HomeMy WebLinkAbout1 LEGOLAND DR; THE RIDGE; CB981645; Permit: IN
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: Perm\t Ho~ CB98164~
.··Proje'ct:· No~ A9B02193
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APP·ROvAL--
~~-DATE 3 'fJ°t[ •
~LEARANCE _ t · ,...;,,.:====·=-==~ .. .....,.-.,.,.,.., .-,,.,.,,,-:,_;..:~= j
·ctTY Of CARLSBAD . . .
-2015 Las pa]rnas-Dr:, Carlsbad, CA:'920C/J (619) 438-1161
I
PERMIT Af:>PLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
20~?. Las'Palmas Dr., Carlsbad CA 92009
(760) 438-1161
FOR OFFICE USE ONLY
PLAN ~HECK No.f8-/f'o.C/S--
EST: VAL--,---------
Plan Ck. Deposit ________ _
Validated By _________ -,-__
Date ______________ _
A ress (include Bldg/Suite #) Business Name (at this address)
Legal Qescription Lot No. Subdivision ·Name/Number Unit No. Phase No. Total # of units
Proposed Use
# of Bedrooms # of Bathrooms
Name Address City S,ta'te/Zip Telephone#
l)05~s-'J:,'e0NTffAC-TOS9coun~~NA••~-f*~~-:t.{1.~'f7,.~ --~,.~i '':"./<J<'} ~4!.tf/, ½$.;·}':~~~~<,!.:~:i,t"t·,.w.-t.i:-~~~SF.;;7~~~~~~r~;~,,~,,:'fZ.::.::!'~ .. ~~T,'.~~~~-;=;:I "-'~ 4;,''i¾M•.: '' , ....... "' "' ' • ' .t',~., -~~t~'~J \t, .. ,' R..~·.1$1-..-%w .... '*,ff"....,' :¢.'};;'t ~"<.(,.,,' -N~<.wl,,t(~~;,.s~1.::ld~,q~~--"0(Mi.::f.<M~\t,.,..;-.,i3¼.b,.-,--..i.·iw,y,.,~~ie)~½~t,:.'€"~~-~~ m;:.~~-llfil:.1->r~,..,.,,i,,..},,\¼Af.:..,;..'i.'ir.rsi,._,."¾i. ~~2L~-~~·~'
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, ,alter, Jmprove, 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 Div[sion 3 of the .Business and Professions Code) of that he '.is -exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applic.ant for a permit·subjects. the applican·t t,o a·civil penalty.of not more than five hundred dollars [$5001).
Name Address City State/~ip Telephone#
State License # ----------License Class---------~ City Business License # _______ _
Designer Name -Address City '.State/Zip Telephone
State License # ;;;:;;;::;;;:;;;:;::;:;;;;::;;:;;:;::;:;;;;:;;;~:;;:;:;:;::;;..,.~-
:S~~~~V'{O~~itl!~~{C~QMR~i$AUQK~~i~d~~~~'¥~:£~]S~~¼¾t;i~,>~1?1[J&f;[;~~D~$~i;i~iT~~}~~~~t.~~#~~~jfft&V:~~~¼~~~,~~
Workers' Compensation Declaration: l'hereby at.firm under penalty of perjury one.of the following declarations:
0 I have and will maintain a certificate pf consent to self-insuce·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' compensatiim, as required by Section .3700 of the Lat;>or 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 B!: COMPLETED IF'THE PERMIT IS fOR ONE HUNDRED DOLLARS ($100] QR'USS) ·
0 CERTIFICATE OF EXEMPTION: I cer:tify,that in tlie performance of the·work for which this permit is issued, l·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 shaJI subject an· employe.r to criminal penalties and· clvll fines up to one hundred
thousand dollars {$100,000), in addition to the c9st_of compensation,.da.mages as,provided for in Section 3706 of ,he Labor code, interest and attorn!!y's fees.
SIGNATURE·------------,---,--,------,,--'----,---,---'-,-,-,----,---DATE~--------
~I2t10WN~Rfjiu1JIJERfD:e~~;iij1fiJ;N~JiifiJj~~~\tii~}~'fi~~i{f;;~~~~i~~~~~t:1i~::~~~t~~%~~)r:,t~!f1f~1~t~~t;~S{~~m.~~{·~~~~~~}~j~f*1~f;'J!l~~*t:;JrJl?J.2~l%f
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 w9rk 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·notlntended 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 u_nder Section -----'-,---Business and Profi,ssions 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 rhave hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone
number/ 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 / type
of work): -
PROPERTY OWNER SIGNATURE_~---------------------~ DATE ________ _
;c'oi'•i!]fflf"r{:ifsisec-rfofi:F.;..w:NoN'ioE.~litilfliflJ,,nuT(n1tio•pl:Rf,irr'£0Ni~~*~?.f~'.sf:::'!;!;1'.~,'B;~t%A'?.:''m"~ml$,"~:t';(7.l';~'?,R\f_\'¾,~';fD':2'\";i<~,:;i]~t\":l~':i;::11tt::st,~
., , •• , ... A • " • ll<!' ••• -~-, --~-• ,o ,·-·~-9/.1.._, • .31'-~' ':'I.,.,. "" •. ~ ..... """, , ~ ... , .. ,'11 -~ ~'"' '~·:K0/'J~)7'\C'A"'''·=·"·"·•''• '""' ,·,§,'!,~~ ,t,,:i,..•,;<c.s,,;:;.r~--;,;,;tJ,z,.._.,,.. "•'"'""'''.,"""'"'"""~'"'·-•'··· ~.,,\Aa.
Is the applicant or f.uture 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
Is the applicant or future building occupant required to obtain a permit frqm the-air pollution control district or air-cjuality management district? O YES O NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site 7 0 YES O· ·NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CEijTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS Ti:IE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
~.ffif£.o'.N$:TR.~~1B@J\IP1f.«l~9~.ti~W\liii~'-i~\:.~,;;,$Z;;;lP,.~"'i't~:;/&J,.}:,,_!;;~-~~~i'i;i!:li!E~¼l~~~~:,;;~¥:=~~~~7:~.~z:;;~~:{ '.:~:-)J';";'J.f:'~,;
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 LENDER'S ADDRESS.,,..,-,----~-----------------
!~~~fAP.J!LlO,M:l¥.C!:J:lll~l~ATJP,«t11ifu:1t&-'.tJ~\a~J~t:fi;},.\~t¼l~fi:.~z;~~f~~~:~~~i~~~~:Ji~~~1~i?&~fJfi~~7i~F~:~;~~~~~~&'Jf~~
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 Citt of Carlsbad to enter upori the above mentioned
property for inspection purposes. I ALSO AGREE TO S,AVE, 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 5'0w deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Buil · icial 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 c !l within 365 pays 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 wo mmenced to ·, f 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE DATE
PINK: Finance'.
·~' ' r •
C-ity of Carlsbad Inspection Request
For: 3/5/99
Permit# CB981645
Title: RIDGE OVERLOOK,PLATFORM PLANS
Description: AND STRUCTURAL CALCS. 400 S.F.
Type: COM Sub Type:
Job Address: 1 L.EGO DR
Suite: Lot
Location:
l\PPLICANT : YU, GINA
Owner: LEGOLAND CARLSBAD INC <LF> J.,EGO
Remarks:
Total Time:
CD Description
19 Final Structural
29 Final Plumbing
39 Final Electrical
49 Final Mechanical
Comments
Inspector Assignment: PD ------'--
· Phone: ;J /__.
, inspecfDrfiL_
Requested By: JIM SKATES
Entered By: CHRIS.TINE
___________ _.... ____ . --.----------------------------'---------
Inspection History
Date Description Act lnsp Comments
3/2/99 89 Final Combo NR PD
11/3/98 1·1 Ftg/Foundation/Piers
11/2/98 11 Ftg/Foundafion/Piers
AP DH
NR PD
CHY of Carlsbad D'lr:' · l .. 1U:aCEIVED . --~ ; Final Building Inspection
De~;~~ildlng E~n_!! Planning CMWD St Lite Fire c:Of-e,~~:~ I ·
Plan Check#: . Date: . EN~/2i99;~Q..pf-PARHvF:NT
Permit#: CB981645 PermitType: COM
Project Name: RIDGE OVERLOOK,PLATFORM PLANS ·
AND STRUCTURAL CAL,CS. 400 S.F.
Address: 1 LEGO DR
Contact Person: JIM SKATES Phone:
Sewer Dist: CA Water Dist: CA
Subtype:
lot:
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Inspected cf)_ Date
~L-?1 . /Disapproved: __ By: Inspected: Approved: I
Inspected Date·
By: . Inspected: Approved: Disapproved: __
Inspected · Date
By: Inspected: Approved: Disapproved: _. __
·····················································••!!••• .. ································•······•···•····················································
Comments: ________________________________ ___._ _______ _
,,,
CIIJ al Carlsbad
~-; Fina1 Buildina· 1nspecuon
"~-... ,P
Dept: Building Engineering P~: CMWD St Lite Fire
Plan Check#:
Permit#:
Project Name:
Address:
Contact Person:
Sewer Dist:
Inspected
By:
Inspected
By:
CB981645
RIDGE OVERLOOK,PLATFORM PLANS
AND STRUCTURAL CALCS. 400 S.F.
