is acting on my behalf as my employee or my agent and I have reviewed the information this Certificate Acceptance. provided on of I am eligible under Division 3 of the Business and Professions Code in the applicable classification to accept responsibility for the system design, construction or.installation of features, materials, components, or manufactured devices for the scope of work identified on this Certificate of Acceptance and attest to the declarations in this statement (responsible acceptance person). The information provided on this Certificate of Acceptance substantiates that the construction or installation identified on this Certificate of Acceptance complies with the acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix NA7. I have confirmed that the Certificate(s) of Installation for the construction or installation identified on this Certificate of Acceptance has been completed and is posted or made available with the building permit(s) issued for the building. I will ensure that a completed, signed copy of this Certificate of Acceptance shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a signed copy of this Certificate of Acceptance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Acceptance Person Name: Responsible Acceptance Person Signatu Michael Elsasser Responsible Acceptance Person Company Name: - - Position with Company (Title): Acceptance Test Employer - Address: CSLB License: City/State/Zip:, ' Phone: bate Signed: May 242017 SAN DIEGO REGIONAL OFFICE USE ONLY HAZARDOUS MATERIALS %-. RECORD ID # PLAN .CHECK#___________________ QUESTIONNAIRE I .. . _____BPDATE -BP-DATE I 1 Business Name Business Contact Telephone # Legoland Peter Ronchetti 760-918-5322 Project Address City State Zip Code .APN# 1 Legoland Drive Carlsbad CA 92008 211-100-09-00 Mailing Address City State Zip Code Plan File# 9275 Sky Park Court, Suite 200 San Diego CA-: 92123 Project Contact Applicant E-mail Telephone # Lee Sudhoff (McCarthy Building Companies) LSudhoff@mccarthy.com 858-688-6298 - The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of-San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives' Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. '4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART It: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - 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, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: U CalARP Exempt. YES NO. (for new construction or remodeling projects) / 0 IX) Is your business listed on the reverse side of this form? (check all that apply). . . Date Initials 0 lxi Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 IX) Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 CalARP Required pounds and/or 200 cubic feet? / 0 1 Will your business store or handle carcinogens/reproductive toxins in any quantity? Date Initials 0 IXI Will your business use an existing or install an underground storage tank? 0 lxi Will your business store or handle Regulated Substances (CalARP)? . 0 CalARP Complete 0 IX) Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 IX) Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to Date Initials or greater than _1,320_ gallons? _(Califomia's_ Aboveground _Petroleum _Storage _Act). PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road,'San Diego, CA 92131 acdcomsd county. ca.ciov (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes Qi 04-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 lxi Will the project disturb 160 square feet or more of existing building materials? . 0 IXI Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See, the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. '. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: Construction employee parking structure within existing parking lot I declare under penalty of perjury that to the best of my knowledge and bell e nses m I a e and correct. - ,. (• Peter Ronchetti Vv Name of Owner or Authorized Agent Signature of Owner or AuThorized Agen - Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:________________________________________________________________________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT HOT FOR OCCUPANCY RELEASED FOR OCCUPANCY couNlv-IIMD APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box Only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division SW •ISSUED Approved - Date :By - BUILDING PLANNING - . .