HomeMy WebLinkAbout1 LEGOLAND DR; ; CB981003; Permit-NO PERMIT· OR
FOU·ND FOR THIS
PROJECT
PERMIT NUMBER: C6Cft 1003
PLAN CHECK NUMBER: (tB'ti&\0~,)·
PR·OJECT 10·: · . .SOP q·t,,•lc.J
. PROJECT NAME: .. j ~ol4'\cl Or
FOL tN,&.t,T\ple ~,u.c,W~')
,-------
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760) 438-1161
EST. VAL. _________ _
Plan Ck. Deposit ________ _
Validated By ~/ 4n3 Date ~)J
legal Description lot No. Subdivision Name/Number Unit No. Phase No. Total # of units
Assessor's Parcel #
':21-i-AW ~W f::~0
Description of Work
Existing Use
fO g. ~, t2UfLV 'k fq\l~N Proposed Use
SO. FT. ~of Stones # of Bedrooms # of Bathrooms
Name Address City State/Zip Telephone#
.~, ;'*Qo,1mA0ctcf&z en111tt-Mi'tN~MESr
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also 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
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he 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 of not more than five hundred dollars [ $ 5001).
Name Address City State/Zip Telephone#
State license# _________ _ license Class _________ _ City Business license # _______ _
Designer Name
State license # ----------•. 5;. · 1w o 1t t ER S ~ ~ Q ~ Ji E ,NS J!t M-.
Address City
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
State/Zip Telephone
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
0 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 worker's compensation insurance carrier and policy number are:
Insurance Company______________________ Policy No._____________ Expiration Date _______ _
!THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS)
0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
SIGNATURE ________________________________ DATE _________ _
1;1,;.;;: :ijMJ-oi~PQ 01ciffi.nmifflii!.";±. +t'i&· t;.i'
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does
such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is
sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
0 I am exempt under Section ______ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO
2. I (have/ have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone
number I contractors license number): ________________________________________________ _
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number I type of work): __________________________________________________________ _
PROPERTY OWNER SIGNATURE_______________________ DATE _________ _
'.®.MPID!t:tfirs:'s!i;;'tlc:,IIJ;,=oa..NoN'.JttsiRfN:mffl~ffl\pfNt$1QllRMITa:oJJc1'~ :i;'.:::;;.stt•·,:*A,%1<:fk·:fa,} ;~:'. ;;+.:ti:-:;~:;sl::lfi0:::;K;;i~;1:Z;:0t;;5ff'·:::·sc:j;¼0;j:0Ji;iif:'4;J;
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? 0 YES O NO
ls the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO
ls the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O 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.
;gpti~it!~vl\i<>iii,~1~:~~.E~i:ltk 1s ••••... ,;.,.,. • .......
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit\' of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Buildi Official under the provisions of this Code shall expire by limitation and become null and void if the building or
work authorized by such permit is not com~ d within 365 days from the date of such permit or if the building or work authorized by such permit is suspended
or abandoned at any time after the wor~pn,!"e~ ~ of 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE ·--.......----.' DATE 1-· 7-C/8
YELLOW: Applicant PINK: Finance
I
-~
FOR OFFICE USE ONLY
pef MiT APPLICATION PLAN CHECK NO. ____ _
CITY OF CARLS.BAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760) 438-11.61
.EST. VAL--,.---------
Plan Ck. Deposit --,.---------
Valid1;1ted By _________ ___
Date. ________________ ,.......
1. PROjECT INFORMATION
Address (include Bldg/Suite #)
. -·-.. ~.; ~.r-:--,• l"':-, ... -. 7' •• i:•,:--' ••.•
Business Name (It this address)
Legal Description Lot No. Subdivision Name/Number Uriit No. Phase No. Tot11I II of units
Assessor's Parcel II Existing Use Proposed Use
Description of Work · sa. FT. llot Stories II ot Bedrooms II of Bathrooms
Name . Address Cjty Stete/Zip Telephone# Fax#
f3~ ··:· ·APPLICAN"f· .:· 0 contr•otor D Agent for CoirtriicioF'i O·owner::·:.-o Aifenflot"awii,r :,:;,:~-~-"-":: ·:"""":::;~'.'<~'' :~:,:· .....
Name -Addr~ss City State/Zip Telephone#
,4; . 'PROPERTV:owNER
Name Address City State/Zip Telephone#
:S. ·' • CONTRACTOR ~ COMPANY NAM~-··· ·-· · ·· ·::·• :··-:··,· , .... ·, r·-:, · · ... ,,,_.. --"~··::::""~:.~1?~t; .. ·'.".'T'::T'.t~~~~:D~7::~5';'::?:~:K,::"'r~ , · · f:!i.,_· ~'.".'::~--•·T ••· ,. : ·
(Sec. 7031.5 Business and Professions Code: Any City or County which requir.es a permit to construct, alter, improve, demolish or repair any structure, prior to Its
issuance, also requires the applicant tor such permit to :file a ~igned statement that he ·is licensed pursuant to the provisions· of the Contractor's License Law
(Chapter 9, commending with Section-7000 of Division 3 of the Business ind Professions ·Code! or that he is exempt therefrom, end the basis tor the alleged
exemption. Anv violation of Section-7031.5 by any applicant for II permlt'Subjects the applicant t_o a.civil penilty of not more than.five.hundred dollars ($50011.
BERNARDS BROTHERS CJ>NSTRUCTIQN 5342 ARM~DA DR CART,SBAD,-CA 92008 760-930 0099 Name Address City State/Zip Telephone #
State License# 302007 Lice!lS• ClasA B City Business Ucense I 1205610
HOK 1655 26TH ST, SUITE 200 SANTA MONICA, CA.90404 310-453-0100
Designer Name Address City State/Zip Telephone
State License # ________ _
·a. WORKERS' COMPENSATION · · .. , .... , -·. ··. . ·--~,--·.·-, :~"_, .. ,,:,· ·'"'·7::--'.··::·:-;·:··-,:,r·,;J::.·';,'.'"',:p:-; :;7; ,•;::~0·:t~:;···:.:·-., ., , , · ,
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the foliowini, declarations:
0 . I have and will maintain ·a certificate of consen~ fo self-insure tor w_orjcers' compensation as provided by Section 3700 of the Labor Code, tor the performance
of the work for which this permit is issued. , . . .
M I have and will maintain workers' compensatii;,n, as required by Section 3700 of the bbor Code, for the performance of the work for which this permit is
~ued. My worker's compensation insurance carrier and policy number are: _ .
Insurance Company ULICO CA.Sll4.LXY CC) _ . . Policy·No.Wl)6Q4022ZQO Expiration Dete6-3(k98
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HU.NORED-DOLLARS ($1001 OR LESS)
0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for·which this-permit'is issued, I shall not employ eny person In any manner so as
to become subject to the Workers' Compensation _LaW','.s of California.
WARNING: Failure:;'° 1 ure worken' compen111tion coverage 11 ·unla • 'lhall 1ubj9ct in employer to crl~al .penaltle1 end clvil fines up to one hundred
thou111nd dollar• ($100, ), addition to the coat of co , ~mage1 u provided for.lr!·Sectlon 3708 of the L!!!i~Jl:Vllte, ·
SIGNATURE. ___ _,._aw-...--:,,------~-r,,... ...... ___,. ....... .....,.---:-:--,----------. DATE "."."":'.-+.7"'1--"-""...,_-Fi~'."""
"1. OWNER-BUILDE.,c::_,,-_,..,..,.,.
-License Law for the following reason:
0 or my amp · yee with wages as .their sole compen11tion, will do· the work and the structure is not ·intended or offered for aale
(Sec. 7044, Busine1s and Prof sions Code Contrictor'1 License law di;,e1 not apply to in owner of property who build• or improves thereon, ind who doe1
such work himself or through s own employees, .provided that such Improvements are not intended or offered for 11le. If, however, the building or Improvement la
sold within one year of complition, the owner-builder wlll have the burden of proving tli1t·he.d_id not build qr improve for the purpoH of 11le).
D I, es owner of the property, am exclusively contracting with licensed contractors to construct the ·project (Sec. 7_044, Business a_nd Profes1ions Code: The
Contractor's License Law does riot apply to 1n owner of prop•rty who !)uild!I or improves thereon, and contracts for such projects with contractorlsl licenHd
pursuant to the Contractor's Licenae Law). · · ·
D I am exempt under Section _,, _____ ,BusinHs and Professions Code for this reason:
1. I personally plan to provide the major l1bor·a11d.materi1ls for-construction.of the proposed property Improvement. D YES ONO
2. I (have / have not) signed an application-for a building permit tor the·proposed work.
3. I have contracted with the following person (firm) to provld!I the proposed construction (include name 1 address / phone number / contractors license number):
4. I plan.to provide portions of the work, but I have hired the following.person to.coordinite, supervise end,provide the major work (include name/ address/ phone number/ contractors license number):,_,, ______ ..,... _______ ....,..,.,.. _________ .,,.. __________ .;,-_________ _
5. I will provide some of the work, but I have contracted lhired)·the·following persons to provide the work Indicated (Include name/ 1ddres1 /"phone-number/ type
of work): ·
PROPERTY OWNER SIGNATURE ___ ...... ....,.. ...... ,---...,...--------------DATE,-----------
1COMPLETE THIS ·sEctibN .FOR lioiuiEs/oimW.-1u11.DiNo PERMiTifONtY,:·.;:~r::'.::it~~~F-:':;~~~;~.~~l,;'\:";~-m!P,,~;~;~1,~::·:'. '-'',-:". ··;'·J r-''7:-~:-··'.':' :-:~'~
Is the ,pplicant or future building occupant required to subm~ a business plan, acufely hazirdous meterial1 registratio11 form or risjc minagement and prevantion
program under Sections 25505, 25533 or 25534 of-th!! Pr1111lliy-T11r.mir-H1.:ardous Substance Account Actr O YES O NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control dlst~ct or 11ir quality management district? D YES O NO
Is the facility to be constructed within 1,000 -feet of the outer boundary of • school aite7 0 YES O NO
IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED U!\ILESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AN_D THE AIR POLLUTION CONTROL DISTRICT.
fa;'"· cciNSTl'liJcTioNlENi:iiNcfAGENcv..:,;:::·'·::)_¥·::t:·r:",:-;:--:,-:t?~'?;·;~~:'?!!,::rwrr~'.l"'.·"'~,:~.,..,.,,,~,:":'·:~"'':'.:'':'.':'·:,1:,'f':-'('r.'?''"'.' "?: , .. ·r·-:-·-:·,,,-a·s,· = ::·· · ·· ···; · · -~:. ·. _.-,
I hereby affirm that there is a construction lending agency for the perfqrmance of the work for which this permit is-issued (Sec. 3097111 Civil Code).
I certify that I have read the application and state that the above informl!t.ion is correct and that the·lnform1tlon on the plans Is accurate. I agree to comply with all
City ordinances and State laws relating-to building co~tr~ction. I h(lr(lby authorize representatives ·of t(Je Cltt -of. Carlsbad to anter· upon the above mentioned
property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY · AND KEEP HARMLE$S THE CiTY OF CARLSBAD AGAiNST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID _CITY IN C,ONS!!OUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations ov~r 5•0• deep and demolition or construction of structures o\l'er 3 stories In height.
EXPIRATION: Every permit issued by the Building Offlci_al under ·the provisions of this Code shell expire by limitation and become null and void if the building or
work authorized by such permit is not_commenced within 365 days from the date of such permit or if the building or work authorized by such permit is-suspended
or abandoned at any time after the work ls .. commeric.ed_for II period of 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE ___ _..., __ __,, ___________________ _ DATE ____________ _
Wl:IL~ YEL"OW: Ai>p!ic111:1i PINK: Finance.· :~ .
. SEE.
MULTIPLE
SPECIAL INSPECTIONS
SCANNED
SEPARATELY
CB972027 I.S THE
PLAN CHECK· NUMBER FOR
MANY OTHER CB 1 S
ALSO SEE
CB971460(OUTER PARK)
CB9~1465(ADMIN BLDG)
EsGil ·-co:rp.oration
1.n Partnusliip witfi (Jo.Vtrnnunt for qjuilifing Sa/tty
DATE: August 17, 1998
JURISDICTION: Carl~bad
PLAN CHECK NO.: 98-1003
.PROJECJ" ADDRESS:~ i ~ego :Or.
PROJECT NAME: .Shade St~uctures
SET:U
Cl.APPLIGANT
S.JURIS;
' ~ --' Cl PLAN REVIEWER
Cl FILE
D 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 Juris.diction's builoing c9des
when minor deficiencies identified below are resolv.~d and.checked by building· dep~rtment staff.
Note: Plan:s hand'"9arrled to City by applicant. · · ·
D The plans transmitted, herewith have significant deficiencies identified on the enclosed check list·.
and should be corrected and resubmitted for a complete recheck.' ·
D The check list transmitteq herewith is for your information. The p.lans are being held .at Esgil
Corporation unt_il ·qorrected.plans are submittedfor recheck. · .. "
D The applicant'~: Cop/6f th~ check list is enclosed fo~ the jt,Jrisdiction. toJorward_to the applicant ·:· :., .··
. _cont?ct p_er~o~r\ :··_ . :-: . -, . · . . · . . . .
:,::~ ':. ~.. ¼." 0-.-The ap·p-licani's. copy ·of lhe check li$t has been sent to:· . : . _.... ·: ·. ' . . .
D . Esgil 'corpor~ti~n ~taff did. not advise the applicant that the plan check has -b~en compieted.