1 LEGO DR
JIM SKATES
CA
Phone:
Water Dist: CA
Date
. Inspected: .
Date
Inspected:
Date:
PermifType:
Sub Type:
Lot:
Approv~d:
Approved:
3/2/99
COM
Disapproved: __
Disapproved:__ .
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Comments: ___________ _... ______________________________ _
.... , \
cnvot·Carlsbad. ·
· Final Building Inspection
Dept: Building Engineering Planning .CMWD St lite :Fire
Plan Check#:
Permit#:
Project Name:
CB981645
RIDGE OVERLOOK,PLATFORM PLANS
AND STRUCTURAL CALCS. 400 S.F ..
Address: 1 LEGO DR
Contact Person: JIM SKATES Phone;
Sewer Dist: CA Water Oist: CA
Date: 3/2/99
Permit Type: COM
Sub Type:
Loll
• ••••I I I I• I•• I a 11 •• 1• •••II•••.•• 1a a••••••.,,. .......... • I•••••••••• I •i I•••••• •II••••••••••••••••!•••••••• I•••• I I•••••••• ••!I 1'• ii•••••••••'••• I• I I• I•• I• I• I 11• •• •• ••
~;pected .. ~:~ected:
Inspected V Date
~ Approved: ___ Disapproved:--._
By:----------"-'-Inspected: ----'---'--'-'-"--Approved: ---Disapproved:-.-
Inspected Date
By: __________ Inspected: ______ Approved: ___ Disapproved:_. __
····················································~···································································••!'••······························
Comments: --..,.--------'------,-----,----,-----------,-.---,-.---------...,....-
CilY of Carlsbad
· Final Building _Inspection
Dept: Building Engineering Planning CMWD St Lite ·~
Plan Check#: Date: 3/2/99
Permit#: CB981645 PermitType: COM
Project Name: RIDGE OVERLOOK,P[ATFORM PLANS Sub Type:
AND STRUCTURAL CALCS. 400 S.F. ,~ 1-§ {('; rs; n ~f j§'. p\l
Address:· 1 LEGO DR Lot: .,,o{ -1ni;
Contact Person: JIM SKATES Phone: -,!fl! MAR -8 1999 JI
Sewer Dist: CA WaterOist: CA _ _ jLI-_______ w \
·i;~;~~···················F7····· ·····:·~:::: ......................... :~~:~~~~:·············::~:;:~~:·=·
Inspected Date
By: Inspected: Approved: -Disapproved: __
Inspected Date
By: Inspected: App.roved: -Disapproved:_. __
•••••••••••••••••••••••••••••••••!!••••••••••••••••••••••••••••••••••••••••i!•••••••••••••••••••••••••••••••••••••••••••••-•••••••••••••••••••••••••••••••••u
Comments: ..... ·---~...,,.....-------· __ ,...._ "'T"'""--~----· ..... -------·----·+,--------"---------------
1/v c) ~ 1\,-r'\. r t.;.,,;,
SEE
MULTIPLE
SPECIAL INSPECTIONS
SCA.NNED
SEPARATELY
CB972027 IS THE . .
PLAN CHECK NUMBER FOR
MANY OTHER CB'S
ALSO SEE .
(
CB971460(OUTER PARK)
CB971465(ADMIN BLDG)
L
l •J Information • ®To Build On Page_. 1_of_
EngitJeering • Consulting • Testing INSPECTION REPORT
cuENT_ .... L=-=e.0n::...=...;._o ___ _ PROJECT (Name} Le&zo~ )-
DATE-/,--,..[_3/_.-_'7,__._.)'.,._--~
(Address}__, _______ ....,... __
Wakb a.
Architect _ ___,/,_·-/ ..___,6;c__c..;L=-------------~-
REPoRrNo. Laz_o:z, -99(/,
Building Permit No. f'? -/~
Engineer _ _.lY/'-'-~c/,-=---=-fJ1__. ______ '--___ _
Plan File No. _______________ _
Govt. Contract.No. ______________ _
Contractor._-iJ3~ ..... l3--=G~-----------OSA·o~HP.D # / ·-rt
Other J?dy -O,;(!i/c,a~ (>4:~l&zzr
INSPECTION MAT'LSAMPLING _$_ MATERIAL DESCRl~ON . INSPECTLON·CHECKLIST
__ OSHPD ./SJ_ Concrete Cylinders .JL Rinf.: Rebar4('7in fL1r 1_ Plan & Specs
_OSA _._Cement __ Rinf.: W.W.F. --)fL Clearances
__ specialty __ Mortar Samples --_ Rinf.: Tendons . . _)!!!. Positions
__ Mechanical _-_Grout Samples __.lL Cone.: Mix #/psi,5".r.z Ji 66J -)d.. Sizes
C M' #/ . I __ Electrical __ Masonry Prisms. _ one.: 1x psi ,,kJ.Laps
__ Roofing ___ . _ Masonry Block ----. -_ Cone.: Mix #/psi _ Future Continuity #/psi
X..concrete __ Fireproofing --_ Grout: Mix #/psi _2t. Consolidation
__ Masonry _. _ Units (block or brick) --_ Mortar: Type/psi _ Mortar Batchinn
__ struct Steel __ Asphalt Concrete --____ Units: Block _ Electrode Storage
__ Prestress Cone __ Roofing --_ Units: Brick _ Torque Applied
__ Pile Driving __ Reinf. Steel --__ Steel
__ Fireproofing _._Steel --_HS.Bolts
__ waterproofing __ H.S. Bolts -·--_-Metal Decking
__ Non-Destructive __ Tendon (PT Strands) --_ Electrodes
__ soils Technician __ Other --·_ Fireproofing
__ Batch Plant __ Other --___ Other _ Corrective action required __
__ Bolt Pull-Out __ Other --. _ Corrections completed
REMARKS ..
CERTIFICATION OF COMPLIANCE: T9 the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans,
specifications and applicable sections of the building coges. This report covers•the IQcations of .the work inspected only and does not constitute engineering opin-
ion or project control. ·
DATE---,--~//._-_,,''----U~------
PSI-B-900-170(2)
EsGH Corporation
'l.n Partnersliip 'U/itli (jovemmett.t for '13uifaing Safetg
DATE: July 22, 1998
JURISDICTION: Carlsbad
PLAN CHECK NO.: 98-1645 ·
PROJECT ADDRESS: 1 Lego Dr.
PROJECT NAME: Maze Overlook
SET:ll
~~NT
~
D PLAN REVIEWER
D FILE
D The plans transrnit!ed herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes. · ··
~ The plans transmi.tted 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.
D 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 jurisdiction to forward to the applicant
contact person. ·
D The applicant's copy of the check list has been sent to:
~ Esgil Corporation staff did not advise the applicant that the plan check has been completed.
D Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
~ REMARKS: At detail 8/L362: 1. Revise the handrail height to 34" minimum, 38" maximum.
2. Revise the handrail diameter to 2" maxi.mum: 3. Show that the handrails extend 23"
beyond the bottom of the stair and 12" beyond the top.
By: Kurt Culver
Esgil Corporation
D GA D CM D .EJ .. o PC
Enclosures:
7/1-7/98 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 ~ San Diego, California 92123 + (<'.119) 560:-1468 + Fax (619) 560-1576
EsGil Corporation
'1.n Partnersliip wftli(]ove.mment for '13u{faing Safety
DATE: June 12, 1998
JURISDICTION: Carlsbad
PLAN CHECK NO.:. 98-1645
PROJECT ADDRE:SS: 1 Lego Dr.
PROJECT NAME: Platform Framing; Overlook
SET:'I.
D APPl:J ANT
JURI .
D PLAN REVIEWER
CJ FILE
D The plans transmitted h$rewith have 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.
~ 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 jurisdiction to forward to the applicant
contact person. "
[Z) The applicant's copy of the check Ust has been sent to:
faxed to Gina Yu
(760) 804-7960
~ Esgil Corporation staff did not advise the applicant that the plan check has been completed.
D Esgil Corporation staff did advise the applLcant that the plan check has been completed .