• - - ___________ ENGINEERING - - FIRE Expedite? V N DIGITAL FILES Required? V N HazMat - - APCD. Health Forms/Fees Sent -Recd Due? By. Encina - V N Fire . - VN - - HazHeaIthAPCD . . .Y N - P E & M :. - " N School -- - - •. - •- V N. Sewer . - V N. Stormwater - . - V N - Special Inspeon - V N CFD: V (NJ LandUse: Density. -ImpArea: FY: Annex: No (PD- j - Factor:. PFF: V Comments Date • Date Date Date Building . . . Planning 10/3/lb - - Engineering Fire - . • . - L-Jeed . • -. Q bone Done . - - - 000rie - STRUCTURE -- LEGO-NEW PARKING 205674SF 3 STORIES FOR EMPLOYEES 7 y/t 4 U(/L - flWM Final inspection required. by. Dre Ll L4 Plori To PLoq) b ft) . -' . . - _t -: ____ j2W\/ftp a4 irux 11L o. r + P LOE1- Lt _______ e2_--m EG L o AL') b o - rrcE Th q(zf - fl c- 13/4ciç u/ Ae (2-((f . . .. ___________________ City of Carlsbad 1635 Faraday Ai Carlsbad, CA 92008 Print Date: 12/14/2017. Permit 0 Permit No: PREV2017-0025 www.carlsbadca.gov, S. Job Address: 1 Legoland Dr , Permit Tpe: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Completed ParcI No: 2111000900 Lot U: . Applied: 02/03/2017. Valuation: $ 0.00 Reference U: DEV2016-0038 Issued: 02/28/2017 Occupancy Group:. Construction Type: Finaled: U Dwelling Units: - Bathrooms: Inspector:. AKrog Bedrooms: Orig. Plan Check U: 1C81'62925 I Plan Check U: Project Title: LEGOLAND EMPLOYEE PKG STRUCTURE Description: LEGOLAND: STAIRS FOR 4 LEVEL PARKING STRUCTURE FOR EMPLOYEE USE Applicant: (0 Owner: Contractor: MCCARTHY BUILDING COMPANIES, INC. LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC ZACH PINCHERLI ACQUISITION CO INC 9275 Sky Park Ct . . 9275 Sky Park Ct -'9'212374303 SAN DIEGO, CA Po Box 543185 C/O Property Tax Service Co 'SAN DIEGO, CA 921234303 949-355-6898 DALLAS, TX 75354 949-851-8383 M0ANUALBUiLDING PERMIT FEE . $290.00 Total Fees: $,290.00 . Total Payments To Date: $ 290.00 Balance Due: $ 0.00 0 000 0 . 0 0 - •- I 0 - / 0 . 0 -, 2. '' .. . - . Describe revisions in detail , - , : 3. List page(s) where each revision is , shOwn ' ' 1. 4 List revised sheets that replace existing sheets '1ftcM pGnO cu t - Of\)E ftjv -I- t -co'' LEGOt.MN\) IO 7OV' i n. Qj ct- - . ' '. . S " ••'.- * S •" .5 , . S ' lIP '• S . S IT• 5; • '. .. . S . 1 . ' G t4 'I • ' S . - 35 , S 5 , S - -S * - S .5 . S • j,\ - S • ,, 5 5 .. 5. ,-. S S 3 - •' 5 5 , • * 5 I S - F,' 'S. - ,L ..•'_ 3 (City of PLAN CHECK REVISION Development Services ' Building Division C, -1635 Faraday Avenue APPLICATION . , LM_a._4 " B-15 . 60-602-'2719 www.carisbàdca.gov I : .• . 'l'lan Check Revision No. rN_.L' , Original Plan Check No. C 5. 1 Li 21 01 .Project Address CYQsSwg V. Date 2//,ZOi7" Contact ZQCh Pincevt Ph(qg)3588 Fax ñ1 Email e Contact Address 58 5 1T-ie C V17S c ings Dr city Cv I Wad Zip q Z COB3 'General Scope of Work :- I * S. . •,a .5 1 •1 • ,1 3'. Original plans prepared by an architect orengineer, revisions must be signed & stamp'ed by that person. I . Elements revised:.' I I Plans Calculatiors Ej Soils 0 Energy . OtHer - Does this revision, in any way, alter the exterior of the project? Yes ' No Does this revision add ANY new floor area(s)? Yes' ' No Does this revision affect any fire related issues? E Yes No 'Is this a complete set. '. .Yes E No . S , 5 • - . ' 'Signature' th4IM4v '2dOflA,D " S - -. . • •. . 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 27.19, E: 760602-8558 Email: buflding@carlsbadca.gov www carlsbadca gov 14 By ALl SADRE, S E EsGil Corporation EGA EEJEMB EPC 2/6 9320 Chesapeake Drive, Suite 208 • San Diego, Cahforna 92123 • (858) 560 1468 • Fax (858) 560-1576 Enclosures EsGil Corporation In (Partners/lip With government for Building, Safety DATE FEB 10, 2017 U APPLICANT U JURIS. JURISDICTION iiID U PLAN REVIEWER U FILE PLAN CHECK NO 16-2925 (REV #1)-PREV2017-0025 SETI PROJECT ADDRESS 1 LEGOLAND DRIVE PROJECT NAME FOUR-LEVEL OPEN PARKING GARAGE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LIII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to McCarthy BuildingCompanies, Inc. EsGil Corporation staff did not advise the applicant that the plan check has 1.been completed EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Lee Sudhoff Telephone #: 858-784-0347 Date contacted (by ) Email LSudhoffmccathy com Mail Telephone Fax, in Person REMARKS Employee parking structure stair-plans & calculations (a deferred package) are undr this submittal. : CARLSBAD 16-2925 (REV. #1) PREV 2017-0025 FEB. 10, 2017 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-2925 (REV. H#1)-PREV2017-0025 PREPARED BY AL! SADRE, S E DATE FEB 10, 2017 BUILDING ADDRESS: 1 LEGOLAND DRIVE BUILbiNGOCCUPANCY: S2; I-B/SPR. t . Air Conditioning . IF Fire Sprinklers 205803 3.94 . 810,864 TOTAL VALUE Jurisdiction Code CB jBy ordinaiice . Bid Dr,it i..e h, Ordinance Plan Check Fe: by Ordinance I $290.001 Type o: Review E Complete Review - n Structural Only EJOther . I D_Repetitive Fee ats . HOurly 2 Hrs. @ * - S . EsGil Fee $116.00 I $232.00I * Based on hourly rate - - - .. S -I . S - S -S. S IS 5_• . 5 - 5 Comments: . Sheet 1 of 1 • S , .