~-. Esgil Corpo~ation staff did advise the applicant that'the ~l~n theckhas be~n completed .
. Person contacted: Gina Yu Telephone#: appt. ·
. '
Date contacted: _e/17/98 (by: kc) Fax #: · ·
· Mail Telephone · Fax . In Person
~ REMARKS: The building official should determine if the t0_psf live load used by the engineer is·
, appropriate for these structures. Notes:· 1. The 'plans' consist of a site plan plus
structural drawings. 2. Please ~ee the attached valuation/fee sheets (revised).
By: Kurt C~vet
Esgil Corporation
D GA D CM . ' D Ej. D PC log
· Enclosures:.
trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576.
,·.:." ,"·
Carlsbad 98-1003
April 15, 1998 . . .
. VALUATION ANO PLAN CHECK i=EE. (Revised 8117/98 kc) -.
JURISDICTIO_N: Carlsbad
PREPARED BY: Kurt Culver
B-UILDING ADDRESS: _1 Lego Dr.
BUILDING OCCUPANCY: A-3
II ~~·!...~i~!G PORTION ._-, BUILDING AREA , . ,
(ft. 2)
Birthday Tent 675.
Air Coriditionino
Fire Sprinklers .
'. l'..'i·"· --><.::f:,:" .. ·.\:-'·, -.'. ·. --..
1:: ,:: TOTALVALUE:, -I:-"'._ . . . ·, .. ·_: ---.
PLAN CHECK NO.: 98-1003
.DATE: April 15, 1998
Castle Hill
TYPE·OF CONSTRUCTION: V-N
VALUATION
MULTIPLIER
' • ',< I • •
,-..
VALUE;
($)_
·.7900 3000-
. .
~"' . . . .. ' '"";~ .. .-;~
7,900 3,000~ : _
D 199 UBC Building Permit Fee·· ~-Bldg. Perrn)t Fee by ordinance: $ 96.08 52~33
'. . '
0 199 . UBC Plan Check Fee · ~-Plan Check Fee by ordinance: $. 62.45 34.01.
Type of Review:· . [8] Complete Review · D ·structural Only D Hourly
D Repetitive Fee Applicable D Other:
Esgil Plan Review·Fee:·
Comments:· Value provided by designer
$ 49.96 27.21. ·
Sheet 1 of $ .8
· macvalue.doc 5196
· Carlsbad 98-1003
April 15, 1998
VALUATION AND PLAN_ CHECK-FEe (Revised 8/17/98 kc)
JURISDICTION: Carlsbad : .
PREPARED BY: Kurt Culver
BUILDING ADDRESS: 1-Lego Dr. ·
BUILDING OCCUPANCY: A-3.
BUILDING; PORTiON, BUILD-ING AR~A .
' '' (ft.2).
Horse Ride -OueuE:l
Retail Tents 5b7'
Air-Conditioning -
·_··~~ Fire: Sprinklers-, ---'
PLAN CHECK'NO.: 98 .. 1003
OATE: April 15, 1998
-Castle HUI -
TYPE OF. CONSTRUCTION: V-N
VAl.;UATION'
MULTIPLIER
·-3000
. 3,000
VALUE
($)
D 199-_ UB_C Buildih~ Permit Fee· [8] aidg. Permit Fe·e,-by ordinance: $ ·s2.~3
D 199 , .USC Plan Check-Fee [8J ·p1anCheck.Fe·e-byordinance: $ 34 . .01
Type of Review: [8]-· Complete Review D Structural Only D Hourly
-,
D Repetitive Fe(;} Applicable D Other; .
Esgil Plan Review -Fee: . $ 27.21
Comments: Value prov'ided by designer
Sheet 2 of a 8
· macvalue.doc·5196
Carlsbad 98-1003
April 15, 1998 . . . _
VALUATION AND PLAN CHECK FEE '{Revi$ed 8/17!98 kc)·
JURISDICTION: . Carlsbad
PREPAREO ·BY: Kurt Culver
BUILDINC3 AODRESS: 1_ :Lego b:r. ·
BUILDING OCCUPANCY: A--3
BUiLDING PORTION. BUILDING AREA
. {ft,2)'
Birthday Tent 450
. .. ,.
",
-· .
.. . .
Air Condlfjonirig ·-
. --
Fire Spririkl~rs ' . . -· ..
"';~--C ·.
>TOTAL VALUE :
:
-.
. .
'
-PLAN CHi::CK NO.: 98-1003
DATE: April 15,,. 1998
Duple
TYPE OF CONSTRUCTION: V-N
VALUATION .. VALUE ' MULTIPLIER ($)
.
§§00 . 2·00Q
.
;
...
' ,,, ..
-. . -.. 5,aOQ 2,000
D 199 USC Building PermitFee 181 · Bldg. P.ermit Fee by ·ordinance: $ 78.58 43.58
D 199 UBC Plan Check. Fee ~-Plan Ch.eek Fee by ordinance: $ 51.Q? 28.32 .
Type of RE;Wiew: . _ [8l Complete Review D -Structural Only D.· Houriy
D Repetitive· Fee Applicabl~· ·D Other: _
EsgU Plan Review Fee: . $ 40.86: 22.66
Comments: · Valu~ provided by designer
Sheet 3 of a 8
macvalue.dO'c 5196
-.
' Carlsbad,. 98-1003
April 15; 1998 . . . . .· .
VALUATION AND PLAN CHECK FEE (Revised 8/1·7/98 kc)
JURISDICilbN: Carlsbad .
. PREPARED BY: Kurt Culver
BUfLDING ADORES:$; . 1 Lego Or.
BUILDING OCCUPANCY: A-3
. BUILD'ING PORTION·,.· s·u1LDiNG AREA
' . (ft.2)
· pasta P~tch . Queue .
Breath Taker Queue · . : 1.33
' "-; .... .Air Conditioning
· -.::<, Fire Sprinklers.:·_ ..'-· ..
: ~~-:;·TOTALVAL.UE, · · .· -. .. ·: ,, ~ . ~ ~-: .,: " ~ ' ~ ·---: ' ~ -,-.:. ._--.' -
PLAN· CHECK NO.:. 98-1003
DATE: April 15, .1998
puplo C~stle Hill · ·
TYPE OFCONSTRUCTION: V-N
VAl.UATION-
. MULTIPLIER
VALUE
: ($)
· 16 bbb· ' ., ·. '
.1000
1$,000: 7;000· -. -
. .· · o· 199 . UBCBuilding P.ermit Fee_··. !Xl Bldg. ·Permit F~e byordin~nce:-$• 166.08 87,33
D. 199 USC Plari Check F~e '· ~ Pl.al'.l Check Fee by ordinance:,$· 101_.95 56.76
.. Type of Review: IXl ·Complete· Review O Strl(ctural ·onlY: ·D Hol:JrlY
D Repetitive Fee Applicable-o· .Other:
. Esgil Pl.an Review Fee:. . . $ 86~36 ·. 45 .. 41
Co~ments: Value provided by designer
Sheet 4 of a 8
. macvalue:doc 5196'
I
'
Carlsbad 98-1003
April 15, 1998 .
VALUATION AND PLAN CHl;CK FEE (Revi~ed 8/11/98 kc)
JURISDICTION: Carl&bad
PREPARED BY: Kurt Culver
BUILDING ADDRESS:. 1 Lego Dr.
BUILDING OCCUPANCY: A-3
PLAN CHECK NO.:. 98-1003
, DATE: April 15, i998
Funtown
TYPE OF CONSTRUCTION: V-N
BUILDING PORTION BlJiLD.ING AREA VALlJAT.ION VALUE
(ft:2) MULTIPLIER ($)
Birthday Tent 900 29,7GG 4000
·' .
... --
. -:
-
., :· \
-
·-· Air Conditionjng .. ..
Fire Sprinklers --· ,.
' --. ' .. .. . .. -.-" ..
TOTAL\/ALUE ~o 70(J 4,000: -: . 1. • . · .
...
: .. · D 199 · ·use Buildi~g Permit Fee.
• ~ < , -'
[g] srdg. :Permit Fee by Ordinance: $ 209.83 61 .'oa
0 199 -uac·Plan Check Fee; -~-Plan Ch_e.ck fee by ordinance: $ 136.39 36. 70
Type of Review: . [g]· .Complete .Review D Structural Only D _Hourly -. ' -.. . . D Repetitive Fee Applicable D Other:
Esgil Pl~n Review Fee: -·
Comments: Value provided by designer
Sheet 5 of & 8
macvatue.doc 5196
•.
Carlsbad 98"".1003
April 15, 1998 .
VALUATION AN.D PLAN CHECK FEE (Revised 8/17/98 .kc)-
.JURISDICTION: Carlsbad
PREPARED BY: Kurt Culve.r.
BUILDING ADDRESS: 1 Lego Dr.
BUILDING OCCUPANCY: A-3
BUILDING PORTION . · BUILDING AREA
. (ft. 2)
Marche Covered·
Seating
·, 2475
PLAN C,HECK NQ:: 98-1003
· DATE: .. April 15, 1998
Fun Town
. TYPE OF CONSTRUCTION: V-N
VALUATION
MULTIPLI.ER
. VALUE
($)
11,000
.. · -. . ~--.. .;.,,. __ ,. : ,"... . ." . . . . ...... ~-,· ----------------------------------------+-------'------I .. ,:• ~-,..: ,.:::it+/ Air Coriditionirig. •-.i:
1, .... ::.:;-· Fire Sprinklers::~:··:
·c .: :::-: .. ·." ,:·;:_ :,_,·. _.,:-_: ::--: . -· , -: , -
:.-:.,-::.roTA'-VALUE -:
0 199 : UBC Building Permit Fe~
. 0 199· uac Plan Check Fee
. . .. .. :-. . ::· ·~---,.·. :~
-·:: ~; • ' /·~ •• ~... • .,. • '!, • •
-, .• ~· ...
~' • -~. . ', • .,. . • ~ .r.:f-.. "
11,000
·[gl Bldg. Permit Fee by ordinance:.$ 122.33
· : _ 1:8] Plan Check Fee by ord!nance: $ 78.51 . . . l . . . .
Type of Review: [8]. Com_plete Revi~w. D · Structural Only -· D Hou-rly ·
D Repetitive Fee Applicable· D· Other:
. Esgil Plan RevieY' F~e: $··63.61
Comments: Value provided by 9esigher .
-Sheet 6 of ·s
·macvalue:dpc 5196
• Carlsbad 98-1003
April is, 1998, · .
. VA_LUATION AND PLAN CHECK FEE (Revised 8/1.7/98 kc)
JURISDICTION: Carlsbad·
PREPARED 13Y: Kurt Culver
BUILDING ADDRESS: 1 Lego Dr.
BUILDING OCCUPANCY: A_:3
BUILDING.PORTION. , BUiLOING AREA
Building Queue
, ·:_-:. Air Conditioning .
. -: Fire s·prinklers-....
. .
~ . ; ' .
':,_,.
'"' ~ -
(ft"2)
I •
PLAN.CHECK NO.: 98-1003
_DATE: April 15, 1998
, Castle Hill
TYPE: ·OF CONSTRUCTION: V-N
VALUATION
MULTIPLl(;_R
' .:.· :,
3000
3,000
· VALUE
. ($)
D 199 ., UBC Building Permit ·Fee IZI Bldg. Permit f:ee py ordinance: $ 52.33 ·
D 199 UBC Plan Check Fee. · · ·IE] Plan Check Fee by ordinance:· $ 34.01.
Type of Review: · ~ Complete Re~iew D · Structural Only . , O. Hourly
. -
D Repetitive Fee Applicable 0, Oth¢r:· ·
. .
· Esgil Plan Review :Fe_e:
Comments: Value provided by designer
.. $ 21._21
Sheet 7 of 8
macvalue,dpc 5196
· Carlsbad 98-1003-·
April 15, 1998
. VALUATION AND' PLAN CHECK FEE (Revised 8/17/98· kc)
JURISDICTION: Carlsbad
PREPARED :BY: Kurt Culver
BUILDING ADDRESS: i Lego Dr.
BUILDING OCCUPANCY; A.-3
BUILDING PORTION
Play Pavilion . 392.
Air Conoitioning
Fire .Sprinklers
PLAN CHECK NO.: 98-1003
DATE: April 15, 1998
Castle Hill
TYPE OF CONSTRUCTION: V-N
.VALUATION
MULTIPLIER
5000-
VALUE
($)
·: · D 1'99 UBC:Building Permit Fee · igj Bldg. PE3Ftn(t Fee by ordinance: $ 69_;83
o· 199 UBCPlan Check-Fee ~ Plan Check Fee·by ordinance: $ 45.39
Type of ·Review: · !2l Complete Review O Structural Only . D H_ourly
. D Repetitive Fee Applicijble· D Other:
Esgil Plan Review Fee: $ 36.31
Comments: Value provided by designer
· Sheet 8 of 8
macvalue:doc 5196
EsGil Corporation.
1.n Partnersliip W.itli (jovemment for '13t#Uing Safety
DATE: April 15,. 1998
JURISDICTION: Carlsbad
PLAN CHECK NO.: 98-1003
PROJECT ADDRESS: 1 Lego Dr.
PROJECT NAME: Shade Structures
SET:I
LegoLand
~ANT
~-0 PLAN REVIEWER
D FILE
D The plans transmitted herewith h~ve been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for .a complete recheck.
i::g] The check list transmitted herewith is for your information. The plans are being held at Esgil .