Person contacted: . Telephone #:
Date contacted: (by: ) Fax#:
Mail Telephone Fax In Person
D REMARKS:
By: Kurt Culver Enclosures:
Esgil Corporation
D GA DCM D EJ 0 PC 6/2/98 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560'-1468 + Fax (619) 560-1576
Carlsbad 98-1645
June 12, 1998
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK NO.: 98-1645
OCCUPANCY: A3
TYPE OF CONSTRUCTION: V.a.N
ALLOWABLE FLOOR AREA:
SPRINKLERS?:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: June 12, 1998
FOREWORD (PLEASE READ):
JURISDICTION: Carlsbad
USE: View Platform
ACTUAL AREA: -40D
STORIES:
HEIGHT:
OCCUPANT LOAD:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 6/2/98
PLAN REVIEWER: Kurt Culver
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 access for the disabled. This plan
review is based on regulations enforced by the Building Department .. You may have other
corrections based on laws and ordinances enforced by the Planning· Department, Engineering
Department, Fire Department or other d~partments. Clearance from those departments may be
required prior to the issuance of a building permit. . .
-
Code sections cited are based on the 1994 UBC. .
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.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comforw.dot
Carlsbad 98-1645
June 12, 1998
• GENERAL
1. Please make all corrections on the original tracings and submit two new sets of
prints, to:
Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San 0iego, California
92123, (619) 560-1468 ..
2. Please provide a complete construction cost estimate.
• PLANS
3. Only structural plans were provided. Please provide complete architectural
plans., showing disabled access provisions, guardrails, etc.
4. No dimensions were provided on the plans.
• FOUNDATION
5. Provide a letter from the soils engineer confirming that the foundation plan,
grad.ing plan and·specifications have been reviewed and that it has been
determined that the recomm·endations in the soil report are properly incorporated
into the plans. (When required by the soil report).
• FRAMING
6. On the cover sheet of the plans, specify any items requiring special inspection,
in a format similar to that shown below.
• REQUIRED SPECIAL INSPECTIONS
In addition to the regular inspections, the following checked items will also
require Special Inspection in_ accordance with SE:3c. 1701 of the Uniform Building
Code. · -
ITEM
$OILS COMPLIANCE PRIOR TO
FOUNDATION INSPECTION
OTHER
REQUIRED? REMARKS
YES (anchor bolts per pg. 22 of calcs)
7. When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official
for approval prior to issuance of the building permit. Please review Section
106 .. 3.5. Please complete·the attached form ...
Carlsbad-98-1645
June 12, 1998
• AODITIONAL
8. To speed up the review process, note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc.
9. Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly ·
describe them and where they are located in the plans.
Have changes been made to the plans -not resulting from this correction list?
Please indicate:
0 Yes O No
10. The jurisdiction has contracted with Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego, California 92123; telephone 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 98-1645
June 12, 1998
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION:
PLAN CHECK NUMBER: _______ OWNER'S NAME:
I, as the owner, or agent of the owner.(contractors may not employ the special inspector),
certify that I; or the architect/engineer of record, will be responsible for employing the speqial
inspector(s) as required ·by Uniform Building Code (UBC) Section 1701.1 for the construction
project located at the site listed above. UBC Section 106.3.5.
Signed
I, as the engineer/architect of record, certify that I have prepared the following special
inspection program as required by USC Section 106.3.5 for the construction project located at
the site listed above.
Signed
1. List of work requiring special inspection:
D Soils Compliance Prior to Foundation Inspection
D Structural Concrete Over 2500 PSI
D Prestressed Concrete
D Structural Masonry
D Designer Specified
D Field Welding
Englnee~s/Archllect's Seal
& Signature Here
D High Strength Bolting
D Expansion/Epoxy Anchors
D Sprayed-On Fireproofing D Other _____ _
2. Name(s) of individual_(s) or firm(s) responsible for the special inspections listed above:
A.
8.
C.
-
3. Duties of the special inspectors for the work listed above:
A.
8.
C.
Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site.
Carlsbacl 98.:.1645
June 12, 1998
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Kurt Culver
BUILDING ADDRESS: 1 Lego Dr ..
BUILDING OCCUPANCY: !Jeck
BUILDING PORTION BUILDING AREA
(ft/) -. Deck 400
-
...
.
Air Conditionino
Fire Sprinklers
TOTAL VALUE
PLAN CHECK NO.: 98-1645
DATE: June 12, 1998
TYPE OF CONSTRUCTION: Wood
VALUATION VALUE
.. MULTIPLIER '($)
. 12 4800
. .
4800
D 199 UBC Building Permit Fee [Z1 Bldg. Permit Fee by ordinance: $ 69.83
D 199 UBC Plan Check Fee -~ Plan Check Fee by ordinaAce: $
Type of Review: ~ Complete Review . D Structural Only D Hourly
' -
D Repetitive Fee Applicable o· Other: .
Esgil Plan Review Fee: $ 36.31
Comments:
Sheet 1 of 1
macvalue.doc 5196
City of Carlsbad
M#ih·11 h44ii,i~l-l4·ktihii4hl
BUILDING PLANCHECK CHECKLIST
DATE: b,.../'$:7<5 PLANCHECKNO.: CBo/6-/~¢6
BUILDING ADDRESS: On:: C: L-(;20 c?lr--·
PROJECT DESCRIPTION: £,IAfte_ ,4?qce_ ~a>~
ASSESSOR'S PARCEL NUMBER: _________ EST. VALUE:
ENGINEERING DEPARTMENT
APPROVAL DENIAL
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 modifications, 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 build.
A Right-of-Way permit is required prior to
construction of the following improvements:
Please see the attached report of deficiencies
marked with D. Make necessary corrections to plans
or specifications for compliance with applicable
codes and standards. Submit corrected plans and/or
specifications to this office for review.
By: Date:
By: Date: --------
By: Date:
FOR OFFJCIAL USE ONLY
NG AUTHORIZATION TO ISSUE BUILDING PERMIT:
By: ,_ Date: 6 _,, / ~ 'l ~
ATTACHMENTS
Dedication Application
Dedication Checklist
Improvement Application
Improvement Checklist
Future Improvement Agreement
Grading Permit Application
Grading Submittal Checklist
Right-of-Way Permit Application
Right-of-Way Permit Submittal Checklist
and Information Sheet
Sewer Fee Information Sheet
ENGINEERING DEPT. CONTACT PERSON
Name: Frank Jimeno
City of Carlsbad
Address: 2075 Las Palmas Dr., Carlsbad, CA 92009
Phone: (619) 438-1161, ext. 4501
CFO INFORMATION
Parcel Map No:
Lots:
Recordation:
Carlsbad Tract:
A-4
lll.ASPAI.MAS\SYS'11.IBRARY\ENGIWORDIOOCSICHKLST\BUidinq Planchecl< Cl<lsl BP0001 Form FJ.doc ,.
Rev.913197 2075 Las Palmas Dr.• Carlsbad, CA 92009-~576 • (619) 438-1161 • FAX (619) 438-0894 @
>, .c
~ ti Q) .c: t)
C: C: C: ca ca ro C: a: a:
, . PLANNING DEPARTMENT
BUILDiNG PLAN. CHECK REVIEW CHECKLIST
Address ·one L€6o ,()rive
Phone (619) 438-1161, ex-tension l/f4t'C
Type of Project and U$e:,-.i..n..,. l"C\.
1
(X) Project Density: Al/~ ,. .
Zoning: C-7-c; Generar Plan: T-tf . .·Facilities· rvlanagement Zone: . 13 .
CF~outl_# . /. Date of particip1;1ti.on: l?nl/23 Remaining net dev acres: 2.S-.. ~~ One : · ~ · · · -·~ -. . . . . . : . . ·, .. <. \· . . . ... -.
(For non..:residential development: Type of land used created by
this permit: All o±hec ~d"l ( vses wrr: ,'o/e,;,-/ffiech o-n ---rhe c..ho,.r--J-;
Legend: ~-Item Complete G2J ~ ·It~~-l~comp;ete -Need$ your actior· .:_·
Environmental Review· Requir~d: YES.-· _· NO 2( TYPE ---'----'-
DA TE OF COMPLETION:------------------
Compliance with conditions of approval? If .not, state conditions which require action.
Conditions of Approval·: ··-
Discretionary Action Required: Yl;S .. NO. x-TYPE --~-. . c.c:# 97-G7o .. --· s:-20--47
APPROVAL/RESO. NO. Ac.::JJ 'KfiB-fl/Cf!tf DATE fl-lG-C/7
PROJECT NO .. SQ,tl Zvlc./ . . ...
0THER-RELATE0 CASES: _·...;;;;q);.;::,-,£!,.f)_C,..L.,;G-·: ___ .-.::....ICc:;..._--,---------------_..;..
1
Compliance with conditions of approvc1I? ·If .not, state conditions which require action.
Conditions of Approval: -------'---,-.----,-------------a....c.--,---
Coastal Zone Assessment/Compliance
Proje~~-sit~ _lo_c~~eq. j1;1;.'.6o'a$t&LZ:bne? : ~ES;·)(.-NO·:··.,:/.·.-
CA Coastal Commissior:i Authority? YES __ · NO )(
., ';,
If California Coastal Commission Authority: Contact ~hem at ._ 3111 Camino Del Rio North, Suite
200, San Diego CA 92108-1725'; (619) 52l-,8036 . -
Determine status (Coa$tal Permit Required or Exempt):
Coastal Permit Determination Form already completed?