• S macvalue.doc + S. i I . S -. -. .- -S. •• •S. -, -- DATE 9/23/17.:,PROJECT NAME LEGO PARKING STRUCT PROJECT ID SDP 96-14(l)/CDP 96- 16(H) (original permit C13162925) PLAN CHECK NO PREV20I7-0025 SET# I ADDRESS I Legoiand Dr APN 211-100-09-00 This plan check review is complete and has been APPROVED by the PLANNING Diisión By TERI DELCAMP A Final Inspection by the PLANNING Division is required Yes Z No You may also have corrections from one or more of the divisions listed below Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions This plan check review is NOT COMPLETE Items missing or incorrect are listed on the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to For questions or ciarifications on the attached checklist please contact the following reviewer as marked PLANNING ENGINEERIN FIRE.PREVENTION -. 760-602-4610 760-602-2750 - 760-602-4665 Chris Sexton Chris Glassen Cindy Wong 760-602-4624 766 602-2784 760-602-4662 Chris.Sexton@carlsbadca.ov ehrjstopher.Giassen@carIsbadca.gov Cvnthia.VVong@carlsbadca.gov J Gina Ruiz LII VaiRay Marshall Dominic Fieri 760-602-4675 760-602-2741 760-602-4664 jna.Ruiz@carIsbadca.g VLRay.Maisi1aJ.i'carIsbadcA.gov P_qmjc.Fieri'Qarisbadca.g Ten Delcamp -7-1 Linda Ontiveros 760-602-4611 !i.deicamr@carisbadca.gy 760-602-2773 Linda.0i,tjveros'•carIsbadca.gov tf. Project Package No: 05 12 00-0002-1 1 • Date: 01/2012017 Legoland Parking Structure . . Project # 005075.000 . Tel: Fax: Transmitted To: .. . . . .. Michelle Huang , Status Submitted International Parking Design Inc = Date Due 01/27/2017 2 Faraday S Suite 101 .. . Irvine, 92618 I Phone: 949-595-8004 Fax: 949-595-8011 . Description . . Stair Drawings and Calculations - Differed Approval . . . .5 . . Notes . . . . Item # Type DescriOtion Spec Sec Sub Sec Rev Status 7 Shop Structural Steel Shop 051200 1.02 1 In Review Drawings Drawings - Stairs . 11 Calculations Structural Calculations - 05 12 00 1.04C 1. . In Review Stairs • • • • H Transmitted By: Brianna Lostagilo Copies To -, Printed On: 1 PREV20I7-0025 I LEGOLAND DR LEGOLAND: STAIRS FOR 4 LEVEL PARKING STRUCTURE FOR EMPLOYEE USE DEV2016-0038 - S - • 2.111000900 0B162925 2/3/2017 PREV20I 7-0025. I- Printed On: 1/20/17 - . Page 1 of 1 j .L.égoland Parking Structure - L Project # 005075.000 I .L Preparer Approval Spec Section Sub Section Item No Revision 05 12 00 1.02 7 1 B. Revise & Resubmit El Structural Steel Shop Drawings- Stairs C. Rejected . . This review Is for general confoance with Plans and Specifications Approved for Submission - . only. Any deviations from same not clearly noted by the Preparer have not been reviewed. Review shall not constitute a complete check of By: Ed Hams detailed dimensions or count or serve to relieve the Preparer of International Iron . contractual responsibility for any error or deviatián from contract requirements. S . . • By: Brian no Lostaglio - Date: 01/20/2017 a Submittal Package No: 05 12 00-0002-1 Stair Drawings and Calculations - Differed Approval International Parking Design Inc Approval Engineer Approval 2 Faraday . •NO EXCEPTION TAKEN OMAKE CORRECTIONS NOTED Suite 101 DREJEcTED . . AND RESUBMIT Irvine, 92618 DSUBM.ITSPEqIFIEpnEM . -S THIS REVIEW l ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN . •• CONCEPT OF THE. PROJECT -AND. GENERAL COMPLIANCE WIN THE li INFORM ON GIVEN IN THE CONTRACT DOCUMENTS' CORRECTIONS OR' COMMENTS MADE ON THE SUBMITTAL DURING- THIS REVIEW DO NOT -RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS. ACCEPTANCE OF A SPECIFIC ITEM - SHALL NOT INCLUDE ACCEPTANCE OF AN ASSEMBLY:OF WHICH THE ITEM IS A COMPONENT. CONTRACTOR IS RESPONSIBLE FOR-DIMENSIONS TO . . BE CONFIRMED AND CORRELATED AT THE JOBSITE; INFORMATION THAT ' . . . - . PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO THE MEANS, METHODS TECHNIQUES, SEQUENCES AND PROCEDURES OF CONSTRUCTION; COORDINATION OF THE WORK OF ALL TRADES; AND FOR PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. RE1iE WED BY. Mary Anne.........January 25.2017 HOPE-AMUNDSON, . -. DATE a .- . S .. . . . 4 . . . • . A. Approved as noted for Architectural Review - Submittal Approval Page '1 By SibmIftaI Item - - • Project Package No: 05 12 00-0002-1 Tel: • Fax: -. S S •• . 5 5'. McCarthy Approval - - I1 Preparer Approval McCarthy Approval Spec Section Sub Section Item No Revision A Approved as noted for Architectural Review 05 1200 1.04C 11 17 B Revise & Resubmit Structural Calculations Stairs C Rejected This review is for general conformance with Plans and Specifications Approved for SUbmission only. Any deviations frornsame not clearly noted by the Preparet have not beenrevlewed. Review shall not constitute a complete check of By Ed Hams detailed dimensions or count or serve to relieve the Preparer of International Iron contractual responsibility for any error or deviatIon from contract requirements By Brianna Lostagllo Date 01120/2017 Submittal Package No 05 12 00-:0002-l' Stair Drawings and Calculations Differed Approval International Parking Design Inc Approval Engineer Approval 2 Faraday Suite 101 - Irvine 92618 Printed Orl: 1/20/17 Page 1of1 STRUCTURAL ENGINEERING, INC PAGE NO._______ PROJECT_____________________________ JOB NO.