Corporation until corrected .plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdicti.on to forward to the applicant
contact person.
i::g] The applicant's copy of the check list has been sent to:
Gina Yu 5342 Armada Dr. Carlsbad 92009
D Esgil Corporation staff did not advis.e the applicant that the plan check has been completed.
lz.l Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Gina Yu Telephone#: (760) 804-8355 x149
Date contacted: 4115/98 (by: kc) Fax#:
MailJ Telephone/ Fax In Person
D REMARKS:
By: Kurt Culver Enclosures:
Esgil Corporation
D GA DCM 0 EJ D PC 4/9/98 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + SanDieg9, California 92123 ·+ (619) 560-1468 + Fax (619) 560-1576
,., . .,.;r,
Carlsbad 98-1003
April 15, 1998
GENERAL PLAN CORRECTION LIST
JURISDICTION: Ca:dsbad.
PROJECT ADDRESS: 1 Lego Dr.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 4/9/98
REVIEWED BY: Kurt Culver ·
FOREWORD (PLEASE REAP):
PLAN CHECK NO.: 98-1003
DATE REVIEW COMPLETED:
April 15, 1998
This plan review is limited to the technical requirements contained in the Uniform 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. Per Sec. 106.4.3,
1994 Uniform Building Code, the approval. of the plans does not permit the violation ·of any
state, county or city law.
1. Please make all corrections on the original tracings and submit two new ~ets of prints to:
ESGIL CORPORATION.
2. 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.
3. 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 chcmges, please briefly describe them and
where they are located on the plans. Have changes been made not resulting from this
list?
0 Yes 0 No
4. Each sheet of the plans must be signed/se~led by the licensed designers.
5. On the cover sheet of the plans, please provide the project summary. Show the floor
area of EACH separate structure proposed under this permit, occupancy classifications,
etc.
Carlsbad 98-1003
April 15, 1998
6. Please provide a construction cost estimate.for each s.eparate structure proposed under
this permit. Esgil Corporation .will then report these to the Gity. ·
7. Please provide the justification to show that the roof covering material complies with
UBC Chapter 15. .
8. In the structural calculations, please jµsfify using a live load of only 1 0psf. Item 5 in UBC
Table 16-C does not seem to describe the structures covered under this permit.
9. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San biego, California 92123; tel~phone number of 619/560-1468, to
perform the plan review for your project. If you have any questions regarding these plan
review items, please contact Kurt Culver at Esgil Corporation. Thank you.
Carlsbad 98-1003
April 15, 1998
VALUATION AND .PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Kurt Culver
BUILDING ADDRESS: 1 Lego Dt.
BUILDING OCCUPANCY:
.... '"'' DING PORTION BUILDING A~t:f\
(ft. 2).
Air ConditioninQ
Fire Sprinklers
TOTAL VALUE
. -·
PLAN CHECK NO.: 98-1003
DATE: AprU 15, 1998
TYPE OF CONSTRUCTION:
VALUATION VALUE
MULTIPLIER ($) ..
-.
D 199 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $
D 199 UBC Plan Check Fee D Plan Check Fee by ordinance: $
Type of Review: D Complete Review D Structural Only D Hourly
D Repetitive Fee Applicable D Other:
Esgil Plan Review. Fee: $
Comments:
Sheet of
macvalue.doc 5196
t
~
"* "* Cl Cl
,, PLANNIN.G DEPARTMENT
BUILDING PLAN CHECK R-EVIEW CHECKLIST
Plan Check No. CB 98-/003 Address One LE(pQ ,(}rive
Planner ..l10n ,/Vel.J -Phone (.6.19) 438-1161, extension LJL.lt/C
APN: 2J/-/oa-oCJ. .
Type of Project ~nd Use: ®,.~i~~~ Project Density: -AJ/A
~ c:~r
Zoning: c--r:q GeneratPlati: --r;-g . Fac'ilities Management Zone: (3'
... CFt.>Sn•,•fl # .. / .. _pate °.~ p~rti9i·~-~tion; 1,?!2V'i3 Remaining net dev acres: 25':
. · '· cle qne · · . _ .. .
.c
;j"j;
-"' c.> Q) .c (.)
C: ca a:
>, .c
N 'II:
"" 0 Q) ·.c t.l
C: "' a:
>, • .c
~
-15 Q) .c t.l
C: ca a:
'i:to D
~DD
~DO
, . -\ .
(For non-residential development:. Type· ·of lar:id used created by
this permit: All t:rller. eo~~cieitl uses-w+ Jder,ti-6ed )
On +fe <::.::.-hor-f · · ·
Legend: ~ Item Comrllete' .(QJ ~Item in'Ct'.)mpl'ete·,. Needs 'your action
Environmental Review Required: YES _. ___ NO X TYPE --'-----
DATE OF COMPLETION: · ~ 20 ~qJ
Compliance with ~onditions of approval? If not, state conditions which require action.
Conditior:is of Approval:
Discretionary Action Required: YE'S · ___ NO -X. TYPE
. . . CC.=¢~7-G70-. -5°--20-r'/_7 ----
APPROVAL/RES0. NO. e'c.;:it.l/0&31'°[,IDATE 7",: .. :~ -;97
PROJECT NO. S<1f? .. 9~~/t/
OTHER RELATED CASES: _ _,........,...C,....,L)...._, '°---~-~------/ __ G; __ ._-;,--,----------
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:· -~---"-,,------,...,....,..--'--,--------------
Coastal Zone Ass~ssment/Compliance
, .·.' , , , I • ,·
P~bject .~ite·1~-cated'in Coastal z6.rie?1
., vi:sY NC_._.
CA Coastal -Commission. Authority? . YES_--_ NOX ·_
If California Coastal Commis$ion Authority: Contact them at -3111 Camino Del Rio North, Suite
200, San Diego CA 92108-172!:i; (619) 521-8036
Determine status (Coastal Permit Required ot Exempt): kceivec/ CIJ/J96-lt;
Coastal Permit Detetmiriatioh Form already completed? YES NO
If NO, cornplete Coastc!I Permit Determination Form now.
Coastal Perm ft Determination Log .. #:
Follow-Up Actions:
1) Stamp Building Plans as "Exempt" or "Co·astal Permit .Required If ,(at minimum
Floor Plans).
2) Complete Coastal Permit 0etermin~tion Log .as needed.
pg.oo lnclusionary Housing Fee required: YES NO X
(Effective date of lnclusionary Housing Ordinance -May 21, 1993.)
Data Entry Completed? YES NO ----(Enter. CB#; UACT; NEXT12; Construct housing Y/N; Enter Pee Amount (See fee schedule for amount); Return)
I
@D D .. Site Plan:
1. Provide a fully dimensionaJ_. site pl~m drawn to scale. Show: North arrow,
property lines, easements,· exjsting and proposed structures, streets, existing
@oo
@oo
street improvements, riaht-of-VyJ:IY width, ?imensional setbac~s and existini
topographical lines. $'how -t;B lc,JCOi,-flcvi or (,lfb/JOS:!O{ ~-/-vf'eiil on ct sHe ,l),a.~-
2. Provide legal description of property and assessor's parcel number. ·
...... ,,'
Zoning:
1 . Setbacks: See
Front: Required ______ _ Shown -------Interior Side: Required ______ _ Shown -------Street Side: Requfred -------Shown -------Rear: Required ______ _ Shown -------
p(o D 2. Accessory structure setbacks:
Front: Required._·_-~------Shown -------Interior Side: Required ______ _ Shown -------Street Side: Required -------Shown -------
Rear: R!:}quired ---'-'------Shown -------Structure separation: Required ______ _ Shown -------
~ D D 3. Lot Coverage: Required -------Shown -------
@ D D 4. Height: Required _____ Shown fn;,v ;ale ctYl e,le.vq-Ho,,, 6-P--p fo,t:,ose:A -s-frLJC___,:-ftJ_re.s-__ _
't>( D D 5. Parking:
Guest Spaces Required -------
Spaces Required -------Shown -------
Shown -------
~ D D · Additional t~mments ______________________ _
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE -----
City of Car·1s-bad . . . . _ 97156C1
· . Fire Department • Bureau of Prevention
Plan Review: Requirements Category: Building· Plah Check
Date of Report: Monday, April 20, 1998_. Reviewed_ by: _______ _
Contact Name Gina Yu
Address 5342 Ar_mada Dr .
City, State cc:1rlsbad CA 92009
.BJe~:1,r-:E>.~ptsNo:-G,1:r9;~-to,<:>-3°J Planning No. \__.J,~-----....---.
Job Name Legoland Shade
Job Address 1 Lego Ste. or Bldg. No. -------'----'-
l&1 Approved -The item you have submitted .for review has been approved. The approval is
based on plans·; information and/or -specifications provided in your submittal;
therefore any changes to these items after this date, including field modifica-
tions, must be reviewed -by this office to insure. continued conformance with
applicable codes. Please -review carefully all comments attached, as failure
to comply with instructions in this report can result in. suspension of permit to
construct or install improvements.
D Disapproved -Please see the· attached report of deficiencies. Please make corrections to
plans or specifications necessary to indicate compliance with applicable .
codes and·standards. Submit corrected plans and/or specifications to this
office .for review.
For Fire Department Use Only
Review 1st __ _ 2nd ~--3rd_. __
. · Other Agency ID
CFO Job# __ 97_1_5_6C_1_ -File# __ ~~
2560 Orion Way • Carlsbad·, California 92008 • (619) 93"1-2.121
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~ MARTIN & MARTIN, INC.
Structural & Civil Engineers ~ 7801 Mission Center Ct. #400 San Diego, CA. 92.108 Phone (619) 497-2118 Fax (619) 497-0429
STRUCTURAL CALCUtATl:QNS
FOR
Le:g.oland Ca·rlsbad
{M&M PROJECT NO. 960240.00)
Castle Hill Cluster
{FG_MP Pac.kag·e}
Volume 4
Sections J-N
Architect of Record: Hellmuth Obata & Kassabaum
For Bulletin No. 1 7 2
March. 13, 1998
I<
I
I INDEX
I SUBJECT SECTION
I
·1 General Parkwide Structures A
I Food Stand North B
I Food Stand South C
I
Horse Ride Queue Structure D
Castle Base Building E
I Castle Inn Building F
I Queue Entry G
I Lycb Gate H
Ruined Turret
1-Play Pavilion J
I Retail Tents K
I Breath Taker Queue L
Castle Base Building Queue M
I Birthday Tents N
·1
I Castle Hill Cluster
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I Page 1
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SUBJECT
Plan & Elevation
SECTION J
PLAY PAVILLION
INDEX
Roof Loads & Framing
Lateral Analysis
Base Plate Design
Column Support
Footing Design
SHEET NO.
J1
J2-J8
J9--J11
J11-Jt3
J13
J14-J15
1 . I w -·=·· ----~~-· . --~-:;;;;;;::;;;;-~-----=,------~~,.-.--
MARTIN & MARTIN, INC.
I Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone {619) 497-2118 I Fax {619) 497-0429
I
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SHEET NO. JI -. l? OF------......---
DATE _ _._l+-l-'-~-S_--CALCULAT~D BY tw\.. e... . _
CHECKED BY -DATE ____ _
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Structural & Civil Engineers SHEET No. ----::_j=-· ..:'2..=------OF ____ _
7801 Mission Center Court Suite 400 ~ M..,-11 c. 8 SAN DIEGO, CA 92108 CALCULATED BY -. ...::i '--DATE...,..._ ---'-1-f-=-l __ _
Phone (619) 497-2118
Fax (619) 497-0429
'\<C:UO~ ~O~ S::.;
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CHECKED BY----------------DATE ____ _
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Structural & Civil Engineers· SHEET No. _ __,;_;::;-=~=------oF _______ .......__
7801 Mission Center Court Suite 400 ----+ M~ ll~ B SAN DIEGO, CA-92108 CALCULATED BY---=-~_..;...~=----DATE-,---,---,.--
Phone (619) 497-2118
Fax (619) 497-0429 CHECKED BY ________ DATE--,------
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
SHEEJ" N9, ______ .J ____ · ___ tf __________ OF •
CALCULATED BY ~Me DATE t/9 9 I Phone (619) 497-2118
Fax (619) 497-0429 CHECKED BY · DATE ____ _
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Structural & Civil Engineers·. SHEETNO. j_s-. 0F __ 7 __ _
7801 Mission Center Court Suite 400 -,... 1 Ac:_ a ,n SAN DIEGO, CA 92108 CALCULATEDBv_.J--'=--'-.v.~ """"··: _____ DATE____.l_,._...........,t:r, __
Phone (619) 497-21187 Fax (619) 497-0429 CHECKED BY--------,----DATE-----
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MARTIN & MARTIN, INC.
Structural & Civil .Engin·eers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (61~) 497-0429
SHEET NO. J \o
CALCULATED BY ~ MC
OF __
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DATE __ l_(9_B __ . --
CHECKED BY ________ DATE ____ _
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JOB U::::~l-Alv't:> MARTIN & MARTIN, INC. \
I Structural & Civil Engineers SHEET No. ...J l
7801 Mission Center Court Suite 400 ~M ,-SAN DIEGO, CA 92108 CALCULATED BY __;;,. -\--:::
OF /
DATE ii~ 8
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Fax (619) 497-0429
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MARTIN & MARTIN, INC.
STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400
SAN DIEGO, CA 92108
Date: 01/22/98
GENERAL TIMBER BEAM DESIGN
PLAY PAVILLION
HEADER
BEAM DATA
Timber Section 4X6 End Fixity
Beam Width 3.500 in Elastic Modulus
Beam Depth 5.50 in Beam Density
Lamination Thickness = o.oo in Load Duration Factor
Pin:Pin
= 1200000 psi
0.0 pcf
= LOO
Fb -Bending 925 psi Beam Wt. is Adped to Loads
Fv -Shear = 80 psi End Shear Calc'd at Support
Fe -Bearing 0 psi
APPLIED LOADS
Uniform Load@ Center Span: DL = 24.0 plf
Trapezoidal Load: DL: O.Oplf@ 1ft, 57.0plf@ rt from 0.00 ft to
Trapezoidal Load: DL~ 57.0plf@ 1ft, O.Oplf@ rt from 4.00 ft to
4.00 ft
8.00 ft
SUMMARY
USING 3.500 x 5.500 Beam, Bending= 28.20%, Shear= 20.45%
Max. Pos Mom @ 4.00 ft, 0.50 k-ft Shear: Max, @ Left
Max. Neg Mom @ 8.00 ft, 0.00 k-ft .... used for dsgn =
Max @ Left 0.00 k-ft .... Area Req'd
Max @ Right 0.00 k-ft Max. @ Right =
Max. Allow Moment 1.76 k-ft .... used for ·dsgn =
fb : Max. Actual 337. 3 psi .... Area Req' d
Fb : Allowable 1196.0 psi fv : Max. Actual
Fv : Allowable
Ck= .8ll(E/Fb)A.5
Rb= (LeD/BA2)A.5
Cf per UBC 2304.3.5
Center Camber
29.21
6.55
1.30
-0.14 in
o ". "ilii "jjjj 11111111 o 11mm s1
Bearing Req'd@ Left
Bearing Req'd@ Right=
s1mm1110011@liiiilliiiil 0
24 m I mo 01 mm 111111111110 mo 11 moo w1w1=m=w=m=w=m=on=11=m=m=m=m=m'"'m-rnm=m
t
j
R= 0.210k
Vmax= 0.21k
8.00
Mmex = 0.S0ft-k
• 4.00-ft
-t
1
R= 0.210k
Vmax= 0.21k
0.21 k
0.31 k
3.94 in2
0.-21 k
0,31 k
3.94 in2
16.36psi
80.0 psi
O. 00 in
0.00 in
SPAN DATA
Center Span =
Left Cantilever
Right Cantilever
UNBRACED LENGTHS
Le : Center Span =
~e : left Cant.
Le: Right Cant.
Reactfons ... DL
Left 0.21 k
Right 0.21 k
Deflections ...
Center = -0.10 in
... ,Dist 4.00 ft
... L/Defl 1003
Left 0.00 in
... L/Defl 0
Right 0.00 in
... L/Defl 0
Page: J·l:,
8.00 ft
0.00 ft
0.00 ft
8.00 ft
0.00 ft
0.00 ft
Maximum
0.21 k
0.21 k
-0.10 in
4.000 ft
1003
0.000 in
0
0.000 in
0
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Structural & Civil Engineers SHEET No. --.a...·.;....;. I. __ --'---oF ---+-'--,----
7801 Mission Center Court Suite 400 ---:::SM<:::-.· L/ 'c 8 SAN DIEGO, CA 92108 CALCULATED BY ______ . ___,;,·_;..· DATE --t-2,----
Phone (619) 497-2118
Fax (619) 497-0429 CHECKED BY----------DATE ____ _
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1 Structural & Civil Engineers SHEET NO •. ~ / D
7801 Mission Center Court Suite 400 · -::S-/v...C...
SAN DIEGO, CA 92108 CALCULATED BY ·
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court -Suite 400
SAN DIEGO, CA 92108
Phone (619} 497-2118
Fax (619) 497-0429
l,.~~ JOB-------'-------...:.::'--=---------------
CALCULATED ~y ::::rM..c__
~HEET NO. a...· ---'j'---[_/ ____ OF •
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Structural & Civir Engineers SHEET No. ,.J l -z_
7801 Mission Center Court Suite 400 -::SM ro SAN DIEGO, CA 92108 CALCULATED BY . '--·
Phone (619) 497-2118
Fax (619) 497<0429 CHECKED av· ___________ DATE-----
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MARTIN & MARTIN, INC.
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Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
SHEET NO. j _I::°::> _
CALCULATED BY ,:s-M 'c.-
OF---.----
DATI; ( /ct g,
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
" -= I -~ : ;: : :. f f " ! • ;: ~ -:t' ;, 7 ? ' t • .; :; '
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CHECKED BY.;...· --------------DATE ____ _
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MARTIN & MARTIN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 .
GENERAL FOOTING DESIGN
PLAY PAVILLION
SPREAD FOOTING
DESIGN DATA AXIAL LOADS
A 11 ow. Soil Pressure 2500. 0 psf Dead Load
Date: 01/23/98
DIMENSIONS
Width Along X-X Axis
... Short Term Increase = 1.33 Live Load -=
Base Pedistal Height 0.00 in Short Term Load
Seismic Zone 4 ... Ecc. Along X-X Axis =
Overburden Weight O. 00 psf ... Ecc. Along Y-Y Axis "'
0.00 k
0.0 k o.o k
Cl. 00 in
0.00 in
Length Along Y-Y Axis
Thickness =
coiumn Dim. Along X-X Axis=
Column Dim. Along Y-Y Axis=
4. 00 ft
4.00 ft
18.00 in
8.00 in
8.00 in
Live & Short Term toads Don't Act Together
Concrete Weight 145.0 pcf
Y-Y AXIS ROTATION FORCES
.... Pressures@ Left/Right
Moment: DL
Shear:
LL
Short Term
DL
LL
Short Term
Soil
0.0 k-ft
0.0 k-ft
3.3 k-ft
0.00 k
0.00 k
0.00 k
Pressure
.X-X AXIS ROTATION FORCES
..... Pressures @ Top/Bot
Moment: DL
Shear:
LL
· Short Term =
DL =
LL
Short Term=
SUMMARY
Mu/Phi
0.0 k-ft
0.0 k-ft
0.0 k-ft
0.00 k
0.00 k
0.00 k
Moments & Shears
Max. Allowable
Max Pressure
Allowable Pressure ·x· Ecc. of Resultant =
'Y' Ecc. of Resultant
D+L
217.5 psf
2500.0 psf
0.0 iri
(LO in
D+L+ST
551.5 psf
3325.0 psf
il.4 iii
0.0 in
Vu:1 Way
Vu:2 Way
Overturning Ratio=
0.5 k-ft
1. 2 psi
O .1 psi
2.1 :1
93.1 psi
186.2 psi
1.5 :1
Service Load Pressures ....
DL + LL
Dead+live+Short Term
Factored Load Pressures ....
AC! Eq 9-1
ACI Eq 9-2
ACI Eq 9-3
f.'c
Fy
Rebar CL Clear to Soil
Min. Steel%
FOOTING DESIGN
3000 psi 'm'= Fy / <. 85f' c)
= 60000 psi Vn:1 ... 2(f'c)'A .5
3.5 in Vn:2 ... 4(f'c)A .5
= 0.0014
FACTORED SHEAR FORCES
Left
217 .5 psf
0.0 psf
Left
304.5 psf
0.0 psf
0.0 psf
Right
217 .5 psf
551.5 psf
Right
·304.5 psf
772.1 psf
496.3 psf
23.53
109.54 psi
219.1 psi
Top
217 .5 psf
217 .5 psf
Top
304.5 psf
304.5 psf
195. 7 psf
AC! 9-1 ACI 9-2 AC! ·9_3
0.03 psi
Vn * Ptii
Two-Way St)ear
One-Way: Vu@ Left
One-Way: Vu@ Right
One-Way': Vu @ Top
One-Way: Vu@ Bottom
= 0.00 psi ().05 psi
= 0.03 psi -0.80 psi
O. 03 psi 1. 18 psi
0.03 psi 0.03 psi
0.03 psi 0.03 psi
FACTORED MOMENTS
-0.52 psi
0. 76 psi
0.02psi
0.02psi
186.23 psi
93.11 psi
93.11 psi
93.11 psi
93.11 psi
AC! 9-1 AC! 9-2 ACI 9-3 Ru
Mu/Phi@ Left
Mu/Phi@ Right
Mu/Phi@ Top
Mu/Phi@ Bottom
-0 .0 k-ft -0 .4 k-ft
-0.0 k-ft 0.5 k-ft
0.0 k-ft 0.0 k-tt
0.0 k-ft 0.0 k-ft
SERVICE LOAD OVERTURNING STAB1LITY
.f~ctor of Safety: Y - Y AXIS
Stc1tic
--None--
~-actor of Safety: X - X AXIS --None--
-0.3 k-ft
0.3 k-ft
0.0 k-ft
0.0 k-ft
2 .. 1 psi
2.5 p$i o.o psi
0.0 psi
Short Term
2.11 :1
--None--
As Req'd
-0.244 i'n2/ft
·0.244 in2/ft o. 020 i n2/ft
O. 020 i n2/ft
Bottom
217.5 psf
217 .5 psf
Bottom
304.5 psf
304.5 psf
195. 7 psf
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SUBJECT
Roof loads & Framing
Lateral Analysis
Column Design
Base Plate Design
Column Support
Footing Design
SECTION K
RETAIL TENTS
INDEX
SECTION
K1-K7
K8-K9
K9-K10
K10.-K11
K11
K12-K13
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
JOB ---=L;=:E:;..;:;b-0;__/....--'-· -~;__--'------------
SHEET·NO. _......,,.ll.~/ ____ OF l2.
CALCULATED BY ::S:MC:... DATE . ,j9 0
CHECKED BY--------DATE ____ _
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2U8
Fax (619) 497•0429
JOB l.£?n;> ~
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MARTIN & MARTIN, I-NC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
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Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO; CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN .& MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619.) 497-0429
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Structural & Civil Engineers
7801 Mission Center Court Suite400
SAN Dl~GO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429 ·
SHEET NO. · ~ ± · _ OF_._ ____ _
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-04i9
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MARTIN.& MARTIN, INC.·
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN & MARTIN, INC.
Structural & Civit Engineers
7801 Mission Center Court Suite 400
SHEET NO: ~ / 0 .
CALCULATED BY ~ Iv\_ ~
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DATE / l?t 22 SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN & MARTIN, INC.
Structural & Givi~. Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
SHEET N~. K \ \
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
JOB----,.----'--==----------
SHEET.NO. r Mc OF----,1----
DATE--+_q_.;...B-=---CALCULATED BY --:sJ.A_<::_
CHECKED BY_...__ ____________ DATE ____ _
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MARTIN & MARTIN, INC.
STRUCTURAL & CIVIL ENGINEERING
7801 MISSION CENTER CT SUITE 400
SAN.DIEGO, CA 92108
Date.: 01/20/98 .
GENERAL FOOTING DE$IGN
Retail Tents
Castle Hill
DESIGN DATA
Allow. Soil Pressure = 2500.0 psf Dead Load
... Short Term Increase = 1. 33 Live Load
AXIAL LOADS
Base Pedistal Height 0 .. 00 in Short Term Load
Seismic Zone 4 ... Ecc. Along X-X Axis •
Overburden Weight O. 00 psf ... Ecc. A long Y-Y Axis =
Live & Short Term Loads Don't Act Together
Concrete Weight 145. 0 pcf
0.00 k
0.0 k
0.0 k o.oo in
· 0.00 in
Y-Y AXIS ROTATION FORCES
.... Pressures@ Left/Right
X-X AXIS ROTATION FORCES
.... Pressures@ Top/Bot
Moment: DL • 0.0 k-ft
0.() k-ft
5.0 k-ft
Shear:
LL
Short Term
DL
LL
Short Term =
0.00 k
0.00 k
0.00 k
Pressure
D+L
Moment: DL
Shear:
LL
Short Term=
DL
LL
Short term=
SUMMARY
Mu/Phi
0.0 k-ft
0.0 k-ft
0.0 k-ft
Ci.DO k
0.00 k
0.00 k
DIMENSIONS
Width Along X-X Axis =
Length Along Y-Y Axis
Thickness
Column Dim. Along X-X Axis=
Column Dim. Along Y-Y Axis=
Moments & Shears
Max. Allowable
4.50 ft
4.50 ft
18.00in
8. 00 in
8.00 in
Soil
Max Pressure
Allowable Pressure
'X' Ecc. of Resultant
'Y' Ecc. of Resultant
217 .5-psf
2500.0 psf
0.0 in
0.0 in
D+L+ST
585.3 psf
3325.0 psf
13.6 in
0.0 in
Vu:1 Way
Vu:2 Way
Overturning Ratio=
0.8 k-ft
1.9 psi
0.1 psi
2.0 :1
93.1 psi
186.2 psi
1.5 :1
Service Load Pressures ....