If NO, complete Coastal Permit Determination. f=orm now.
Coastal :Permit Determination Log #:
Follow-Up Actions:
YES
Al/;eq
NO --
1) Stamp Building Plans as "Exempt''. or "Coast~I Permit Required" (at minimum
Floor Plans) .. ~
2) Complet~ Coas~~-,1 Permit D$termination Log as needed.
--
@))fo
lnclusionary Housing Fee required: YES __ NO~
(Effective date of lnclusionary Housing Ordinance -May 21, 1993.)
Data Entry Completed? YES NO ----' .(Enter CB#; tJACT; NEXTf2; Construct housing Y/N; Enter Fee Amount (See fee schedule for amount); Return)
Site Plan:
1. Provide a fully dimensional sit~ _plan drawn to scale. Show: North arrow, •. property lines, easements, .existing and proposed structures, streets, existing
street improvements, right-of-way width, dimensional setbacks and exi~ting
topographical linei. /J('r:Nide. ~ srie-jJlo,t'\ .shN-/i'rf -Hie. lo<4-fi'cv1 a+' .
-+1-,e /,J f'O/!(J~ cc~c,f,'o,r,.
2. Provide legal description of property and assessor's parcel number.
Zoning: <'-""'/J ,/ ---ee -x..J Cf(;-/7 1 . Setbacks:
Front: Required -------Interior Side: Required ______ _
Street Side: Required ______ _
Rear: Required -------
Shown -------Shown -------Shown -------Shown -------
~ D 2. Accessory structure setbacks:
Shown Front: Required ~-------------Interior Side: ·Required· -------Shown -------Street Side: Required ______ _ Shown -------Rear: Reqµired ______ _ Shown -------Structure separation: Required ______ _ Shown -------
3. Lot Coverage: Required -------Shown -------
Height: , Required _______ Shown --.-------
A-t,11Jde-eleva-Hcns eon-firwirnc;--th:c-/-/J~ he' oes no+-ex~ ~ ~,c,'Vo1(.JIN'\ /Jet'""'t he!J?it-:
Parking: Spaces Required ' Shown -------
Guest Spaces Required -------Shown -------
D D D · Additional Comments ____________________ _
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE~
07/14/1998 14:03 6192920771 SAN DIEGO PAGE 02
•. --7 ... _.· L_Ei_lS_Wli_'O_'N ___ AM_'D_A....,SS"""""'o_ci_~_TE ..... s, .... ·:IM_C_. -------~~ ·Gtotw.-1111111111N1 l'llwlr11111i111 ... frl1lnl'*t CcaalrallS
July 14, 1998
ProjectNo.49601S1-009
To: LEGO'Pa.rk PUmhing
5600 Avenida)::ncin~. Suite 130
· Carlsbad, Califotnia92008
,,
Attention: Mr. Richard Ap~l
..
Subject: Structural Plan Review Letter, The Ridge Nature Maze, LEGOLAND, Carlsbad,
California.
References: Leighton aQ.d.Associat~s, 1996, Supplemental Gcotechnical lnvestigatjon, Lego
Family Park, Carlsbad Ranch,. C~lsbad; California, Project No. 4960151-001,
dated July 23~ t996 ·
Hellmuth Obata + Kassabaµm, Inc. 1998, Structural J>Jans for. The Ridge, Nature
Maze Platform, Legoland, Carlsbad, Califomja, dated May 15, 1998, Sheet. S220
In ae<:~~ with your request, we are herein providing .out' comments regarding the review of
the structural plans (referenced al;,ove) for the Overlook Platfopn for the Nature Maze at the
Ridge, in Legoland, Carlsbad, California. B~ed on o~ review, it is our opinion that the
structural plans are in conformance with the recommendations provided in our geotechnical
report dated July 23, 1996-(referenc~d above). In addition, a representative .of our firm ·should
observe the foundation excavation prior to concrete placement.
If you have any questions, please, do· not hesitate to contact this office. We appreciate the
opportunity to be of service, · ·
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
Distribution: (2) Address~e
(I) HOK, Attention: Ms. Kyoko Adachi FAX :.H0/453-2052
(1) Martin .~d Dunn Attention: Mr. Rqq Joyce FAX 619/497-0429 .
(1) HOK, Attention: Mr. Chris Roonef (l,ego Site Office) 760/804"'7959
P/projectSl49601Sl-0031..e&oNmure:MazcOverlook
3934 MURPHY CANYON ROAD. SUITE 8205. SAN Dl~GO. CA 9i 123
,'_ .. : '
·' -::, , ;
·2
(619) 292-8030 • (800) 447-2626
FAX (619) 292..0nl
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~ MARTIN & M.ARTIN, INC.
Structural -& Civi+ Engirteers ~ 7801 Mission Center Ct. #400 San Diego, CA 92108 Rhone (619) 497-2118 Fax (619) 497-0429
STRUCTURAL CALCULATIONS
FOR
(M&M PROJECT NO. 960240.00)
The Ridge Clu.ste.r
Maze Overlook Platform and Partitions
Architect of Record: Hellmuth Obata & Kassabaum
For Bulletin No. 408
May 15, 1998
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SUBJECT
Maze Overlook Platform
Maze Partitions
INDEX
SHEET NO.
01 -.27
28 -31
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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, C.A 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
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Martin & Martin, Inc.
_ 7801 Mission Center Ct., Suite 400
San Diego, CA 92108 ,
Title : Maze Overlook
Dsgnr: tmb -
Description :
Job# £,3():240
Date: 9:00AM, 12 MAY 98
I
(619) 497-2118
Description fb-1
I General lnfor_mation
Section Name 5.125x12.0
Beam Width 5.125 in
Beam Depth 12.000 in ·
Member Type GluLam
Bm Wt. Added to Loads
Load Dur. Factor -1.QOO
Beam End Fixity Pin-Pin
Wood Density 35.000 p9f
I Uniform Loads
Uniform Loads Over Full Span
Center DL
Left Cantilever DL
Right Cantilever DL
I Trapezoidal Loads
Scope:
Generai Timber 8-eam
Center Span
Left Cantilever
Right Cantilev~r
13.00 ft ..... Lu
ft ..... Lu
ft ..... Lu
Douglas Fir, 24F-V4
FbAllow 2,400.0 psi
FvAllow
FcAllow
E
30.00 #/ft
#/ft
#/ft
LL
LL
LL
165.0 psi
650.0 psi
1,600.0 ksi
375.00 #/ft
#/ft
#/ft
0.00 ft
0.00 ft
0.00 ft
#1 DL@ Left
DL@Right
#/ft
30.00 #/ft
LL@Left
LL@ Right
#/ft
375.00 #/ft
Start Loe
End Loe
0.000 ft
3.500 ft
#2 DL@Left
DL@Right
Summary I ·
30.00 #/ft
#/ft
LL@Left
LL@ Right
375.00 #/ft
#/ft
$tart Loe
End Loe
9.500 ft
13.000 ft
Beam Design OK
Span= 13.00ft, Beam Width = 5.125in x Depth = 1 ;?.in, Ends are Pin-Pin
Max Stress Ratio 0.439 : 1
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right Support
Max.Mallow
fb 1,026.85 psi
Fb _2,400.00 psi
/ Deflections
Center Span ...
Deflection
... Location
... Length/Def!
10.5 k-ft
24.6 k-ft
Maximum Shear* 1.5
Allowable
10.53k-ft at 6.500 ft Shear: @Left
@Right O.OOk-ft at 0.000 ft
O.OOk-ft
0.00k-ft
24.60
fv
Fv
Dead load
-0.028 in
6.500 ft
5,565.7
72.37 psi
165.00 psi
Total Load
-0.27iin
6.500ft
563.79
Reactions ...
Left DL
Right DL
Camber:
0.34k
0.34k
Left Cantilever ...
Deflection
... Length/Def!
Right Cantilever ...
Deflection
... Length/Def!
@Left
@Center
@Right
Max
1 Max
Dead Load
0.000 in
0.0
0.000 in
0.0
4.5 k
10.1 k
3.44 k
3.44 k
0.000 in
0.042 in
0.000 in
3.44k
3.44k
Total Load
0.000 in
0.0
0.000 in
0.0
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Martin & Martin, Inc.