___________ TA AL ys/'. 12 ky~ w0 12 C1 Pa. Ioo coo - / -T- 1 =rn q v ( 14 t- _.• -----.-. x - —c çi---- - --- ------- -- -38 -- ORION STRUCTURAL ENGINEERING, INC PAGE NO_3 PROJECT_____________________________ JOB NO.___________ ORiON STRUCTURAL ENGIN]EJR1NG, INC PAGE NO 1' PROJECT________________________________ -JOB NO. H AL</f •• -- -- I I I i - ---I - -deJ- l&' L3)' O4j in - ——e—IS 4—o X IiL X I3ç 1-7 - s'..k —u-'cL - -- - F"/ C 8 X ç 94 - I Cl 48EL[ 400 1°J±I00 '& ORION STRUCTURAL ENGINEERING, INC PAGE NO________ tJ PROJECT____________________________ JOB NO.___________ -- ORION STRUCTURAL ENGLNER1NG9 INC PAGE N0________ PROJECT_____________________________ JOB NO.___________ ORION STRUCTURAL ENGINEERING, INC PAGE NO / PROJECT______________________________ JOB NO.____________ ORION STRUCTURAL ENGINEERING, INC PAGE NO PROJBCT_____________________________ JOB NO elm F&?LL F. LCZl C\'t)'J: (-1-0jJ c-.f L 1 - ---- -1 - c—..' H. - pcp() Gf:lQ -------- -- - -- ---- 0 °v( '-'' I c c i 7 — — - F- c= LoEb - -- --- 1 ------E - -- - - ---- -- ORION STRUCTURAL ENGINEERING, INC PAGE NO.________ PROJECT JOB NO.__________ - ••,,- r1 L L_..JH.sc LLX'/ -iI•_ 023 *j5 '-1 c L o s CoY(,' ORION STRUCTURAL ENGINEERING, INC PAGE NO. PROJECT_______________________________ JOB NO.____________ O ..: --h. :-.-k• - , .. .................... ............................... . • • I . i - I ORION STRUCTURAL ENGINEERING, INC PAGE NO________ PROJECT_____________________________ JOB NO.___________ -n--C.A . ii1IiJX1 -- - 1 I _ -í 3/ g. - 7ç 3'+4"D ç , H -I-- ii. PD ORION STRUCTURAL ENGINEERING, INC PAGE NO________ PROJECT P ORION STRUCTURAL ENGINEERING, INC PAGE NO________ - (.) PROJECT_____________________________ JOB NO T:AR tJ CPO 00 - jX 1 i.. .......... . L F A&T ANkLi... .. c - - I ................... .. Fo S2IE of oC2 Uv cp o CLC ThiO -.--; .............................. -.._-- _-Th..-•------,-....-,--....-.-- .......................................................................................................................... City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date 12/14/2017 Permit Permit No PREV2017-0037 www.carlsbadca.gov Job Address 1 Legoland Dr Permit Type BLDG Permit Revision Work Class Residential Permit Revisi Status Completed Parcel No: 2111000900. Lot #: Applied: 02/28/2017 Valuation $0.00 Reference # DEV2016 0038 Issued 03/21/2017 Occupancy Group: Construction Type: Finaled: U Dwelling Units:. Bathrooms: . . . - Inspector:. AKrog Bedrooms Orig. Plan Check CB162925 Plan Check U: I Project Title: LEGOLAND. EMPLOYEE PKG STRUCTURE Description LEGO DEFERRED BARRIER CABLE RAILING FOR PARKING STRUCTURE Applicant Owner Contractor MCCARTHY BUILDING COMPANIES, INC. LEGOLANDCALIFORNIA LLC <LF> PLAY US MCCARTHY BUILDING COMPANIES INC ZACHPINCHERLI ACQUISITION CO INC 9275 Sky. Park Ct k 4 . I 9275 Sky Park Ct SAN DIEGO, CA 92123-4303 P0 Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-355-6898 DALLAS, TX 75354 ( 949-851-8383 MANUAL BUILDING PERMIT FEE $253.75 Total sees: $ 253.75 . Total Payments To Date : : $ 253.75 . . Balance Due: $ 0.00 / . -, - -- --. ., .- -. F 4 . 4;•-. ___* 4 •- 'a - 4 -.. 4 4' • City of LAN CHECK REVISION / Development Services Building Division 1: -. APPLICATION 1635 Faraday -ariSuai.i• B-15 - ' .76O-602-2719 I www carlsbaica gov nan Check Revision NO. O1T17 OriginâlPlanChëckNáC\;lJ2 CIA Z Project Address. SSSS TY)C C ucic V ' Date,.- 2/2:/ I1 Contact ZCY1 Ij flCY?e vii Ph Fax Email Zl1C4'l'Il() rfl(CC'tY1'Y)(1 C'OCY? Contact Address' 150 915 hQ C(OS&RS 7( City Ct( Y1 SkX'O Zip G JOcB General Scope of Work I Original plans prepared by an architect or engineer revisions must be signed & stamped by that person Elements revised ['i] Plans I5J Calculations FT Soils El Enerqy ["1 Other . -.4 4 - • _i - ( - - . 14. - ) Describe revisions in detail - ' Lit page(s) where List revisédshéets - . . _ -. • . • - each revision is that replace shown -existing sheets I ge 'vcA th'r)il+1 piars catLa1u-r q 1 r'1',(ita'Levcv21CS - - -. - 4 . . . ••t 4 1 - •- . - ( .• - - : - I S . ¶• I - • . ,. .4 ,. ,. ..- 4 4 - - .- _. . , - - 4 • -- • * 4 - . .