DL + LL
Dead+live+Short Term
Factored Load Pressures ....
f'.c
Fy
ACI Eq 9-1
ACI Eq 9-2
ACI Eq 9-3
Rebar CL Clear to Soil
Min. Steel %
FOOTING DESIGN
3000 psi 'm'= Fy / <. 85f'c)
60000 psi Vn:l. .. 2(f'c)A .5
3.5 in Vn:2 ... 4(f'c)A .5
0.0014
FACTORED SHEAR FORCES
Left Right Top
217 .5 psf 217 .5 psf 217.5 psf
0.0 psf 585.3 psf 217 .5 psf
Left Right Top
304.5 psf 304.5 psf 304.5 psf
0.0 psf 819.5 psf 304.5 psf
0.0 psf fj26.8 psf 195. 7 psf
= 23.53
109.54 psi = . 219.1 psi
ACI 9-1 ACI 9~2 ACI 9-3
0.07 psi
-0.80 psi
1.25 psi
Vn * Phi
0.00 psi 0.10 psi
0.07psi -1.24psi
0.07psi 1.94psi
Two-Way Shear
One-Way: Vu@ Left
One-Way: Vu@ Right
One-Way: Vu@ Top
One-Way: Vu@ Bottom
= --0.07-psl o.07 psi · 0.05 psi ·
186.23 psi
93.11 psi
93.H psi
93.11 psi
93.11 psi
Mu/Phi @ Left
Mu/Phi@ Right
Mu/Phi@ Top
Mu/Phi@ Bottom
Factor of Safety :
Factor of Safety:
0.07 psi 0.07 psi 0. 05 psi
FACTORED· MOMENTS
ACI 9-1 ACI 9-2 ACI 9-3 Ru
2.9 psi
3.6 psi
O. O psi
Q.0 psi
-0.0 k-ft -.0.6 k-ft
-0.0 k-ft 0.8 k-ft
0.0 k-ft . 0.0 k-ft
0. 0 k-ft_ 0, 0 k-ft
SERVICE LOAD OVERTURNING STABILITY
Static
Y - Y AXIS
X - X AXIS
--None--
--None--
-0.4 k-ft
0.5 k-ft
0. 0 k-ft
0.0 k-ft
Short Term
l. 98 : 1
--None--
As Req'd
-0.244 in2/ft
0.244 in2/ft
0.020 in2/ft
0.020 in2/ft
Bottom
217.5 psf
217 .5 psf
Bottom
304.5 psf
304.5 psf
195. 7 psf
(~:in1:1oel an en;;± page ... )
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SUBJECt
Framing Design
Lateral Analysis
Footing Design
SECTION L
BREATH TAKER QUEUE
INDEX
Column Base Plate Design
SHEET NO.
L 1-L2
L3
L4-L5
L6
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. / . MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN & MARTIN~ JNC.
Structur~I & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108:
Phone (619) 497-2118
Fax (619) 497-0429
SHEETNQ.
cALCULATeosv.,.....:l~.:;.;..u;;:;;;,.~,·-----DATE V~6
CHECKED BY· DATE-~--,.--
SCALE .x;~;WH -t-6,~f~--.. 4'1}f1/f ·;:,712U~ft)~
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. . -·---------
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JOB k~/44'k:-AH1>-. uq~ ·H,w MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court · Suite 400
SAN DIEGO, CA 92108
SHEET NO. -. /JJ OF ____ _
Phone (619) 497-2118
CALCULATED BY ~M..Xf:ak'-------DATE \/:4 f:)
Fax (619) 497-0429 CHECKED BY _______ DATE ____ _
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, MARTIN & DUNN _ INC. ~ STRUCTURAL & CiVIL ENGINEERS
7801 MISSION CENTER COURT, SUITE 400
SAN DIEGO CA 92108 (619) 497-2118/FAX 497-0429
Date: 02/05/98 Page: l4
GENERAL FOOTING DESIGN
LEGOLAND -BREATH TAKER STRUCTURE
FOOTING NORTH-SOOTH DIRECTION
---DESIGN DATA --~ ----llIAL LOADS--------DIMERSIOHS----
Allow. Soil Pressure = 2500;0 psf Dead Load =
•.. Short Term Increase = 1. 33 Live Load -
Base Pedistal Height = 10.00 in Short Term Load =
Seisnic Zone = 4 •.. Ecc. A-long X-X Axis =
overburden Weight = 110.00 psf •.•. Ecc. Along Y-Y Axis =
Live & Short Term Loads Don't Act Together
C_on~re~~ Weig~!-------~_ }~~0.P~r-_
0.25k
0.0 k o.o k o.oo in o:oo in
--Y-Y AilS iO'l'ATIOI FOiCES -
•••• Pressures@ Left/Right
-I-I illS iO'l'llIOR FORCES--· -
.... Pressures @ Top/Bot ·
Moment: DL , = o.o k-ft Moment: DL =
LL = Lt = O.o k-ft
Short Tern = Short Ter11 = o.o k-ft
Shear: DL = Shear: DL = · 0.00 k
Width Along X-X Axis =
Length Along Y-Y Axis --
Thickness =
Column Din. Along X-X Axis=
Colilllln Dim. Along Y-Y Axis=
-LL ----· =
0.0 k-ft
0.0 k-ft
J.2 k-ft
0.00 k o.oo k-
0.40 k
-LL--· --= ----o.oo k-. --. ---..
Short Tern = Short Tern·= 0.00 k
3.00 ft
5.00 ft
18.00 in
5.50 in
5.50 in
-----------------~!----------------------Soil Pressure-----------------Moments & Sbears-----
D+L D+L+ST Max. Allowable
Max Pressure = _ 344. 2 psf 984. 2 psf Mu/Phi = O. 6 k-ft
All-0wable Pressure = 2500.0 ~sf 3325.0 ~sf Vu:1 Way =-0.4 psi
1x1 Ecc. of Resultant = o.orn 9.61n Vu:2 Way · = 0.4psi 'Y' Ecc. of Resultant = o.o in o.o in overturning Ratio= 1.9 :1
93.1 psi
186.2 psi
1.5 :1
Service Load Pressures. • • • Left Right
DL + LL = 344.2 psf . 344.2 psf
Dead+live+Short Term = o.o psf 984.2 psf
Factored Load Pressures.... Left Right
ACI Eq 9-1 = 481. 8 psf 481. 8 psf
ACI Eq 9-2 = 0.0 psf 1377·,9 psf
AC! Eq 9-3 -0.0 psf 885.8 psf
---------,----F00'11IBG DFSIGB--------,---
f'c = Fy. =
Rebar CL Clear to Soil =
Min. Steel % =
3000 psi : 'n.'= Fy /( .85f'c)
60000 psi Vn:1. •• 2(f'c:)".5
3.5 in Vn:2 ••• 4(f'c}".5
0.0014
= -23'.53
= 109.54 p!li
= 2~~-1 psi
--------FACTORED SHEAR FORCF.s -----------ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi
Two-Way Shear = 0.24 psi 0.41 psi 0.26 psi 186,23 psi
One-Way: Vu @ Left = 0.03 psi -0.16 psi -0.11 psi 93.11 psi
Top _
344.2 psf
344.2 psf
Top
481.8 psf
481.8 psf
309. 7 psf
One-Way: Vu@ Right = 0.03 psi 0.40 psi 0.26 psi 93.11 psi
_ . One-Way: _ Vu @ Top ____ = __ 0.17.psL. ___ 0.17 psi·-· . 0.11 psi-----93.11 psi--------------·
One-Way: Vu @ Botto11 = 0 .17 .psi 0 .17 psi 0 .11 psi 93. 11 psi
---------FAC'l'ORRD MOOEHTS -----~---
Mu/Phi@ Left
Mu/Phi@ Right
Mu/Phi@ Top
Mu/Phi@ Bottom
. ACI 9-1 _ ACI 9-2. !CI 9-3 Ru
= 0.0 k-ft -0.4 k-ft -0.3 k-ft 1.9 psi
= 0.0 k-ft 0.6 k-ft 0.4 k-ft 2.8 psi
-0.1 k-ft 0.1 k-ft o.o k-ft _ 0.3 psi
= 0.1 k-ft 0.1 k-ft o.o k-ft 0.3 psi
------SERVICE ID.AD OVERi'ORllilfG Si'.ABILil'Y ----,..,._-
Factor of Safety:
Factor of Safety:
Y-Y AXIS
X -X AXIS
Static --none.:.-
= --Mone--
Short Term -1.88':l
--None--
As Req'd ..
-0.244 in2/ft o. 244 in2/ft
0.244 in2/ft
0.244 in2/ft
Bottom
344.2 psf
344.2 psf
Botton.
481.8 psf
481.8 psf
309. 7 psf
V4.4D (c) 1983-96 EUERCALC GEORGE R. SAIDIDERS }.SSOCIA.TES, KW060361
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.. MARTIN & DUNN INC.
., STRUCTURAL & CML ENGINEERS
7801 MISSION CENTER COURT, SUITE400
SAN DIEGO CA 92108
(619) 497-21i8/FAX 497-0429
Date: 02/05/98 IC::, Page: i; ,1
GENERAL FOOTING DESIGN
LEGOLAND -BREATH TAKER STRUCTURE
FOOTING EAST-WEST DIRECTION·
----DESIGI DATA--------ilI!L LOADS----
Allow. Soil Pressure = 2500.0 psf Dead Load
••. Short Term Increase = 1.3l Live Load
=
Base Pedistal Height = 10.00 in Short Term Load =
Seisnic Zone = 4 ••• Ecc. Along X-X Axis =
overburden Weight = 110.00 psf ... Ecc. Along Y-r Axis =
Live & Short Tern Loads Don1t Act Together
Concrete_ ~e!gh~ __ __ ~ __ -~45'..~ p_~( __ . _ _ __ . __ _ _ _ _
0,25 k
O.Ok
O.O'k O.oo in o.oo in
-Y-Y !XIS ROT!TIOI FORCES - -I-I !XIS ROTIDOI FORCES -
•.•. Pressures@ Left/Right ..•. Pressures@ Top/Bot
Moment: DL · = o.o k-ft Monent: DL =
LL = 0.0 k-ft LL =
Short Tern = 0.5 k-ft , Short Tern =
Shear: DL -= 0.00 k Shear: DL =
LL ---= -0,00 k· · -11 =
Short Tern = o. 05 k Short Tern =
o.o k-ft
0.0 k-ft
0.0 k-ft
· 0.00 k
O.OOk
O.OOk
----DIHERSIORS-~--
Width Along X-X Axis =
Length Along Y-Y Axis =
Thickness =
Columi Din.-Along X-X Axis=
Column Dim. Along Y-Y Axis=
5.00 ft
3.00 ft
18.00 in
5.50 in
5.50 in
-----------------,-....,._ ~Y---,--------------------Soil Pressure-·---------Moments & Shears----......,
D+L
Max Pressure = 344.2 psf
Allowable Pressure · = 2500.0 psf
1X1 Ecc, of Resultant = 0, 0 !Ii
'Y' Ecc. of Resultant = 0.0 in
Service Load Pressures ••••
DL + LL
Dead+live+Short Term
Factored Load Pressures ••••
ACI Eq 9-1
ACI Eq 9-2
AC! Eq 9-3
=
=
=
=
D+L+ST
393.5 psf
3325.0 psf
1.41n o.o in
Mu/Phi =
Vu:1 !vay =
vu:2 Way =
Overturning Ratio=
Left
344.2 psf
294.S psf
Left
481.8 psf
412.8 ·psf
265.3 psf
Right
344.2·psf
393.5 psf
Right
481.8 p$f
550. 9 psf
354.1 psf
---------FOOTIBG DESIGl---------
f'c =
Fy· =
Rebar CL Clear to Soil =
Min. Steel% =
.3000 psi '-1n1= Fy /(.85f'c)
60000 ~si Vn:l. •• 2(f1c)1'.5
3.5 rn Vn:2 ••• 4(f'c)".5
0.0014 .
= 23.53
= 109.54 psi
219.1 psi =
--------FACTORED SHEAR FORCF.S --'------'------
ACI 9·1 ACI 9-2 !CI 9-3 Vn * Phi
Two-Way Shear = 0.25 psi 0.25 psi 0.16 psi 186-.23 psi
One-Way: Vu@ Left = 0.17 psi -0.18 psi -0.11 psi 93.11 psi
Max. Allowable 0.2 k-ft -
_Q.5 pst
0.2 psi
20.9 :1
93.1 psi
186.2 psi
1.5 :1
..,
Top _
344.2 psf
344.2 psf
Top
· 481.8 psf
481.8 psf
309. 7 psf
Botton
344.2 psf
344.2 psf
Botton
481.8 psf
481.8 psf
309. 7 psf
One-Way: Vu @ Right = 0.17 psi 0.51 psi 0.33 psi 93.11 psi
_ One-Way: Vu@ Top ----= ---0.03-psi.----0.03 psi----·-0.02 psi ---93.11 psi-----------· --~H--··-----
One-Way: Vu @ Botton. = o. 03 psi 0. 03 psi o. 02 psi 93 .11 psi
I ----------FACTORED MOMRNTS ---~-----
ACI 9-L ACI 9-2 1CI 9-3 Ru
Mu/Phi @ Left = 0.1 k-ft -0.1 k-ft -o.o k.,.ft 0.4 psi
As Req'd
-0.244 in2/ft
0.244 in2/ft
0.244 in2/ft
0.244 in2/ft
Mu/Phi @ Right = 0.1 k-ft 0.2 k-ft 0.1 k-ft LO psi
I. ____ Mu/Phi @ Top __ .. . ___ =: ___ o.o k-ft . ·_. 0.0 k-ft o.o k-ft · 0.1 psi
Mu/Phi @ Bottom ;:: o.o k-ft 0.0 k-ft O.O k-ft 0.1 psi
------SERVICE LO.AD OVERroRIIBG Sf!BILifi ..... -----,--....,.
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Factor of Safety:
Factor of Safety:
Y - Y .AXIS
X-X AXIS
V4.4D (c) 1983-96 ENERCALC
Stati9 Short Tern
= --None--20.94 :1
= --None----None--
GEORGE R. SAillIDERS 1.SSOCIATES, k'W06036l
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· MARTIN & DUNN INC .