_ 7801 Mission Center Ct., Suite 400
San Diego, CA n108
Title : Maze Overlock
Dsgnr: tmb · ·
Description :
Job#960240
Date: 9:15AM, 12MAYS'8
I
(619) 497-2118 Scope:
Genera! Timber Beam
Description fb-2
I General Information
Section Name 5: 125x12.0
Beam Width 5.125 in
Beam Depth 12.000 in
Member Type Glulam
Bm Wt. Added to l,.oads
Load Dur. Factor 1.000
Beam End Fixity Pin-Pin
Wood Density 35.000 pcf
I Uniform Loads
Uniform Loads Over Full Span
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F-V4
FbAllow
Fv.Allow
FcAllow
E
1-1.50 ft .... :Lu
ft ..... Lu
ft ...... Lu
2,400.0 psi
165.0 psi
650.0 psi
1,600.0 ksi
Center DL
Left Cantilever DL
Right Cantilever DL
60.00 #/ft
#/ft
#/ft
LL
LL
LL
750.00 #/ft
#/ft
#/ft
Summary I
Span= 11.&lft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin-Pin
Max Stress Ratio 0.583 : 1
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right Support
Max.Mallow
fb 1,330.48 psi
Fb 2,400.00 psi
13.6 k-ft
24.6 k-ft
Maximum Shear* 1.5
Allowable
1.3.64k-ft
0.00 k-ft
at 5.750 ft
at 0.000 ft
Shear: @ Left
@Right
O.OOk-ft
O.OOk-ft
24.60
·fv 96.26 psi
Fv 165. 00 psi
Reactions ..•
Left DL
Right DL
Camber: @ Left
@Center
@Right
0.43 k Max
0.43 k Max
0.00 ft
0.00 ft
0.00 ft
Beam Design OK
5.9 k
10.1 k
4.74k
4.74k
0.000 in
0.037 in
0.000 in
4.74k
4.74k
7
•
I Deflections
• Center Span ...
Deflection
... Location
... Length/Def!
Dead Load
-0.025 in
5.750ft
5,525.0
Total Load
-0.275 in
5.750 ft
501.96
-left Ca"ntilever ...
Deflection
... Length/Def!
Right Cantilever ...
Deflection
... LengWDefl
Dead Load
o.ooo·in
0.0
0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
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Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-2118
Description fb-3
L General Information
Section Name 4x12
Beam Width
Beam Depth
Member Type
3.500 in
11.250 in
Sawn
Bm Wt. Added·to Loads
Load Dur. Factor 1.000
Beam End Fixity Pin-Pin
Wood Density 35.000 pcf
Title : Maze Overlook
Dsgnr: tmb -
Description :
Scope:
General Timber Beam
Center Span
Left Cantilever
Right Cantilever
Douglas Fir -Larch, No.2
7'.00 ft ..... Lu
ft ..... Lu
ft ..... Lu
Fb Allow 875.0 psi
Fv Allow 95.0 psi
Fe Allow 625.0 psi
_E 1,600.0 ksi
Job# 960240
Date: 9:::0AM, 12 MAY 98
0.00 ft
0.00 ft
0.00 ft
I
I Trapezoidal Loads t
#1 DL@ Left
DL@Right
Summary_ I
#/ft
30.00-#/ft
LL@.Left
LL@Right
#/ft
375.00 #/ft
St1;1rt Loe
End Loe
0.000 .ft
7.000 ft
Baam Design OK
Span= 7.00ft, Beam Width = 3.&JOin x Depth = 11.25in, Ends are Pin-Pin
Max Stress Ratio b.249 : 1
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right Support
Max. Mallow
fb 216.23 psi
Fb 962.50 psi
I Deflections
Center Span ...
Deflection
... Location
... Length/Def!
1.33 k-ft
-0.00k-ft
O.OOk-ft
O.OOk-ft
5.92
fv
Fv
Dead Load·
-0.002 in
3.584 ft
42,022.3
.1.3 k-ft
5.9 k-ft
Maximum Shear* 1.5
Allowable
at 4.032 ft
at 7.000 ft
Shear: @ Left
@Right
23.62 psi
95.00 psi
Total Load
-0:017 in
3.640 ft
4,864.02
Camber: @ Left
@Center
@Right Reactions ...
-Left DL 0.07k Max
Right DI,, 0.10 k Max
Left Cantilever ...
Deflection
... Length/Def!
Right Cantilever ...
Deflection
... Length/Def!
Dead Load
0.000 in
0.0
\
\
0.000 in
0.0
0.9 k
3.7 k
0.51 k
0.98 k
0.000 in
0.003 in
0.000 in
0.51 k
0.98k
Total Load
0.000 in
0.0
0.000 in
0.0
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Martin & Martin, Inc.
7801 Mission Center.Ct., Suite 400
San Diego, CA 92108
Title : Maze Overlock
Dsgnr: tmb · ·
Description :
Job# 960240
Date: 9:27AM, 12MAY£18
(619) 497-2118
Description fb-4
I General Information
Section Name 4x12
Beam Width
Beam Depth
3.500 in
11.250 in
Member Type Sawn
Bm Wt. Added to Loads
Load Dur. Factor 1.000
Beam End Fixity Pin-Pin
Wood Density 35.000 pcf
I Uniform Loads
Uniform Loads Over Full Span
Scope:
Genera! Ti rrrber Seam
Center Span
Left Cantilever
Right Cantilever
Douglas Fir -Larch, No·.2
6.00 ft ..... Lu
ft ..... Lu
ft ..... Lu
Fb Allow 875.0 psi
Fv Allow 95.0 psi
Fe Allow 625.0 psi
E 1,600.0 ksi
Center DL
Left Cantilever DL
Right Cantilever DL
30.00 #/ft
#/ft
#/ft
LL ·
LL
LL
375.00 #/ft
#/ft
#/ft
Summary I
Span= 6.00ft, Beam Width = 3.5:JOin x Depth = 11 .~n, Ends are Pin-Pin
Max Stress Ratio 0.343 : 1
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right Support
Max.Mallow
fb 303.23 psi
Fb 962.50 psi
1.87 k-ft
0.00k-ft
0.00k-ft
O.00k-ft
5.92
fv
Fv
1.9 k-ft
5.9 k-ft
Maximum Shear* 1.5
Allowable
at 3.000 ft
at 6.000 ft
32.60 psi
95.00 Pl?i
Reactions ...
Left DL
Right DL
Shear:
Camber:
0.12k
0.12 k
@Left
@Right
@Left
@Center
@Right
Max
Max
0.00 ft
0.00 ft
0.00 ft
Beam Design OK
1.3 k
3.7 k
1.24k
1.24 k
0.000 in
0.003 in
0.000 in
1.24k
1.24k
f
I
J Deflections l
Center Span ...
Deflection
... Location
... Length/Def!
Dead Load
-0.002 in
3.000 ft
41,462.1
Total Load
.:.0.018 in
3.000 ft
3,957.51
Left Cantilever ...
Deflection
... Length/Def!
Right Cantilever ...
Deflection
... Length/Deft
Dead Load
0.000 in
0.0
' \ 0.000 in
0.0
Total Load
0.000 in
0.0
0.000 in
0.0
•
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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 Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
SHEET NO.
CALCULATED BY
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I Structurcll & Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
Phone (619) 497-2118
1 Fax (619) 497-0429
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7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108 CALCULATEDBY _____ ..... fb=._ DATE B,12-,qt:,
Phone (619) 497-2118
Fax (619) 497-0429 CHECKE·o BY--'--'-------'-----'----DATE~----
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beam thickness
plate thickness
bolt diameter
Fes (para/perp)
Re
k3
Equation
8.3-2
8.3-3
8.3-4
2.25 in
0.375 in
0.75 in
2600 psi
22.3077
0.8673
Z value
2190 lbs
2180 lbs
3040 lbs
Fyb
Fem
p·. e.i:,r...,T f>JHrl, .
45000 psi
58000 psi
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beam thickness
plate thickness
bolt diameter
Fes (para/perp)
Re
k3
Equation
8.3-2
8.3-3
8.3-4
1.5625 in
0.375 in
0.75 in
2600 psi
22.3077
1.233
Zvalue
1520 lbs
2150 lbs
3040 lbs
Fyb
Fem
45000 psi
58000 psi
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MARTIN & MARTIN, INC. JOB _,_. _____________ .:;..~=.:.:-;;_c~::.<....:.<.-=:::;_ _____ _
I Structural & Civil Engineers
7801 Mission Center Court Suite 400
· SAN DIEGO, CA 92108
Phone (619) 497-2118
SHEET NO:_.------'--____._(-""~-OF ____ _
CALCULATED BY ______ #; __ DATE '5 'IL· 16
1 Fax (619) 497-0429 QHECKED BY--'--------DATE--------
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Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-21-18
Description Typical 4X12 plate
I General Shapes
Type ...
Title : Maze Overlook
Dsgnr: tniP · ·
Description :
Scope:
Built-Up Sectkm Properties
#1 Rectangular Height 9.750 in Width 0.375 in
3.250 in #!2 Rectangular
J Summary ...
Total Area
X cg Dist.
Y cg Dist.
Height 0.250 in Width
4.469 in2 lxx 45.59 in4
0.76 in4
1.63 in
4.22 in
lyy
Edge Distances from CG.