- -- F - - ,- • - -- • 5 Does this revision in any way, alter the exterior of the project? fl Yes L1.io a Does this revision add ANY new floor area(s)? fl Yes i1 No Does this revision affect any fire related issues? fl Yes E21No 8'is this, a complete set? ks iQnatuire/,~,;h#w-m. R"Yes:-.ENo - . . -. . . .4 . ., .• / 1 1635 Faraday Avenue Carlsbad CA 92008 PK 760-602- 2719 E 760-602-8558' Email buiiding@carlsbadca gov www.carlsbadca.gov-. - - -'---.4 - . - I , •I ., 44 • . •- • . •? •4 - - •.-• •- . - -• -: - - . . _-,' a EsGil Corporation In artnership with Government for uit&ng Safety DATE:- MAR. 08, 2017 D APPLICANT •• Ths. JURISDICTION: CARLSBAD:, El PLAN REVIEWER - _.•. FILE PLAN CHECK NO: 162925 (REV. #2) -. PREV 2017-0037 & 38 SET: I PROJECT ADDRESS: 1LEGOLAND.DRIVE PROJECT NAME: FOURLEVEL OPEN PARKING GARAGE, The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The cheOk list transmitted herewith is for your information. The plans are being held at EsGil J. Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. F71 • The applicant's copy of the check list has been sent to: McCarthy Building Companies, Inc. EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staffdid advise the applicant that the plan check has been completed. Person contacted: Lee SuGff-.. Telephone #: 858-784-0347 Date contacted: Email: LSudhoff(ämccathy.com Mail Telephone Fax In Person REMARKS: Employee parking structure barrier cable plans & calculations (a deferred package) & Electrical revisions are under this submittal. Selected sheets are updated & resubmitted for review and approval. By: ALl SADRE, S.E. Enclosures: - EsGil. Corporation • • El GA LI EJ El MB El Pc 3/2 9320 Chesapeake Drive, Suite 208 • San Diego, California 92l23 • (858):560-1468 • Fax (858) 560-1576 ..•-. .CARLSBAD 16-2925 (REV. #2) - PREV 2017-0037 & 38 MAR. 081 2017 !DONOTPAY— THISISNOTANINVOICEJ / VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-2925 (REV. #2)-PREV2017-0037&38 PREPARED BY: ALl SADRE, S.E. DATE: MAR. 08, 2017 BUILDING ADDRESS: 1 LEGOLAND DRIVE BUILDINGOCCUPANCY: S2; I-B/SPR BUILDING PORTION AREA (Sq. Ft.) - Valuation Multiplier Reg. Mod. VALUE ($) PARKING 205803 . 56.11 11,547,606 Air Conditioning Fire Sprinklers 205803 3.94 810,864 TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit y Fee b Ordinance . If 3 Plan Check Fee by Ordinance . I Type of Review: 0 Complete Review o Structural Only 0_Repetitive Fee 0 Other Repeats Hourly, 3.5 Hrs. @ * . EsGil Fee $116.00 I $406.00I Based on hourly rate Comments: . . . Sheet lofi macvaiue.doc + V. V •, V - V V KM:M!:CA RTHY Legoland Parking Structure Project # 005075 000 Tel Fax V Transmitted To: MicliIe Huang Status V Draft . V International Parking Design Inc Date Due V - 2Faraday Suite 101 * Irvine, 92618 •. V V Phone 949-595-8004 Fax 9495958011 1 Description - Bamer Cable Shop Drawings Differed Approval V V Notes Item # Type Descrietion Soec Sec Sub Sec Rev Status 221 Shop Barner Cable Railing Shop t 055000 3 In Review * V Drawings- Drawings Differed Approval V . V - • V VI V V V • V 4 V • -- V • V V V I V • •V V 4 4 r V V V 4 V • •1 '- V V •V - • -. V V VV, VV V;• V• V -V.-.. V V - V V V PREV20I7-0037 V V * I LEGOLAND DR V •:-. - • LEGOLAND PARKING STRUCTURE BARRIER CABLE V RAILING TransmittedBy:Brianna_LostagilO ___V Copies To __- _1I •• VV - _• - V Company Co! DEV2O16-0038 2i10 V V VV• V : __V VV V V V - 2/2812017 V V V V I V * Printed On: 2/2 PREV20I7-0037 Preparer ApprdvaI, ,.; .. McCarthy Approval : , 'Spec Section Sub Section Item N Revision A Approved as noted for Architectural Review i [] 05 50 00 221 3 B Revise & Resubmit I i=i Barrier Cable Railing Shp Drawings Differed Approval C Rejected i L] This review is for general conformance with Plans and Specifications 5 Api,roved for SUbmissiàn / :-'. • only. Any deviations.fronsaine not clearlynoted by the Preparer have .. 4 . - - ., not been reviewed.Reewshall not constitute a complete check of By Ed Hams detailed dimensions or count or serve to relieve the Preparer of International Iron contractual responsibility for any error or deviation from requirements contract 0 By:,Brlanna Lostaglio Date.:.' Submittal Package No 05'W00-0002-3 1 Barrier Cable Shop Drawings Differed Approval International Parking Design Inc Approval Engineer Approval t 2 Faraday L NO EXCEP11ONS TAKEN 0 MAKE CORRECTIONS NOTED Suite 101 3 Irvine 92618 ORE.JECTED OREVISE AND RESUBMIT O SUBMIT SPECIFIED ITEM THIS REVIEW is ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN -. CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE. WITH THE INFORMATION GIVEN iN THE CONTRACT DOCUMENTS CORRECTIONS OR COMMENTS MADE ON THE SUBMITTAL DURINGTHIS REVIEW .DO NOT RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS .. . OF THE PLANS AND SPECIFICATIONS. ACCEPTANCE OF A SPECiF1C.ITEM SHALL NOT INCLUDE ACCEPTANCE OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT CONTRACTOR IS RESPONSIBLE FOR. DIMENSIONS TO BE CONFiRMED AND CORRELATED AT THE JOBSITE INFORMAllON THAT ( ' PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO ThE MEANS • . METHODS, TECHNIQUES, SEQUENCES - S. AND PROCEDURES OF. 4 CONSTRUCTION;COORDINA11ON OF THE WORK OF ALL TRADES AND FOR PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. REVIEWED BY Mary Anne February 27 2017 4 K HOPE AMUNDSON DATE a 4 I . - . . •... - . - 1. -• ç . . . S -, 5 p .. t_ •4•,• 5 ._ .. - K •-; I - 5.. ...5 ..