., STRUCTURAL & CfVIL ENGINEERS
7801 MISSION CENTER COURT, SUITE 400
SAN DIEGO CA 92108 (619) 497-21i8/FAX 497-0429
STEEL COLUMN BASEPLATE DESIGN
BREATH TAKER STRUCTURE · ·
Date: 02/05/98
(ox6 f>Db• Df ;U\Utt t,JJ1. _ · None
---LOADDU!-·-. ----1-
Axial Load 0.25 k
X-X Axis Moment : 3.10 k-ft · 1b 6.x 6 .f.1/-4-AISC Section Hane : TS6x6xl/4
. , ---:OOLT D!'f! --. c.:: I tJ M/1; (~1u;;,?'ti ·Cf*,'\P~~lt Tension cap~city : 8.80 k
.. -. ~ .. f~ 1'O ~ Bolt Count Per Side :--____ 2 .... --·. h -:: 5,, SJ:;-'LI'\.... •. Anchor Bolt Area • o.442 in . "--Picnt) -Bolt Dist. from PL Edge: 1.50 in
q trHn " ?fj~('.-::: · ·-· -:-~-·· ·'-F. Baseplate Deptb : 12.00 in \~ V • ~ .... J%1-...., t c.,.J'""-· ' ' • "PLATE & SUPFOR'l DA'l'! .
1.J.. j;:J '. \ ,-, _: -•· . Widtb . : 12. 00 in
·I 1 -:::::. -'1 , : -ji Support Area Deptb : 36.00 in
N ;; ~ I &+n~:. po~+ ;_ 5.';. . .. -Suppolii~ WJf:_. :_ : . __ 36.00 in
~-J --f...1\0',. I l..,Jood [~<.\q,i1C . . 300Qps! -1 :.i. -Hl t,-V --1--:-•.:.·r-r-Fy . 36 ks1 ..i--tu .ll r41n C rs~ 1 · Load Duration Factor 1.00
M, · ,.,_ \ J U• ~,-+ ct#) AISC Section ~eptb : 6.00 in : -r~ f --C · W'\ · · Flange Width · : .6.00 in -r,. Flange Thickness o. 250 in _. ·. (:"15 f9 Web Thickness 0.250 in 9 .1--" t./ · · -PLATE D~IGB ---
Min. Required Tbic!rness:
L. ~ l , .. 11 / Plate Analysis Method : 1 ltr'\lf> ~ 5 f C ~~oo "°J = 7 "'-11 Tens~on Force per Bolt:
C.'2.'? (?,S) B.,@7S Beanng Stress !
Allow Bearing •...
0.379 in
1
1.91 k
205.92 psi
Per .ACI 10 .15 3570. 00 k
Per AISC J9 : 2100. 00 psi
Max. Plate capacity for
Allowable Bearing •. :. 30f. 40 psi
--PLATE !l!LYSIS -
Actual Pl.ate Thickness: , 0.625 in
Max Allow Plate Fb
Actual fb
27 .oo ksi
9.92 ksi
Page: tb OFb
V4.4D (c) 1983-96 EUERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361
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SUBJECT
Lateral Analysis
Framing Design
Footing Design
SECTION M
CASTLE BASE BUILDING QUEUE
INDEX
SHEET NO.
Column Base Plate Design
M1-M2
M3-M4
M5
M6
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MARTIN & MARTIN, INC. JOB dP.:?11--t. h½iS--d.'vrnJ& -S1:ts.JCrt~--
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
SHEET NO. :H I . OF b -----
CAtCULATED BY 140 DATE 1/ i f3".
CHECKED BY'-------DATE --'-----Phone {619) 497-2118
Fax (619) 497-0429
SCALE--------------.,..:........--
' ' ' ' s • , '. ' 2 ' ' s . e ' • , . -2 , , ' ,. 7 e . ' . 2 ' ' 5 & .7 • • 2 s ' . •. ' , s , • e , . < < ' • e , 2 ' ·' £ ' - • , __ , ' c
E) L~~ Cf \\Lim ..
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4
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-, l:;1 I Bl:42-: -; , '
l 1 •
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1,. •
uv~. ~o,,41) · ~-1· p r?F.
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r · vJ ~ 1b ~.:. ·;, 4 , {2.15) W .
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. ?-i A . ' . . ~-, I ...
---~-~ ·-..... -----.... ~~ ·. -. ----~----,---------.·c-:.·'z";J~-----·:· :-·: .. --.-_---·. -. -. ---.
t,.j o J1-1 ~ be wtl p, p.~ f Jo t:l . . _lJt,'.1r>d -I; ""~ CL~) _(12, b F->f )C 1) = lb 7 Fs.l'
L,1J6Gt~: ,'::,7 (7 Psf) (I?') :4o·PLf': cq ::-J1 f_,-x; fol?--~r.q2-z·. Aft~--
lJw1fJJ :; ( ~' +, 75"'J -r 16~1 Pbr) · = · 7 o flX )-W~~-~ · -·
I . , . , ~lr)j · 5oJdt6
fvJtnJ-= 70 PLF. ( Jl,b1J/a· -.-=c_:2-.Cf c;_;;-/coL.-.--: _-__ · .
M 7 ~1c! ci1:·s·) ~ · 3 .. 4 '~ · ·
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MARTI~ & MARTIN~INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax {619) 497-0429
SHEETNO . .a....· -------"'M-'-'-7""'-, OF---,----
CALCULATED BY ....... ___ ____,.;:.,\A_,_,,,U--.__·_ DATE ,z,/q ~
CHECKED BY _______ DATE ____ _
SCALE----------'------,------'---,,-..;....._--
I : ~r -NM ·· J?11?:1z?r1#J~
: .. LJ~rt> :: , ?SJ .. (~f~fJ(~b .. 3,4') :. Cf4 __ :Pl! .. ...... ..... ..... .. .. ..... ..
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P: CJt-:fL1(1,~?/? :::·,z~5--t ................. --: ................... .,
- . ----~ . . ~ -~ -. ! .
. ;
/ ~WbO D . CpcfSt r.o 11M~) Jh1.
fb -:: I ~oO fS.I
' -~ · · · · ·r--·· · ; · -=-.... ~ =2,~ ~.,,? ... V: ,2Gt-
Ppl-.'"P'.~61" fpL, ;5~1'· ; PoL,-:: 1 ·4$s~
r CJ?-: '5'c)-P?I
=t-:; l~OD ¥-::>•
. . It: · . . (\>a.T<::I 1ll"lr-~~)
6 r~q ~i~-1 r~oooy-.i 20° fsl C{,?3) = Zs,,,,,,., .. L. 27, 7. ·,yp
6: '51t;,1/ C,·-: IJ.Z 7 1n' · , .
A O' ~t:t _ .. f-(ll,~,) 1 C. 17~) I 2> Cl 300) ( 1'-/~ :: a., l:, (l.
,OO-SC1z.,5)CJ2,) .? ... 7~N .............. ·........ ·-· ,. I
t>A~ ..I, ' . . 'p J... ' r ~ ~ .,.,,. '· : --I . / .I ________ 1b C::>X bx1/4 61-~fv.JE,.~.--. . ... . .. --·. -·-.... ---.. .... ... .. ... . .... -· ... l· -1 M ;; 3 ~·f '/l-~ ' -
9 J. : . Co 2-5 P:> I , ...
h,rnn ~ r61 (i#Q) -= ,7/i. <! 'Q.; <e,1s"
-~ ·. G5V (5.5)
. .
·BA::,~ it 5/o" x 11. x 12 v / -4 ... ¾, \p A-, .t,' '6 k \D II t-M(?;ft.O.
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MARTIN & DUNN INC.
SiRUCTURAL & ClVIL ENGINEERS
7801 MISSION CENTER COURT, SUITE 400
SAN DIEGO CA 92108 (619) 497-21i8/FAX 497-0429
Date: 02/20/98 Page: M.3
GENERAL TIMBER BEAM DESIGN
LEGOLAND -CASTLE COASTER QUEUE
P:fM l--~---~-:""5:.,r..;.,_:=-.-
----------BEAK D!ll-----------------. SPAI D!T!----
Tinber Section 4X10 End Fixity Pin:Pin Center swn = 12.67 ft
Beam Width = 3,500 in Elastic Modulus = 1300000 psi teft cantilever = o.oo ft
Beam De~tb = 9.25 in-Beam Density = 35.9 pcf Right cantilever = 6.50 ft
Lamination Thickness = o.oo in Load Duration Factor = 1.25 ----"--IJIBRACED LE1IG'lllS
Fb -Bending = 975 psi Bealil Wt. is 1dded to Loads Le : Center Span = 12.67 ft
Fv -Shear = ·: 80 psi End Shear calc1d at support Le : Left Cant. = o.oo ft
Fe -Bearing :--___ ·65~_psi _ ____ -····-·mLIED LOADS--·--__ ... _. ---'"""··_-_ .. _Le_:_Ri __ ·_gh_t_ean_t._-___ = __ 6._50_ft
Uniforn Load@ Center Span: DL = 53.0 plf LL= 75.0 plf
Uniform Load@ Right Cantilever: DL = 53.0 plf LL·= 75.0 plf
. -SOKKARY----------------
USIHG 3.500 x 9.250 Bean, ~nding = 48.15%, Shear= 50.38%
Max. Pos Kon @ 5.61 ft: 2.12 k-ft Shear: Max. @ Left =
Max. Neg Mon @ 12.67 ft= -1.29 k-ft .... used for dsgn =
Max @ Left --· · = 0.00 k-ft ----; ,; .Area R~f d -=
Max @ Right = ... 2.87 k-ft Max. @ Right =
Max. Allow Konent = 5.96 k-ft .... used for dsgn =
fb : Max. Actual -· = . 690,l psi - -_: · .... Area Req'd =
Fb : Allowable = 1433.2 psi fv : Max. Actual =
Fv : Allowable -
Ck= .811(E/Fb)A,5 :;:~ 26.49 .
Rb= (LeD/BA2)A,5 = 10,74 Bearing'Req'd@ Left =
Cf per UBC 2304.3.5 = 1.20 · .. Bearing Req1d @ Right=
center camber = -.0.07 in
Right Cant. Camber = -0.13 in
t28 128
0.76 k-
, 1.14k
··11.39 in2
1.09k
1.63k
16.31 in2
50.38 psi
100.0 psi
0.33 ln
0.87 in
Hm1x • 1.4eft-t •
Reactions ••• DL Maxhnm
Left = 0.28 k 0.76 k ·
iigbt = 0.88 k 1.97k
Deflections .••
Center = -0.05 in -0.19 in.
.... Dist = 5.22 ft 5.989 ft
••• L/Defl = 3342 805
Left = o.oo in 0.000 in
•• ,LfDefl = 0 0
Righ = -0.09 in -0.42& ,in
... L/Defl = 1806 365
4.68 ft '-~:1AL1-lllla... Mmln• -2.87ft·k• 12.65ft _,.,,.._.
-Z.8? T
011111111111n1m111101011111un11111111111111m1011on11n1m111n111m11100111m11
o.ev?~L;.... lllallh...._ Yme>: • o.e-i ktpo • 12,?S ft __ .llllllta... --~------------~----
t t
Vmlo • •1.09 kip•• 1Z.6S fl •1.0
9
'IUIIIIIII -
Dmax • 0.00 u, • 12 • .112 fl
-t-~•-0.7-59_k_M_ma,---x·~--·:--;--:;-f:---~----·_· _·· -_-_,_j ..... :.--,-~~-~--::=;:~--------· 1 ---:--:_ -••~u-,,-~~ :~::'f=/~--..,.._ -_-_ -___ -_ -_ -_ -_ -=_ -311· _---~~---, --:
V4. 4D ( c) 1983•96 EUERCi.LC GEORGE R. SAUlIDERS ASSOCIATES1 KW060361
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MARTIN & DUNN INC.
STRUCTURAL & CiVIL ENGINEERS
7801 MISSION CENTER COURT, SUITE 400
SAN DIEGO CA 92108
(619) 497-2li8/FAX 497-0429
GENERAL TIMBER BEAM DESIGN
LEGOLAND -CASTLE COASTER QUEUE
ooA-1,4 :i..