+X 1.625 in
-X -1.625 in
+Y 5.784 in
-Y -4.216 in
Xcg
1.625 in
1.625 in
rxx
ryy
S left
S right
Stop
Job # Sfil240
Date: 9:01AM, 13MAY$'8
Ycg
5.125 in
0.125 in
3.194 in
0.412 in
0.466 in3
0.466 in3
7.882 in3
S bottom 10.813 in3
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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-----~~-=--=-o'?:ALJP~--"'--""'=:..-..;..-------
SHEETNO. -/ e, OF _____ _
CALCULATED BY ---------'-'-th ____ . DATE 5, I>; ·$
CHECKED'BY ----'------DATE ____ _
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Double Shear Bolt Values with metal main member Angle to Grain
K theta
beam thickness 2.25 in
plate thickness 0.375 in Fyb
bolt diameter 0.75 in Fem
Fes (para/perp) . 2600 psi
Re 22,3077
k3 0.8673
Equation Z value
8.3-2 1950 lbs
8.3-3 1940 lbs
8.3-4 2700 lbs
45
1.125
45000 psi
58000 psi
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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....,..._ ------------"--ie::'--'~ "-'(9""-()'---'l.::A::AJ?'-'--'-'-_='V _____ _
SHEET NO. ,i.-0 OF ____ _
CALCULATED BY --'-----..:;_tb=--DATE ______;;;_.5....:..., Jt._,-1-JS...::;. __
CHECKED BY-------'---DATE ____ _
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_ Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-2118
Description Maze Platform Column
/ General Information
Steel Se~tion PSSTD
Column Height 12.500 ft
Title : Maze Overlook
Dsgnr: tmb
Description :
Scope:
Steel Column
Fy
Duration Factor
36.00 ksi
1.330
End Fixity Fix-Free X-X Unbraced 12,500 ft
12.500 ft Live & Short Term Loads Not Combined Y-Y Unbraced
Loads
Axial Load ...
Dead Load
Live Load
Short Term Load
Distributed lateral Loads ...
Along Y-Y
Along X-X
Summary
0.56 k
k
k
E;cc. for X-X Axis Moments
Ecc. for Y-Y Axis Moments
_bL ST
0.060 k/ft
k/ft
Job # sr.:i0240
Date: 1 :42PM, 1311/.A Y 98
X-X Sidesway : Sway Allowed
Y-Y Sidesway : Sway Allowed
Kxx
Kyy
in
7.500 in
2.000
2.000
Start .£lli!_
0.500 -> 12.500 ft
-> ft
Column Desigl1 OK
Section: P8STD. Height= 12.51.,"ft, Axial i.;oads: DL;: 0.56, LL= 0 CO. ST::: 0.COI<., Ecc. = 0.COOin
Unbracedlengths:X-X= 12,50ft, Y-Y= 12.50ft.
Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 - 1
AISC Formula H1 - 2
AISC Formula H1 - 3
~<X .. :.:~fs, ~d csh::~d per i.fS.,.a 1 KNL/r < Ci::
·:-'":· :: -r:~s : f~ t~~::c\'.·J pr:.:r 'L~i ... ·~; }{'-~L/:-" < !.~c_
0.0158 0.0158 0.1176
t
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Allowable & Actual Stresses Dead Live DL +LL. DL + Short
Fa: Allowable 12.71 ksi
fa : Actual 0.07 ksi
ksi
Fb:xx : Allow [F3 .. 1] 23. 76 ksi
fb : xx Actual
Fb:yy : Allow [F3. 1]
fb : yy Actual
/ Analysis Values
0.00 ksi
ksi
23.76 ksi
0.25 ksi
0.00 ksi 12.71 ksi
0.00 ksi 0.07 ksi
ksi ksi
0.00 ksi 23.76 ksi
0.00 ksi 0.00 ksi
ksi ksi
0.00 ksi 23'.76 ksi
0.00 ksi 0.25 ksi
F'ex: DL+LL 14,321 psi . Cm:x DL+lL 0.85 Cb:x DL+LL
F'ey: DL+LL 14,321 psi Cm:y DL+LL 0.85 Cb:y DL+LL
16.90 ksi
0.07 ksi
31.60 ksi
3.34 ksi
31.60 ksi
0.25 ksi
F'ex: DL+LL+ST 19,047 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST
1.75
1.00
1.00
1.00 F'ey: DL+LL+ST 19,047 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST
MaxX-XAxis Deflectio,n -0.150in at 12.500ft MaxY-YAxis Deflection 0.022in at 12.500 ft
I Section Properties P8STO
Diame 8.63 in Weight 28.53#/ft I-xx 72.50in4
Area 8.40in2 I-yy 72.50in4
S-xx 16.812in3
Thickness . 0.322 in S-yy 16.812in3
r-xx 2.938in
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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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JOB --'"--------'-""-W,=....;b..:c...;;;...0....;;..~.:....:-:.,=..::;;...._ ___ _
SHEETNQ. ______ i-.;__"l,,-_OF ____ _
CALCULATED BY --'-----'--------"-bh.....__ DATE 0• }'2,.. ''1&
CHECKED BY------'------DATE ____ _
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_ Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-2118
Title : Maze Overlook
Dsgnr: tmb ·
Description :
Scope:
re,: SG••Jl)l Steel Column Base Plate
Description Typical Base Plate -DL +LL
/ General lnformatioh
Axial Load
X-X Axis Moment
Plate Height
Plate Width
Pier Height
Pier Width
fc
Fy
LDF
6.00 k
2.18 k-ft
16.000 in
16.000 .in
24.000 in
24.000 in
3,000.0 psi
36.00 ksi-
1.000
AISC Edition 9th Edition
I Summary I
Plate Design
Min. Req'd Plate Thick
Analysis Type
Tension Force per Bolt
Bearing Stress
Max Plate Capacity for
Allow. Bearing
0.300 in
1
0.01;)8' k
66.48 psi
403.20k
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Steel Section
Section Depth
Section v'.'{idth
Flange Thick·
Web Thick
Anchor Bolt Data
Dist. from Plate Edge
Bolt Count per Side
Tension Capacity
Bolt Area
Allow Concrete Bearing
PerACI 10.15
PerAISC J9
\ \ \
Job#960240
Date: 8:31AM, 13MAY£-8
'2-';
P8std
8.625. in
8.625 in
0.322 in
0.322 in
1.500 in
2
5.990 k
0.442 in2
2,677.5 psi
1,575.0 psi
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_ Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-2118
Title : Maze Overlook
Dsgnr: trnb · ·
Description :
Scope:
;,..,_ ,,i,,i01 Steel Column Base Piate
Description Typical Base Plate -DL +LATERAL
I General Jnformation_
Axial Load
X-X Axis Mqment
0.56 k
5.03 k-ft
Plate Height
Plate Width
16.000 in
16.000 in
Pier Height 24.000 in
Pier Width 24.000 in
f'c 3,000.0 psi
Fy 36.00 ksi
LDF 1.330
AISC Edition 9th Edition
I Summary I
Plate Design
Min. Req'd Plate Thick
Analysis Type
Tension Force per Bolt
Bearing Stress
Max Plate Capacity .for
Allow. Bearing
0.364 in
1
2.235 k
179.66 psi
536.26k
Steel Section
Section Depth
Section Width
Flange Thick
Web Thick
Anchor Bolt Oata
Dist. from Plate Edge
Bolt Count per Side
Tension Capacity
Bolt Atea
Allow Concrete Bearing
Per ACI 10.15
Per AISCJ9
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· Job # 960240
Date: 8:30AM, 13 MA.Y 98
PSstd
8.625 in
8.625 in
0.322 in
0.322 in
1.500 in
2
5.990 k
0.442 in2
2,617.5 psi
2,094.8 psi
I
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MARTIN & MARTIN, I NC. JOB ________ ___,wb ___ · ~OL,4-M:7---------,-----
1 Structural & Civil Engineers SHEET No. izt; OF _____ _
7801 Mission Center Court Suite 400 ..L ! ,
SAN DIEGO, CA 92108 CALCULATED BY ..... · --"--~"---'72,,''----DATE---:~"'-'-d'-"b--'-.1+-'b'--_
Phone (619) 497-2118 I Fax (619) 497-0429 CHECKED BY---'--,---------DATE ____ _
SCALE _____ fn4.-----.a.--'--z,e--=---=N---"-~"'----'-------~-------
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t:f)r::;:.14-o f~F t,,. ~f'?F-av...
(,,I.PO fo/r 1-~? ts-f"?F Q-_f!:..
.:: r;l, OS:> fi :::i rP,f-
/.)Se:
-=# '5 ~ J ,._Jl~c.. T+-:B (~e.,-rj
df $# '5 C:;>/Jf T$..-6{1..,,at-,1~)
,;,
: L-----'-" -.. -., o ., .---------, ._ • -------. • --,-a • o -. ·, ~ ---,., ; • -, • · ~-~ n o -, c • .. -., • •' .-. , ~ • ----., ~ -.-. , ~ ---' ..