- 5 •• K .•., K .. . - . . ., 5 . 5- S•5 ••_•••'_ -5 - S. K 0 a 5 5 •• •5• Ii. -i ••1• . _S •'5 •.• 5' •1 5 K 0 5 S ..'. K .5 ,. I K S $ .fK• 5. .5 4 4 K . I - . I -- K I 1 1 Page 6f.1 S. :•, ' . • 4. REV. CWD DESCRIPTION DATE - •- AJC JK' WAS' TIR TO BE .005 -MAX 2.243 - B JC Jk, WAS 1.445/1425 V 4.01.03' c' jc JK WAS 1365/1375 .4.28.03 -. , - ..- . • .j •jç ADDED .123 (REF.) DM. 14.28.03 D JC JK WAS .040 .±.0_05 CHAI.I.' 7.2.03 - D1 ic JK T WAS. .992/.997 •".! •.. . —7-22-03 ; Ae •. E -JQ I JK AS .65 - . 9.26.03 1 445 E1 JC FJKJ WAS .123 (REF.) 9.26.03 1.425 / .4 - .,, . 1 . ' .. • . - 70104±O*5 7 - V - A ... • I/I 010IAl 'V. ' •' ': V __ 1.625 . - - . -. - 0.990 147 (REF) TIONVIEW A' 04 X45 CHAM (TYP 3 PLCS) - V - ••VV.V•_V_ 4L IUT fl PREQSI PT TU LP . a. w pm 704-8 '&aJE. T 75159 P V V V - V V V - V V .5 -OTU MACH. ANCHOR J NGULAR.IO' V 'PLATED yommew V V V PART ND. 500143 V - * V NOTES:'' • V . V - • ' , ' MATERIAL IWo 1045 HIM 7XS1 YIELD DRAWN BY- 12.05 REMOVE ALL BURRS & SHARP EDGES ..ic 02 TIR TO BE 010 MAX * s STAN CLEAR 'ZINC 'PLATE .0002' - .0005 MAX PER SURFACE PER - .ovm JK 'AsTM.B633.: - - -' - . , V -- - V I OFi- 1 r .4 - 4 - .. :•. 4 ORION STRUCTURAL ENGINEERING, INC 11305 RANCHO BERNARDO ROAD, SUITE 121 - SAN DIEGO, CA 92127 -S? f I. S .....- - -.- • .. * . L STRUCTURAL CALCULATIONS FOR BARRIER CABLE RAILING .' 'FOR S I S . LEGOLAND PARKING STRUCTURE - S . . . ., -- •- -. :- -, S - 4 . CLIENT: INTERNATIONAL IRON PRODUCTS 10883 THORNMINT SAN DIEGO, CA 92127 • Loads /Assumptions Sheet 1 Vehicle Barrier Cable Analysis * • .-'. '" Sheets 2-6 Weld ConnectioñAnalysis . - r ' ..She6ts 47-9 Post Installed Anchorage Embed Sketch Sheet 1A Demand Analysis 4 ' Sheets 2A-3A 4 Anchorage Calculations Sheets 4A-7A -' S _. . •, * . - • _ .s 4 • -- '. - . I PREPARED 13Y RYAN J.- OMER 1 * I ;.. ' .• V 4.PI -' - p - , V4 ' - -V ••' - - -•:. :- .-: ..-. -. i;3 , ORION STRUCTURAL ENGINEERING, INCO V.. I 113O5RA.NCHO BERN ARDO;RoAD,suITE1.21 SAN DIEGO, CA 92127 : p r . •tp,. $ - - - THE FOLLOWING CALCULATIONS ADDRESS THE MOST CRITICAL - CONNECTIONS, SPANS, ETC FOR THE CABLE BARRIER AND ANCHORAGE ' BEING CONSIDERED CABLE RAILING, RAILING POST, ANCHORAGE ETC ' HAVE BEEN CALCULATED USING THE FOLLOWING 'ASSUMPTIONS -•-.- P V• V -. 4V - P p V • :- 1).. THE STRUCTURE HAS-BEEN DESIGNED. (BYOTFIERs) TO RESIST-;' '• ALL LOADS INDUCED BY THE BARRIERS 2) ALL STEEL MATERIALS TO BE GRADE 36 'OR BETTER (A-36OR -A992)..I • -3.). CONCRETE RECEIVING ANCHORAGEfc=5OOO-PSI -p + • . - , * V 4, P * -' -.-, - F .•' .-. . p P ,• 'PV..P ,_ .•V ., ... V. • LOADS: VEHICLE BARRIER RAILS - , .' 60001b . - --. :'.-., •••f, V,• p. • . P ?. I 4 1 pP P-. - V P •, pV V• . P V .- .. 4.• 4.' - • p V -p V V I - V - • • -V - 4 P . 4 - . V •, , p C - . - ' : V .4,4 I ._ . 4 .. - V 3 . • . ., r •" p . 4 1 3 P. 4, •• 4 3 V •. p ' V . P • ,* p44 I - p 4 V . '-P p .- -. .V.. 4 •4 - . . .- * - V Vp • Vt P• - - - P. - I ..• - -P_p. .,. P 1 I 1 . V - - , ' • -: - V V V p (p 4 4 1 P p V p •V*V •V V - ' V ' -. V .. P •' V - >#. V V• P p . - -- 'V -pV V,V . .4. -, - 3 V V4 •V 34 • - P .. ''4. ' p .. .- P - -- - length of cable (Lc) 72ft distance between supports (Ls) 18ft area of cable (A) L. O196inA2 modulus of elasticity € 29000000 psi.tension V assumed tension (Ti)- V V V initial V V V 826 lb load= L 2o 8951 262 axial strains 8 = PLc/AE 1.360642 in lateral deflection = A'-' SQRT ((/2+o)A2 (/2)'2) 12.14134' in ô.Ct x o c 4 OQO l9<<_ V VVVVV V• V V ORION STRUCTURAL ENGINEERING, INC PAGE NO' PROJECT____________________________ JOB NO -4. x 1,ç 4 c e t L .j J.:. :. v..... - -- Lap - c - -- 1 CG- Oil 9 c o4 I ___ -- -L—_-- #c 4. I 00 4 I I I . . . . I ----P-_-_- --H- ______ ORION STRUCTURAL ENGINEERING, INC PAGE NO________ PROJECT JOB NO N. PtJ UJ<'wo jc 8. f C vr//L ro I iJ taxo 3 I I ci 000__c_ 3 J i_--I -----" - -- • All i ORION STRUCTURAL ENGINEERING, INC PAGE NO_ PROJECT______________________________ JOB NO.___________ ORION STRUCTURAL ENGINEERING,.. INC PAGE NO. V. PROJECT V JOB NO._V ORION STRUCTURAL ENGINEERENG,INC PAGEN 1* 11W PROJECT LFfQ.L ,A /i4?2?(i JOB NO. C-c'A-'LA Lied _______________ YL 1 !:• ••.• •.• . .. •• H -' -- ------H 74 _ C H.IT .. .. ...... •.... .. I -__ :iLi i:TI 4 I'xf jS J I 'I . _______ • . . - - t-7 -!