Date: 03/13/98 Page: 1t14
---------'---BEAM DATA----------.,... ____ SPAI D!TA----
Timber Section
Bean Width
Beam Depth
Laninat1on Thickness
Fb -Bending
Fv -Shear
4X10 End Fixity Pin:Pin Center Span =
= 3.500 in Elastic Modulus = 1200000 psi Left cantilever =
= 9.25 tn Beam Density = 35.0 pcf Right cantilever = = o.oo rn Load Duration Factor = 1.25 ---01IBR!CED 1E1JG'1'HS
925 psi Beam Wt. is Added to Loads Le·: Center Span =
80 psi End Shear calc1d at Support Le : Left Cant. =
=
=
=
12.67 ft o.oo ft
9.00 ft
12.67 ft
0.00 ft
9.00 ft Fe -Bearing 650 psi Le _: ~ight cant~ · =
. . --APPLIED LOADS -----------------
Uniforn Load@ Genter Span: DL = 20.0 pif LL= 38.0 plf
Uniform Load@ Right Cantilever: DL = 20.0 plf LL= 38.0 plf
----SUMKARY-----------------
USilfG 3.500 x 9,250 Bean, Bending= 47.2f%, Shear= 29.09%
Max. Pos Mon @ 4.95 ft: 0.82 k-ft Shear: Max. @ Left =
Max. Neg Mon @ 12.67 ft: · -1.13 k-ft .... used for dsgn =
Max @ Left = 0.00 k-ft · -•••• Area Reg'd =
Max @ Right = -2.67 k-ft Max. @ Right =
Max. Allow Moment = 5.65 k-ft .... used for cl_sgn =
fb : Max. Actual = 641.4 psi · .... Area Reqt d =
Fb : Allowable = 1358.6 psi fv : Max. Actuai =
Fv : Allowable =
Ck= .8ll(E/Fb)A,5 = 26,13
Rb= (LeD/BA2)A,5 = 10.74 Bearfng-Reg1d@ L~ft =
Cf per UBC 2304.3.5 = ·1.20 Bear1ng Req1q @ Right=
center Camber = 0.03 in
Right Cant. Camber = -0.41 in
V4.4D (c) 1983-96 ENERCALC
0.33 k
-0.49 k
-· 4 •. 92 in2
0.63 k
0.94k
9.42 in2
29.09 psi
100.0 psi
0.14 in
0.54 in
Reactions ... DL Maximm
Left = 0.09 k 0.33 k
-Right = 0.52 k 1.22k
Deflections •••
Center = 0.02 in -0.07 in
.... Dist = 9·,46 ft 5.554 ft
••• L/Defl = 7507 2215
Left = o.oo in 0.000 in
, , .LfDefl = 0 0
Righ = -0.27 in -0.828 in
i .. L/Defl = 787 261
GEORGE R. SAUNDERS ASSOCIATES, KW060361
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, MARTIN & DUNN INC. ... -STRUCTURAL & CiVIL ENGINEERS
7801 MISSION CENTER COURT, SUITE 400
SAN DIEGO CA 92108
, (619) 497-21i8/FAX 497-0429
Date: 02/20/98 Page: NS
GENERAL FOOTING DESIGN
LEGOLAllD -CASTLE BASE QUEUE . STRUCTURE
---DESIGI DA'f!--------UI!L LO!DS---""--
Allow. Soil Pressure = 2500.0 psf Dead Load =
••• Short Term Increase = 1.33 · Live Load =
Base Pedistal Height = i.oo in Short Term Load =
Seisnic Zone . = 4 ... Ecc. Along X-X Ax!s =
overburden Weight = 110.00 psf ... Ecc. Along Y·Y Axis =
Live & Short Tern Loads Don't Act Together
Concrete We_ig~t ····--·-_ ~-_ 15~-~ P~! .. -··
0.50 k
O,Ok
O,Ok o.oo in
0.00 in
-Y-Y ms RO'I!fiOI ~ ·--I-I ms imm:OI ~ -
..•• Pressures@ Left/Right .•.• Pressures@ Top/Bot
Moment: DL = o.o k-ft Moilent: DL =
LL = 0.0 k·ft LL =
Short Tern = 3. 4 k:-ft Short Tern =
Shear: DL = 0.00 k Shear: DL =
LL----·--·--· -;:----0-.00 k LL =
Short Tern = o. 29 k Short Tern =
0.0-k-ft o.o k-ft o.o k·ft
-O.OOk o.oo k o.oo k
----DDIERSIOBS----Width Along X-X Axis =
Length Along l-Y Axis =
Thickness =
Colunn Din. Along x-x Axis=
Column Dim. Along Y-Y Axis=
3.50 ft
3.50 ft
18.00 in
6.00 in
6.00 in
-----------------SOMMARY-------------'------
-----SOilPressure----------Noaents & Shears-----
D+L
Max Pressure = 375.8 psf
Allowable Pressure = 2500.0 psf 'X' Ecc. of Resultant = o.o in
'Y' Ecc. of Resultant = o.o in
Service Load Pressures,_ •.•
DL + LL
Dead+live+Short Term
Factored Load Pressures •.••
ACI Eq 9-1
ACI Eq 9-2
ACI Eq 9-3
=
=
=
D+L+ST
967.4 psf
3325.0 psf
10.1 ili o.o in
Mu/Phi = ·
Vu:1 Way =
Vu:2 Way =
OV~rturning Ratio=
Left Right
375.8 psf 375.8 psf
o.opsf 967.4psf
Left Right
526.1 psf 526.1 psf
o.o psf 1354.3 psf
o • .o psf 870.6 psf
------'----FOOfillG DF.sIGI ----'----------3000 psi · 'n'= Fy /( .85f'c) = 23.53
60000 ~si Vn:1 ••. 2(f'c)/\,5 = 109.54 psi-
f'c =
Fy · =
Rebar CL Clear to Soil =
Min. Steel% =
3.5 in Vn:2 •.• 4(f'c)fl,5 . = 219.l psi
0.0014
--------FAcroRED SHEAR FORCF$----'--~-----'--
ACI 9-1 !CI 9·2 ACI 9•3 Vn * Phi
'f'Wo-Way Shear = 9,45 pst 0.54 psi -0.35 psi
One--Way: Vu @ Left = 0.22 psi -0 •. 79 psi -0.5lpsi
One-Way: Vu @ Right = 0.22 pst 1.6~ pst 1,08 psi
one-way: vu@ Top __ =--· _ o.~2 ps; 0.22 psf .... 0.14 psi·-
One-Way: Vu @ Botton = 0.22 psi . 0,22 psi 0.14 psi
186,23 psi
93,11 psi
93 . .11 psi
93.11 psL ..
93.11 psi
---------FAClORIID MClfEETS ------------
Kax. Allowable
0.8 k-ft
1. 7 psi
0.5 psi
2.1 :1
93.1 psi
186.2 psi
1.5 :1
Top
375.8 psf
375.8 psf
Top
.. 526.1 psf
526.1 psf
338.2 psf
Botton
375.8 psf
375.8 psf
Botton
526.1 psf
526.1 psf
338.2 psf
Mu/Phi@ Left
Mu/Phi@ Right
Mu/Phi @ Top
Mu/Phi @ Botton
ACI 9·1 ACI 9-2 ACI 9·3 Ru As Req1d
= 0.1 k-ft -0.6 k-ft -0.4-k-ft 2.6 psi -0.244 in2/ft
0.1 k-ft 0.8 k-ft 0.5 k·ft 3.1 psi 0.244 in2/ft
O.lk·ft O.lk·ft O.Ok-ft .. 0.3psL .. 0.244in2/ft ..
0.1 k-ft 0.1 k-ft o.o k-ft 0,3 psi 0.244 in2/ft
=
=
------SERVICE LOAD OVERroRIIIG Sl'ABILil'Y ------
Factor of Safety:
Factor of Safety:
Y~Y AXIS X -X AXIS
Static
= --ifone--
= --none--
Short Ten
2.08 :1
--None--
(continued on next page •••• )
V4.4D (c) 1983-96 ElIBRCALC GEORGE R. SAUllDERS ASSOCIATES, KW060361
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~~~ 's~e?ILfRUf~~rEENGINEERS
7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO · CA 92108
(619) 497-21i8/FAX 497-0429
Date: 02/20/98
STEEL COLUMN BASEPLATE DESIGN
~ -Cf-\'b1~. _ lof..b7P~
~-0~ . ~
V4.4D (c) 1983-96 ENERCALC
llone
-U>!D DAT!----· 1-
J..xial Load 0.50 k
X-X Axis Moment : 3.40 k-ft
AJSC Section Hane : TS6x6xl/4
--mLT nm---
Bolt Tension ca~city : 8.80 k
Bolt Count Per Side : 2
·-Anchor Bolt i.rea · -· : -· 0,440 in
Bolt Dist: from PL Edge 1.50 in
· PLATE i SIJPPOR'.f D!'l! ·
Baseplate Depth
1 Width
Support Area ~pth support !rea w1ath
----IW'ERI!L DAT! -·
f 1c
F
·1Xaa Duration Factor
Al:SC section Depth .
Flange Width Flange Thickness Web Thickness
-PLATE D~IGB----
Min; Required Thickness
Plate }.nalvsis Method :
Tension Force per Bolt :
Bearing Stress :
Allow Bearing.-••
Per !CI 10.15
Per AISC J9 . :
Max. Plate Capacity for
Allowable Bearing .• :.
-PU.TE !l!LYSIS-
-12.00 in
12.00 in
36.00 in
36.00 in
3000 psi
36 ksi
1.33
6.00 in
6.00 in·
0.250 in
0.250 in
0.347 in
l
2.04 k
228.25 psi
3570.00 k
27_93.00 psi
402.19 psi
Actual Plate Thickne~s: 0.625 in
Max Allow Plate Fb
Actual fb
35.91 ksi
11.07 kSi
GEORGE R. SAUN_DERS-ASSOCll.TES, KW060361
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SUBJECT
SECTION N
81RTHDAY TENTS
INDEX
Roof Loads & Framing
Lateral Analysis
Column Design
Sage Plate Design
Column Design
Footing Design
SHEET NO.
N1-N12
N13-N15
N15-N17
N17-N18
N19
N20-N21
MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (61'9) 497-2118
Fax (619) 497-0429 .
L 6c3-C>L-~ .JOB ____ ....;;;... __ ~.o..:....-=------------
SHEET ~o. · ~ I OF __ ~_1..,_. _. __ _
CALCULATED BY . -::::s-M <::, DATE_· __ t...-1 9___.?, __
' CHECKED BY ________ DATE ____ _
. .
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MARTIN & MARTIN, INC. OB L.~~-J ------:--~;_ ________ _
Structural & Civil Engineers
7801 Mission Center Court Suite 400
l?HEET·NO. N 'Z--
CALCULATED BY ':S' MC
OF----,,-----
DATE---:l:./-/..:.9....l.g..::...._ __ J SAN DIEGO, CA 92108 .
Phone (619) 497-2118
Fax (619) 497-0429 CHECKED BY---,----,.----------DATE ____ _
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Structural & Civil Engineers .
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
SHEET NO. --=-N.,_,3:;;;.._ ______ OF--,.,...----
CALCULATED BY . :-'S")./\._(:__. . DATE----;·l1 .... · _Clz ........... ~----
Phone (619) 497-2118
Fax (619) 497-0429 · CHECKED BY . DATE ____ _
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I Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
SHEET NO. _.N'---Lf _______ OF _____ _
CALCULATED BY -:!' M.. c_ . DATE ____ /,__, _/_q __ g __
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, .CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
JOB LFZ-lro L-b:t::'t:? ·
SHEET NO. N :::;;:-OF' --..------
CALCULATED BY -SM.C_ DATE / /? 8 •
CHECKED av __________ DATE------
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center: Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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I Structural & Civil Engineers · SHEET NQ, N" 1= · .
7801 Mission Center Court Suite 400 --:::--JJ,.... ~ SAN DIEGO, CA 92108 CALCULATED BY ~-'--
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
· Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN &. MARTIN, INC.
Structural & Civil Engil'!eers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
~~ JOB-----,--,--------------
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MARTIN & MARTIN, INC. STRUCTURAL & CIVIL ENGJNEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108
Date: 01/22/98
GENERAL TIMBER BEAM DESIGN
BIRTHDAY TENTS
RIDGE BEAM
BEAM DATA
Timber Section 6X8
Beam Width 5.500 in
End Fixity
Elastic Modulus
Beam Depth 7, 50 in
Lamination Thickness = 0.00 in
Fb -Bending 975 psi
Fv -Shear 95 psi ·
Pin:Pin
1100000 psi
35.0 pcf
1.25
Beam Density =
Load Duration Factor ..
Beam Wt. is Added to Loads
End Shear Calc'd at Support
Fe -Bearing-· ·-· --~ -= -----·-· 0 psi
Point Load: DL = 225.0 #
Point Load: DL = 450.0 #
Point Load: DL = 450 . .0 #
Point Load: DL = 450.0 #
Point Load: DL = 225.0 #
at 0.00 ft ·
at 3.75 ft
at 7.50 ft
at 11.25 ft
at 15.00 ft
APPLIED LOADS
_ .. _ . _ ·----.. _____ . .. . .. _ SUMMARY
USING 5.500 x 7.500 Beam. Bending= 69.97%, Shear• 22.97%
Max. Pos Mom @ 7 .50 ft= 3.6f;i k-ft Shear: Max. @ Left
Max. Neg Mom @ o. 00 ft= o. 00 k-ft .... used for dsgn ..
Max@ Left 0.00 k-ft .... Ar.ea Req'd
Max@ Right_ . = Q.00 k-ft Max. @ Right =
Max. Allow Moment 5.23 k-ft .... used for dsgn =
fb : Max. Actual 851.1 psi .... Area Req'd
Fb : Allowable = 1216.4 psi fv : Max. Actual
Fv : Allowable
Ck= .Bll(E/Fb)A.5
Rb= (LeD/BA2)A.5 .
Cf per UBC 2304.3.5
Center Camber
II)
N ~
24.36
-= 3.85-
1..00
-LOO in
Bearing Req'd@ Left
Bearing Req'd @ Right=
t ... -··---·--·-···--· -·-. -··· ..... -.· .. t ...
I ,s.oo · I
Mmex = 3.66ft-k
0.75 k
1.13 k
9.48 in2
0.75 k
1.13 k
9.48 in2
27 .28 psi
118.Bpsi
0.00 in o. 00 in
SPAN DATA
Center Span =
Left Cantilever
Right Canti 1 ever =
UNBRACED LENGTHS
Le: Center Span
Le : Left Cant ..
. Le : Right Cant.----
Reactions ...