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_ Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-2118
Title : Maze Overlook
D~gnr: tmb ·
Description :
Scope:
Job # ~'"°
Date: 10:15AM, 13MAY98
,., ,.,.·J·11 General Footing Analysis & Des,igh
Description Typical Footing
I General Information I .
Allowable Soil Bearing
Short Term Increase
Base Pedestal Height
Seismic Zone
Overburden Weight
Live & Short NOT Combined
f'c
Fy
Concrete Weight
Loads
Applied Vertical Load ...
Dead Load
Live Load
Short Term Load
Applied Moments ...
Dead Load
Live Load
Short Term
Applied Shears ...
Dead Load
Live Load
Short Term
2,500.0 p·sf
1.330
0.000 in
4
0.00 psf
3,000.0 psi
60,000.0 psi
145.00 pcf
Q.560 k
5.440 k
k
-Dimensions ...
Width along X-X Axis
Length along Y-Y Axis
Footing Thickness
Col Dim. Along X-X Axis
Col Dim. Along Y-Y Axis
Min Steel%
Depth to Rebar
·--~c along X-X Axis
... ecc along Y-Y Axis
-0.000 in
0.000 in
4.000 ft
4.000 ft
18.00 in
16.00 in
16.00 in
0.0014
3.50in
Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis
(pressures @ left & right)
-0.350 k-ft
-3.400 k-ft
-4.680 k-ft
Creates Rotation about Y-Y Axis
(pressures @ left & right)
k
k
0.720 k
(pressures @ top & bot)
k-ft
k-ft
k-ft
Creates Rotation about X-X Axis
(pressures @ top & bot)
k
k
k
Summary Footing Design OK
4.00ft x 4.00ft Fo0ting, 18.0in Thick, w/ Column Support 16.00 x 16.00in x O.Oin high
Actual Allowable
I
Max Soil Pressure
Allowable
"X' Ecc, of Resultant
"Y' Ecc, of Res_ultant
DL+LL
944.1
2,500.0
4.747 in
0.000 in
DL+LL+ST.
658.7 psf
3,325.0 psf
1,1.733 in
0.000 in
Max Mu
Required Steel Area
0.948 k-ft
0.244 in2 ( ~~_Mj" ~ frl /rt' ?'f'(;.C,J /P
X-X Min. Stability Ratio No Overturning
Y-Y Min. Stability Ratio 2.046
1.500 :1
Shear Stresses ....
1-Way
2-Way \
Vu
0.594
\ 3.463
Vn * Phi
93.113 psi
186.226 psi
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_ Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-2118
Description Typical Footing ·
! Footing Design
Shear Forces ACI 9-1
Two-Way .Shear 3.46psi
One-Way Shears ...
Vu@ Left -0.01 psi
Vu@Right 0.59psi
Vu@Top 0.29psi
Vu@Bottom 0.29psi
Moments ACI 9-1
Mu@Left 0.95 k-ft
Mu@Right 0.17k-ft
Mu@Top 0.56k-ft
Mu@Bottom 0.56k-ft
I Soil Pressure Summary
Service Load Soil Pressures
DL+ LL
DL +LL+ ST
Factored Load Soil Pressures
ACI 9-2
0.44psi
-0.22psi
0.29 psi
.:.0.03psi
-0.03psi
ACI 9-2
0..44k-ft
-0.27k-ft
0:04k-ft
0.04k-ft
Left
944.06
658.66
ACI Eq. 9-1 1,484.21
ACI Eq. 9-2 922.12
ACI Eq. 9-3 592.79
Title : Maze Overlock
Dsgnr: tmb ·
Description :
Scope:
ACI 9-3
0.28 psi
-0.14 psi
0.18 psi
-0.02 psi
-Cl.02 psi
ACI 9-3
0.28 k-ft
-0.17 k-ft
0.03 k-ft
0.03 k-ft
Right
240.94
0.00
378.79
0.00
0:00
Vn * Phi
186.23 psi
93.11 psi
93.11 psi
93.11 psi
93.11 psi
Ru/ Phi
5.0 psi
1.4 psi
2.9psi
2.9 psi
Top
592.50
252.50
931.50
353.50
227.25 I ACI Factors (per ACI, applied internally to entered loads)
Job # £'60:240
Date: 10:15AM, 13MAY98
As Reg'd
0.24 in2 per ft
-0.24 in2 per ft
0.24 in2 pet ft
0.24 in2 per ft
Bottom
592.50 psf
252.50 psf
931.50 psf
353.50 psf
227.25 psf
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ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750
1.400
1.400
UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor UBC 1921.2.7 "0.9" Factor 0.900
ACI 9-1 & 9-2 ST 1.700 AC! 9-3 Short Term Factor
.... seismic= ST*: 1.100
1 ·-----~
JOB ________ ---i,c?Ek...-.:c..:;;.~..:;.l.A:,<,,~""'M'--_--------'---
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MARTIN & MARTIN, INC. ,Zit; OF ____ _ Structural ~ Civil Engineers
7801 Mission Center Court Suite 400
SAN DIEGO, CA 92108
SHEET NO.
CALCULATED BY -f:zb DATE
Phone (619) 497-2118
Fax (619) 497-0429
r --\ ' \
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CHECKED BY-------DATE ____ _
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_ Martin & Martin, Inc.
7801 Mission Center Ct., Suite 400
San Diego, CA 92108
(619) 497-2118
Title : Maze Overlook
Dsgnr: tmb ·
Description :
Scope:
Job# 960240
Date: 1:35PM, 13MAY98
Ste-el Cot umn
Description Maze Panel Column
/ General Information
Steel Section P3.5STD Fy 36.00 ksi X-X Sidesway : Sway Allowed
Duration Factor 1.330 Y-Y Sidesway: Sway Allowed
Column Height 5.000 ft
End Fixity Fix-Free
Live & Short Term Loads Combined
loads
Axial Load ...
Dead Load
Live Load
Short Term Load
Point lateral Loads ...
0.01 k
k
k
Along Y-Y ( strong axis moments)
Along X-X ( y moments )
Distributed lateral Loads... DL
Along Y-Y
Along X-X
Summary
X-X Unbraced
y.:y Unbraced
5.ooo·ft
5.000 ft
Ecc. for X-X Axis Moments
Ecc. for Y-Y Axis Moments
...11_ ST .
Kxx
Kyy
k
0.150 k
k/ft
0.150 k/ft
in
in
Height
ft
5.000 ft
2.000
2.000
Start _§ruL
-> ft
0.500 -> 1.500 ft
Column Design OK
Section : P3.5STD, Height= 5.00ft, Axial Loads: DL = O.Q1, LL= O.CO, ST= O.OOk, Ecc. = O.OCOin
Unbraced Lengths: X-X = 5.COft, Y-Y = 5.COft
Combined Stress Ratios Dead
AISC Formula H1 -1
AISC Formula H1 -2
AISC Formula H1 -3
"<Y .-p:-.>--..: ... F0 c:;;~\:·d p~r i.;:.:-ii ~-\·;·L/r < (>.;
--·: ·:" .ti .. di:: f.:J cah:;ii:i per 1.5--·~. ~LJr< Cc
0.000~
DL+ LL DL + ST + (LL if Chosen)
0.0003 0.1429
l
/ Stresses I
Allowable & Actual Stresses
Fa : Allowable
fa: Actual
Fb:xx: Allow [F3.1]
fb : xx Actual
Fb:yy: Allow [F3.1]
fb : yy Actual
I Analysis Values
F'ex: DL+LL 18,535 psi
F'ey: DL+LL 18,535 psi
F'ex : DL +LL +ST 24,651 psi
F'ey : DL +LL +ST 24,651 psi
Dead
14.23 ksi
o.oo ksi
Live DL+ LL DL + Short
ksi
23.76 ksi
0.00 ksi
ksi
23.76 ksi
0.00 ksi
0.00 ksi
0.00 ksi
ksi
0.00 ksi
0.00 ksi
ksi·
0.00 ksi
o.oo ksi
14.23 ksi
0.00 ksi
ksi
23.76 ksi
I O.QO ksi
\
ksi
23.76 ksi
0.00 ksi
Cm:x DL +LL 0.85 Cb:x DL +LL
Cm:y DL +LL 0.85 Cb:y DL +LL
18.93 ksi
0.00 ksi
31.60 ksi
0.00 ksi
31.60 ksi
4.51 ksi v
Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST
1.75
1.75
1.75
1.00 Qm:y DL +LL +ST 0.85 Cb:y DL +LL +ST
Max X-X Axis Deflection 0. 000 in at 0. 000 ft Max Y-Y Axis Deflection -0. 082 in at S-.000 ft
I Section Properties P3.5STD
Diame 4.00 in Weight
Area
9.10#/ft
2:68 in2
I-xx
1-yy
C! --
4.79in4
4.79in4
,, "lni:: i"'"l
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ICBO Evaluation Service, Inc. ;o
5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299
A subsidiary corporation of the International Conference of Building Officials
EVALUATION REPORT
Copyright tJ 1995 ICBO Evaluation Service, Inc.