----- -- ol 144. . • • I _____ ORION STRUCTURAL ENGINEERING, INC PAGE NO________ fl" PROJECT JOB NO.___________ q'j' - • I -• -. : I - t"www.hittLus .. . ' , • .. Profis Anchor 2.6,5 . Y' Company Page 1 ..tlSpecifier: , ..'' "I Project.. Address: Sub-Project I Pos. No.: . . 7 Phone I Fax ,. Date 1/9/2017 4 - E-Mail: •• - -. • , ' I '. t ..; . Specifiers comments I. - • I •. •-• . - - , •, -- .. ..- . -. • - • ,, * • • I:,. - -, '•l -1Input data . • .• •. . 4 . - , -. _, . Anchor type and diameter: .• HIT-HY200+ HIT-Z5/8 --.. Effective embedment depth het p1 = 3.750 fl (h01 Imti = 7.500 in ) "Material: DIN EN - 4042 Evaluation Service Report ER SAFET Issued I Valid - 3/1/20161 3/1/2018 -P 1 '-, - . -. ,..• - _• ., •p • - Proof Design method ACI 318-08/Chem 7 Stand-off installation 61 = 60,00 in (no stand-off); I = 0.5001n. Anchor plate lx I xl = 50 000 in x 6 000 in x 0500 in (Recommended plate thickness not calculated Profile S shape (AlSC) (L x W x Tx ED = 3.000 in x 2.330 in x 0.170 in x 0.260 in ' I Base material: - . cracked concrete, 5000, f' = 5000 psi; h = 24.000 in., Temp. short/long: 32/32.7 .- 4 . I ;. •, Installation hammer drilled hole Installation condItion Dry Reinforcement:,' tension condition B shear condition B no supplemental splitting reinforcement present I edge reinforcement > No 4 bar with stirrups / . Seismic loads (cat C D,1 E or F) no t r 4 .4 I.4 I •.= S 31 GeometryinJ& Loading [lb,in.lbJ -• •. . -•-. .-. . - cr ' * . - . • 4 . I .• -. 1._z 4 • s -,: ,.' -• . - : •-', . 2 - . - -I I x.. _.• - -. . i.• •--- . , . .4 I. - a.. •_ , • , I ., - , ' .. . .- * f . -, 5- .1, '1 .0 -I. I •' _ '• , - S r . - - • er -' - •, ' - II -' -q*•t• s53 " I I • • — C I & • I 4 -x - • - • '4-'. -I . C . - , ' --:. •- .,• - -. -. : :. ; •-..'. O5 J1 'S ' I •i -.4 '- P 4 Input data and results must be checked for agreement with the existing conditions and for piaunlbilityl - :..- - . - - , PROFIS Anchor I c 12003-2009 HUll AG, FL-9494 Sthaan Hill is a registered Trademark of Hilli AG. Schaan . - - • I I 11 It 4 . .:. •- - •. - S . - t• Il , I •' • -4 .-- I •, _ '4 - - hi •: -. • - :_- . • - : . -. . . • ' .4 .4. . - - 14 - - - . - I I - • - - 1. 1 www.hilti.us min Profis Anchor 2.6.5 Company: Page: 2 -- Specifier: - Project: •- Address, Sub-Project I Pos. No.: Phone I Fax: I Date: 1/9/2017. E-Mail: - . 2 Load case/Resulting anchor forces ly Load case Design loads Anchor reactions [lb]' Tension force: (+Terision, -Compression) Anchor Tension force Shear force Shearforce x Shear force y - 1 0 - 4388 0 -4388. - ________________ 2 0 4,388 0 -4388 °i 04 3 x 2 - 3 0 .' 4388 0 -4388 . 4 0 4388 0 -4388 max. concrete compressive strain: max. concrete compressive stress: -[psi] .• - - resulting tension force in (x/y)(0.000I0.000): 0.[lb] - resulting compression force in (x/y)=(0.000/0.000): 0 fIb] 3 Tension load -. -. .. Load N [lb). --' Capacity 4114 [lb]' Utilization N = N 3l$N Status - Steel Strength* N/A , N/A .. N/A N/A. - Pullout Strength* N/A: N/A N/A N/A Sustained Tension Load Bond Strength N/A . N/A -. N/A :- N/A Concrete BréakoutStrength .- N/A N/A - Nb3 N/A anchor having the highest loading anchor group (anchors in tension) Input dais and results must be checked for agreenieni with the existing conditions and for plausibility!, PROMS Anchor ( 6)2003-2009 Huh AG. FL-9494 Schan HUh is a registered Trademark of Hilli AG, Schaar - viwwhilti.us ., - - Profis Anchor 2.6.5 Company: . . Page: 3 Specifier: Project: Address: Sub-Project I Pos.- No.: Phone I Fax: I - . Date: 1/9/2017 E-Mail:. - - - 4 Shear load < . . Load V [Ib) capacity [lb] Utilization Pv = V 0/V, Status Steel Strength 4388 5625 7.9 OK Steel failure (with lever arm)* N/A <. N/A,N/A N/A Pryout Strength (Concrete Breakout <17553 << 41356 . 43 OK Strength controls)— Concrete edge failure in direction y- 17553 20760 . 85 OK anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength . V fib] . •Vsa [lb) V58 [lb] 9375 0.600 5625 4388 4.2 PryoutStrength (Concrete Breakout Strength Controls) . . A [in.2] A1, [in.2] Camin [in.] k5 C35 [in.] 'lieN 455.63 126.56 .4.500 2 5.625- 1.000 e01.v [in.] 41e6.v e,v [in.] 'Vec2.V- tt/ed.N lI/cp.N kc 0.000 1.000 0.000 1.000 0.940 1.000 17 Nb FIb] OV pq fib] Vua [Ib] . 8729 0.700 41356 17553 4.3 concrete edge failure indirection y-. . . I [in.] d0 [in.] c1 [in.] . A [in .2] . 2 3.750 0.625 4.500 361.13 91.13 Wed.V 'ypaCflet.V e.,v [in.] tiles 41c,V - . tih.V 1.000 1.000 0.000 - 1.000 1:400 1.000 V [lb] t Vc fIb) V [lb]' << . 5345 0.700 20760 17553 . 