Left
Right
Deflections ...
Center
.... Dist
... L/Defl
Left
... L/Defl
Right
... L/Defl
DL
0.98 k
0.98 k
-0.66 in
7 .50 ft
271 o.oo in
0 o. 00 in
0
R= 0.975k ~ 7.50 ft ______ R= Q.975k .................... ----·---·-·----·---
Page:N / 0
15.00 ft
0.00 ft
0.00 ft
4.00 ft
0.00 ft
0.00 ft .
Maximum
0.98 k
0.98 k
-0.66 in
7 .500 ft
271 o. 000 in
0
0.000 in
0
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MARTIN & MARTIN, INC.
STRUCTURAL & CIVIL ENGINEERING
7801 MISSION CENTER CT SUITE 400
SAN DIEGO, CA 92108
Date: 01/22/98
GENERAL TIMBER BEAM DESIGN
BIRTHDAY TENTS
BEAM
BEAM DATA
Timber Section -8X12 End Fixity Pin:Pin
Beam Width = 7 .500 in Elastic Modulus
Beam Depth 11.50 in Beam Density
• 1100000 psi
35.0 pcf
1.00 Lamination Thickness o.oo·in Load Duration Factor =
Fb -Bending 975 psi Beam Wt. is Added to Loads
Fv -Shear 95 psi End Shear Calc'd at Support
.. Fe -Bearing .......... = ___ 0 psi .. __ . ______ _
APPLIED LOADS .
Uniform Load @·Center Span: DL = 24.0 plf
Trapezoidal Load: DL: O.Oplf@ 1ft. 57.0plf@ rt from 0.00 ft to 7.50 ft
Trapezoidal Load: DL: 57 .Oplf @ 1ft. O.Oplf@ rt from 7 .50 ft to 15-.00 ft
Point Load: DL ,. 113 .. 0 # at 0.00 ft
Point Load: DL = 225 .. 0 # at 3.75 ft
Point Load: DL = 225.0 #. at 7.50 ft
Point Loa·d: .. DL = 225:t:r#·--a·Crf.25 ft------· -·
Point Load, DL = 113.0 # at 15.00 ft
SUMMARY
USING 7.500 x 11.500 Beam. Bending= 30.06%, Shear = 16.27%
Max. Pos Mom @ 7 .50 ft= 4.02 k.-ft Shear: Max.@ Left 0.89 k
Max. Neg Mom @ 0.00 ft= 0.00 k-ft .... used for dsgn = 1.33 k
Max @ Left 0.00 k-ft .... Area Req'd 14.03 in2
Max@ Right 0.00 k-ft Max.@ Right "' Q.89 k
Max. Allow Moment 13.38 k-ft . . . . used for dsgn = 1.33 k
fb : Max. Actual -291.9 psi .... Area Req'd = 14.03 in2
Fb : Allowable-971.l psi . fv : Max. Actual 15:45 psi
Fv : Allowable ;= 95.0 psi
Ck= .8ll(E/Fb)A.5 27.24
Rb= (LeD/BA2)A.5 6.11 Bearing Req'd@ Left 0.00 in
Cf per UBC 2304.3.5 = 1.00 Bearing Req'd @ Right .. o.oo in
Center Camber -0.23 in
O· iiillliiliOiliillllliillililllil 57
57llUJJJOOlilf lilii Iii iii i, 1111 0
24r--------UlllllllltlllHHllll1~HHIHlUlllllllllll1Jllllllllll!!l!lllll!!l11,\ll11illllllllillliiiHIII ~ --4---l .----l---t----..
t
I
R= 1.001k
Vm•:r= ORQI.-
15.00.
Mmex = 4.02ft-k
t> 7.50 ft
t
1
R= 1.0011:
Vm•,-= 0 RQI.-
SPAN DATA
Center Span =
Left Cantilever
Right Cantilever
UNBRACED LENGTHS
Le: Center Span =
Le: Left Cant.
Le __ :_ Right Cant. -=
Reactions ... DL
Left 1.00 k
Right 1.00 k
Deflections-...
Center -0.15 in
.... Dist 7 .50 ft
... L/Defl 1194
Left o.oo in
... L/Defl 0
Right o.oo in
... L/Defl 0
_Page: ~ L\
15.00 ft
0.00 ft
0.00 ft
15.00 ft
0.00 ft
0.00 ft
Maximum
1.00 k
1.00 k
-0.15 in
7 .500 ft
1194
0.000 in
0
· O .000 in
0
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MARTIN & MARTIN, INC.
STRUCTURAL & CIVIL ENGINEERING
7801 MISSION CENTER CT SUITE 400
SAN DIEGO, CA 92108
Date: 01/22198
GENERAL TIMBER B):i!AM DESIGN
BIRTHDM TENTS
BEAM
BEAM DATA
Timber Section 8X12 End Fixity
Beam Width 7 .500 in Elastic Modulus
Beam Depth 11.50 in Beam Density
Lamination Thickness = 0.00 in Load Duration Factor =
Pin:Pin
1100000 psi
35.0 pcf
1.00
Fb -Bending 975 psi Beam Wt. is Ad9ed to Loads
SPAN DATA
Center Span
Left Cantilever
Right Cc1ntilever
UNBRACED LENGTHS
Le: Center Span
Le: Left Cant. Fv -Shear 95 psi End Shear Ca le' d at Support
-Fe -Bearing --... ------=--.. -0 psi. .. -----. .... __ Le.:. Right Cant .. :.
Uniform Load@ Cente.r Span: DL = 24.0 plf
Point Load: DL = 995.0 # at 7.50 ft.
APPLIED LOADS.
SUMMARY
USING 7.500 x 11.500 Beam. Bending= 37.35%, Shear= 15.28%
Max. Pos Mom @ 7 .50 ft= 5.00 k~ft Shear: Max. @ Left
Max. Neg Mom @ 0.00 ft= 0.00 k-ft .... used for dsgn = · --Max@ Left·· -·· · -·· ·--o:oo·k-ft · : ... Area Req'd
Max@ Right 0.00 k-ft Max. @ Right =
Max. Allow Moment = 13.38 k-ft .... used for dsgn =
fb : Max. Actual 362.6 psi · .... Area Req.'d
Fb : Allowable 971.1 psi fv : Max. Actual
Fv: Allowable
Ck= .81l(E/Fb)A.5
Rb= <LeD/BA2)A.5
Cf per UBC 2304.3.5
Center Camber
27.24
6.11
1.00
-0.25 in
24 _
Bearing Req'd@ Left
Bearing Req'd @ Right=
n1,1,,1,1,1,1,1111,11111111,1,1,11,0111111,1m11m1,111111,1,1,n1110111111,1,1,11,00111111
~
t t
0:83 k
l.25 k 13.18 .i ,;2·.
0.83 k
1.25 k
13.18 in2
14.52 psi
95.0 psi
0.00 in
0.00 in
.,_j -----------.:.=15.0~0 _---· ---··-···-· ......,.....,..---1f·····-·· ·--------·----·-
Mmax = 5.00fH
R= 0.835k • 7.50 0 R= 0:835k
Reactions ... DL
Left 0.83 k
Right° ... 0.83 k
Deflections ...
Center .. -0.16 in
.... Dist 7 .50 ft
... L/Defl 1094
Left 0.00 in
... L/Defl 0
Right 0.00 in
... L/Defl 0
Page:~ ("Z._
15.00 ft
0.00 ft
0.00 ft
15.00 ft
0.00 ft
0.00 ft
Maximum
0.83 k
0.83 k
-0.16 in
7 .500 ft
1094
0.000 in
0
0.000 in
0
VrnAV: n R-:>;~ u.u .:..;,, :1,u .,.:. tu,u 1,&.,:1
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MARTIN & MARTIN,. INC.
Structural & Civil Engineers ·
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
. Phone (619) 497-2118
Fax (619) 497-0429
SHEET NO. ~ (3
CALCULATED BY ~ /v1., C:.,.
OF-----,----
DATE-:..,-~-19:-1'€,~--
CHECKED.BY-----,-.------DATE
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7801 Mission Center Court Suite 400 7 9 f":l SAN DIEGO, CA 92108 CA~CULATED BY ::S-M e.. DATE_·__._ l'---,('--'-=o"---_
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Fax {619) 497-0429
. .
CH_ECKED BY • · DATE ____ _
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MARTIN.& MARTIN, INC.
Structural & Civil Engineers ·
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN & MARTIN, INC.
Structural & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN & MARTIN, INC.
Structural & Civil Engineers ·
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429
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MARTIN & MARTIN, INC.
Structural & Civil Engineers ·
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
~hone (619) 497-~iis .
Fax (619) 497-0429
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MARTIN & MARTIN, INC.
Structural & Civil Engirieers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
Fax (619) 497-0429 _
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MARTIN & MARTIN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400
SAN DIEGO, CA 92108 (
Date: 01/20/98
GENERAL FOOTING DESIGN
Page: N f-\ oF
. 2. \
Birthday Tents
Castle Hill
DESIGN DATA AXIAL LOADS DIMENSIONS
Allow. Soil Pressure = 2500.0 psf Dead Load 0.00 k
0.0 k
0.0 k
0. 00 in
0.00 ·in
Width Along X-X Axis = 5.00 ft
5 .. 00 ft
18.00 in
8.00 in
!i.OO in
... Short Term Increase = 1.33 Live Load
Base Pedistal Height 0.00 in Short Term Load
Length Along Y-Y Axis
Thickness
Seismic Zone 4 .... Ecc. Along X-X Axis =
Overburden Weight O. oo psf ... Ecc. A long Y-Y Axis .,
Column Dim. Along X-X Axis=
Column Dim. Along Y-Y Axis=
Live & Short Term Loads ·Don't Act Together
Concrete Weight . 145.0 pcf _______ .. _ _ __ _
Y-Y AXIS ROTATION FORCES
.... Pressures@ Left/Right
Moment: DL Q,O k-ft
0.0 k-ft
7 .8 k-ft
Shear:
LL
Short Term -
DL
LL
Short Term =
0.00 k
0.00 k"-
0.00 k
Pressure
D+L
X-X AXIS ROTATION FORCES
.... Pressur~s@ Top/Bot
Moment: DL
Shear:
LL
Short Term=
DL --· ·-. LL
Short Term=
SUMMARY
0.0 k-ft
O.Ok-ft
0.0 k-ft
0.00 k
0.00 k
0.00 k
Moments & Shears
Max. Allowable
Soil
Max Pressure
Allowable Pressure
'X' Ecc. of Resultant
'Y' Ecc. of Resultant
217 .5 psf
2500.0 psf · o.o in
0.0 in
D+L+ST
676.9 psf
3325.0 psf
17 .1 in
0.0 in
Mu/Phi
Vu:1 Way
Vu:2 Way =
Overturning Ratio=
l.2 k-ft
2.8 psi
0.3 psi
1.8 :1
93.1 psi
186.2 psi
1.5 :1
Service Load Pressures .....
DL + LL
Dead+live+Short Term
Factored Load Pressures ....
ACI Eq 9-1
ACI Eq 9-2
ACI Eq 9-3
f'c
Fy
FOOTING DESIGN
3000 psi · 'm'= Fy / <. 85f' c)
60000 psi Vn: 1. •. 2Cf'c) A. 5
3.5 in Vn:2 ... 4Cf'c)A .5 Rebar CL Clear to Soil
Min. Steel % 0.0014
FACTORED SHEAR .FORCES
Left
217 .5 psf
0.0 psf
.Left
304.5 psf o.o psf
o.o psf
Right
217 .5 psf
676.9 psf
Right
304.5 psf
947.7 psf
609.2 psf
23.5_3
109.54 psi
219.1 psi
Top
217 .5 psf
217 .5 psf
Top
304.5 psf
304.5 psf
195. 7 psf
ACI 9-1 AC! 9-2 AC! 9-3 Vn * Phi
Two-Way Shear
One-Way: Vu@ Left
One-Way: Vu@ Right
One-Way: Vu @ Top· --
One-Way: Vu@ Bottom
Mu/Phi @ Left
Mu/Phi@ Right
Mu/Phi@ Top
Mu/Phi@ Bottom
0.00 psi 0.21 psi 0.18 psi
-0.01 psi -1.68 psi -1.08 psi
= -0.01 psi 2.82 psi 1.81 psi
=-·--0.0lpsi--· -0.0lpsi·----O.Olpsi -
= -0,0lpsi --0.0lpsi -'O.Olpsi
FACTORED MOMENTS
ACI 9-1 ACI 9-2 ACI 9-3
=, -0.0k-ft -0.8k-ft
-0.0 k-ft 1.2 k-ft
0.0 k-ft-· 0.0 k-ft ..
-0.5 k-ft
0. 7 k-ft
0.0 k-ft
0.0 k-ft 0.0 k-ft 0.0 k-ft
186.23 psi
93.11 psi
93.11 psi
93.11 psi·
93.11 psi
Ru
3.8 psi
5.5psi
0.0 psi
o.opsi
Factor of Safety:
Factor of Safety :
SERVICE LOAD OVERTURNING STAB+LITY
Static
Y - Y AXIS
X - X AXIS
--None--
--None--
Short Term
1.75 :1
--None--
As Req'd
-0.244 in2/ft
0.244 iri2/ft
-0.020 in2/ft ·
o. 020 i n2/ft
Bottom
217 .5 psf
217.5 psf
Bottom
304.5 psf
304.5 psf.
195. 7 psf
(eoo!EifltleQ on-:next p;igo .... )
.... ~ ~~