5 Warnings Load re-distributions, on the anchors due to elastic deformations-of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to'the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The cl factor is increased for non-steel Design Strengths except Pullout Strength and Priout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are-influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions , The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to-overhead applications: Checking the transfer dfloads into the bá'se material-and the shear resistance are required in accordance with ACI 318 or the relevant standard!. fastening meets the design criteria! . Input data and results must be checked for agreement with the. existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered trademark ofHilii AG. Schaan . '¼ 4 '1 'www.hilti.us ., _. .• Profis Anchor 2.6.5 Company: . .. . Page: - • 4 Specifier: - - Project: - Address: . ._ Sub-Project I Pos. No.: Phone I Fax.'- , Date: 1/9/2017 , E-Mail: . - , - _•. .- - '5 -- 6 Installation data Anchor plate, steel: - . Anchor .type and diameter: HIT-HY 200 + HIT-Z 5/8 Profile:S shape (AlSC); 3.000 x 2.330 x 0.170 x 0.260 in. .. lnstallatiPn torque: 708.060 in.lb Hole-diameter in the fixture: d1 = 0.688 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 6.000 in....... Recommended plate thickness: not calculated . Minirrum thickness of the base material: 7.750 in. I Drilling method: Hammer drilled Cleaning No cleaning of the drilled hole is required 6.1 Recommended .accesso?ies - . 4 . -' - • -. • Drilling -. Cleaning 4 . . Setting . . -Suitable Rotary Hammer No accessory required ,• Dispenser including cassette and mixer . . Properly sized drill bit .' . .. . Torque wrench -. ., .. . . - 4_s • . . -- •4 - ., .. . - 4 , 4 I 4 'I- •-7 •' I ' . .'-': . - -&4 • _ I- - 25.000 25.000 ki D 0 00 .- CD 5000 12000 16.000 .12.000 5.000 -, C •' -. . . 4 ,- C .-'.•.. .4 , .. - . - * , - •.* ' -; • - ,A . 4.,. .- ..1. - . . -. - .•'' 14 's 4 ••,, • 4. - ' - ' , . • • ' . - $ • •- •• . Coordinates Anchor in Anchor x • ,y c_x C.x • C.., . C - . . -' ,•, . . -.1 -20.000 0'.000 - ,. 4.500 19.500 . . :. - • ' • ¼ • • 2 20.000 - 0.000 - - -, 4.500 '19500 • • 4 3 8000. 0.000 . - 4.500 19.500 ' • - . . 4- 4 ' -8.000 0.000 - - - 4.500 , 19.500 4 - •., I / 4 • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( C) 2003-2009 Huh AG. FL-9494 5thaan Hilti is a registered Trademark of Huh AG, Schaan . '• - . 't- - - .4 -. • -- . , . I . -4.-. • - . • . - 4 - 4 . 4', • . - - , 4 4 • I • - -' --- • City of Carlsbad. / 1635 Faraday AiCarlsbad, CA 92008 Print pate: 12/1.4/2017 Permit . Permit No: PREV2017-0038 www.carlsbadca.gov Job Address 1 Legoland Dr Permit Type: BLDG-Permit Revision Work class: Residential Permit Revisi Status: Completed Parcel No: 2111000900 Lot #: Applied: ' 02/28/2017 Valuation: $0.00 Reference U: DEV2016-0038 Issued: 03/21/2017 OccUpancy Group: Construction Type: Fihaled: # Dwelling Units:. 0 Bathrooms: • Inspector: AKrog Bedrooms: • Orig. Plan Check U: ccBi62925 Plan Check U: • Project Title: LEGOLAND EMPLOYEE PKG STRUCTURE Description: LEGO: PARKING STRUCTURE ELECTRICAL REVISIONS Applicant: • Owner: Contractor: MCCARTHY BUILDING COMPANIES, INC. LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHYBUILDING COMPANIES INC ZACH PINCHERLI . ACQUISITION CO INC ' : •• 0 9275 Sky Park Ct 9275 Sky Park Ct SAN DIEGO, CA 92123-4303 • P0 Box 543185 C/O Property Tax Service Co'.SAN DIEGO, CA 92123-4303 9493556898 DALLAS, TX 75354 949-851-8383 0 • 0 MANUAL BUILDING PERMIT FEE . . 0 $253.75 TotalFees: $ 253.75 Total Payments To Date : , $ 253.75 Balance Due: $0.00 00 .• . 0 0 H 0 • . + • I + 0 0 • F- .• 0 . •- (Citvof PLAN CHECK REVISION Building Divisio'n ad. Development Services I APPLICATION 1635 Faraday Avenue 131 5' : 760-602-2719 www.carlsbadca.gov Plan Check Revision No 7REV'.Oh9 00e6 Original Plan Check No C (02c1_ Project Address Q7 TflQ CW' ' Date Contact Zl.U1 2ir1c4rt Ph [cc) 365 -(jq3 Fax Email -z_pnckev mceyj çy Contact Address €255' WQ iYOSir9S 0Y City C\SoC'.o1 Zip 2UO General Scope of Work = •- -. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 . Elements; revised: .3 - • * - • • 'Plans CilcCjlations . 'Soils Energy Eotiie} 2..'• Describe revisions in detail - - . • . List page(s) where each revision is shown . List revised sheets that replace existing sheets' '11-LWQO(—aQt'tYcaA r&oe- t,tnb c,jr- G-7 C? Q Ok '.:tcc,u•Uf --- ems 1ws qgOV zci GI 02 05 :- Gcøz (. ., .'3•° , -. It '• ' '* . • . 4 4'.. - - -, - * * . -• -, 2 - • '' , -, ' '5•_ --_ - . -. • 5. Does this revision in any way, alter the exterior of the project? 7Yes No 6 Does this revision add ANY new floor area(s)? E Yes No - Does this revision affect ar?#y fire related issues? Yes No Is this a complete set? E Yes [3-No ZSlgnature zo 1635 Faraday Avenue CarlsbafCA 92008 760-602-2719k F 760-602-8558 Email buiiding@carlsbadcagov www.carlsbadcagov -