Report No. 5193
Issued June 1, 1995
Filing Category: FASTENERS-Concrete and Masonry Anchors (066)
HILTI HIT HY-150 AND HIT HY·20 ADHESIVE ANCHOR SYSTEMS
HILTI, INC.
5400 SOUTH 122 EAST AVENUE TULSA, OKLAHOMA 74146
I. Subject: Hilti'HIT HY-150 and HIT HY-20 Adhesive Anchor Systems.
II. Description: A. HIT Adhesive Anchor System: General: The r:ilti HIT
HY-150 and Hilti HIT HY-20 consist of a two-componentresin,adr:esive in
two foil cartridges separating the resin from the hardener. The f~:! pack-
ages are attached to an opening and dispensing manifold. An au;er-styte
nozzle is attached for proper mixing of the adhesive componelits. 7he HIT
HY-150 is for use with rebar sizes No. 3 through No. 11, threaded r Jd sizes
3/s-inch through 1-inch diameter or HFA anchors with %-inch :nrough
%-inch internal thread diameter for anchoring into normal-we:;:-:t con-
crete, lightweight concrete or grout-filled block. The.threaded rc:js con-
form to ASTM A 36, ASTM A 193 Grade B7, ASTM F 593 or All:-y Group
1 Type 304 condition CW. The HFA flush inserts conform to A: S: 12L 14
material. The HIT HY-20 is used with a galvanized metal scree;; and all-
thread rods of 3/s-inch through %-ihch diameter to anchor into c:ay brick
masonry. Steel reinforcement dowels are No. 3 through No. 11 ::nform-
ing to ASTM A 615 Grade 60.
B. Installation: ihe anchor is inserted into a predrilled hoie :;.at has
been cleaned with a wire brush or water so as to be free of d;;s:. debris
and standing water. The hole 1s drilled to the embedment deptt s~ecified
in the appropriate tables. For clay brick masonry, the galvan::::i metal
screen tube is completely filled with-HIT HY-20 adhesive and ir.s;::ed into
the predrilled hole. The threaded rod is inserted into the adhes1,..e-fillsd
metal screen tube, turning slightly to ensure the complete bond::i; while
pushing the anchor to the bottom of the screen. For concrete, li;~:weight
concrete and grout-filled masonry units, the predrilled hole is fil:ed one-
half full with HIT HY-150 adhesive. The thread~d rod, reinforcsrr:e~t'doviel
or HFA flush insert is then inserted into the hole, turning slightly 1~ ensure
the complete bonding white pushing the anchor to the bottom of t~e hole.
The anchor should not be disturbed until completely cured. i~: curing
times and respective base material temperatures for the adhesive mix-
tures are in Table 4. Dimensio:ial and installation criteria are in ':ables 1
and 2. Allowable tension and shear values are in Tables 5 thrc~;h 10.
Allowable load values are inf!uenc:ed by the temperature of ma:erial into
which anchors are installed. If base material temperatures excssd iOcF.,
the tensile values in Tables 5 through 10 must be adjusted byths a;,;,roprl-
ate factor taken from Figure 1 and Ffgure 2.
C. Special Inspection: Special inspection in accordance with Section
1701.3 of the code is provided for anchor installations, verifying that
a·nchors are installed in accordance with manufacturer's instructions and
this report. The manufacturer's instructions are incltJded in each package.
D. Identification: The adhesive material is identified in the field by pack-
,aging labels indicating the manufacturer's name, evaluation report n um-
ber, and product name.
Ill. Evidence Submitted: Descriptive data and results of tension, shear
and creep tests.
Findings
IV. Findings: That the HIit! HIT HY-150 and HY-20 Adhesive Anchor
System~ described in this report comply with the 1994 Uniform Build·
. ing Coder", subject to the following conditions:
1. Anchors must be installed in accordance with this report and the
manufacturer's Installation Instructions including the anchor
size, embedments, spacings, and edge distances shall conform
to respective tables in this report.
2. Allowable shear and tension loads are as set forth in this report.
L. Allowable loads for anchor subjected to combined shear and
~ tension forces are determined by the ratio of the actual shear to
" the allowable shear, plusJhe ratio of the actual iension to the
allowable tension, not exceeding 1.0.
4. Special inspection in accordance with Section 1701.3 of'the
code is provided for all anchor installations.
5. Calculations and details showing that the anchors comply with
this report must be submitted to the local building official for
approval.
6. Tl)e ·HIT adhesive anchor system cannot be used to support
fire-resistive construction unless special consideration is given
to fire conditions.
7. The HIT adhesive anchors cannot be used to resist pullout forces
In celling or wall installations unless proper consideration is
given to fire conditions.
8. The tabulated allowable load values cannot be increased fer
shorMerm loads such as wind or earthquake loads.
This report Is subject to re-examination In one year.
E1·aluation reports of ICBO E1·aluaticn Ser.~e; !r.c •. , CrE issued saitt1· :oproridE ir.forrr.aion to Clars A members of ICBO, urili:;ing rhc code upcn 1,•hich rhe report
is based. E1•c:lua:icn reports are notlo be construed as rc;rescr.::r.g :;Es:he:fcs or :;,'!J' o:1-.era:trJ;z:tes not s;,ec:f;ca!ly c:Idrcsred nor er en cr.dorsEmer.t or recommcn-
darwn for use ofrhe subjw report. .
This report is based upon ir.dcpcndent zesis or ozher-tecr.r.ical cc:c ?;;l::r.~ci by the a;,plicar.t. The KBO E1·c!ucrion Scn·iee, lr.e., technical stafj has rcl'iel<'cd rlie
test results aruiloro:her tk;;a, but does not possess tcstfacili:ie.r :o r.:.:J;e.::.n ir.dc;cr~cr.r verification. There is r.o i.·arrcnry by ICBO Ei•aluarion Serricc, lr.c., e:::press
or implkd, aslo any ''Finding" or other mar.er in the re;,ort or1s :a cr.y product covered by,the report. T/:is disclaimer includes, but is not limited to, merrhar.tabilizy.
Page 1 ors
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Page 3 of 6
TABLE 4-RECOMMENOEO CURING TIME FOR HILT! HIT HY•150 ANO HILTI HIT HY-20 • .
'· MINIMUM CURE Tll!IE
=-hi
Report No. 5193
BASE MATERIAL TEMPERATURE HY 150 HY 20
'23°F. 6 hours 6 hours
32°F. 3 hours 4 hours
41°F. 1.5 hours 2 hours
68°F. 45minutes 1 hour
86°F. 25 minutes 45 minutes I
104°F. 15 minutes 30 minutes I
TABLE 5-ALLOWABLE TENSION ANO SHEAR VALUES IN NORMAL-WEIGHT CONCRETE ' FOR THREADED ROOS WITH HY-150 RESIN (pouncls)1.2,3,4,S,6
TENSION• !
BONO STRENGTH i?Qunda) STEE!,, STRENGTH ~uncls) SHEAR (i>quncls) !
CONCRETE ·-304 ss 304 ss I ANCHOR DIAMETER Et.lBEDMENT DEPTH 2,000 pal ~.COO pal ASTMA 1a3 Grg1 1 AS'!M A 193 Group 1 (inc:hea) (Inches) Conc:_rttl C¢l'lc:r111 ASTMA36 Grade ~7 ASTM A36 Grade 7 cw I
1% 720 950 935 930 1,150
I -3/g 3l/2 1,405 1.712 2,100 4,500 3,600 1,110 1,480 1.565
51/4 2.010 :.Cl0 1,110 1,480 1.565
·----~l/g...___ 810 1.140 1,455 -1,555 1,415 ~-l .,,,,. 4l/4· ---r-i~ .:.945 3,700 8,100 6.500 · 2,160 2,860 3,300 65/g ~.190 2.160 2.860 3.300
.
.
2''2 / 1,040 1 . .:..;s 1 2,035 2,060 1.630 !
S/g s Z,oi.:, -.'.N.:> 5,900 12,700 10,200 3.050 4.180 4,090 i ' 71,2 4,235 :.785 3,050 4,180 4,090 !
3:1g I 1,935 :,650 3,850 4,003 3,995 i 3/4 65/g 4.320 6.!20 8.400 18,400 12,SOO 4,410 6.SSS 6.615 ! 10 6.695 U40 4,410 6,585 6,615 ' 33/4 I 2.liS :.915 4.540 4,660 5.390 i 1/g ,,,, 5,520 ~.:10 11.500 25,000 17,000 7,115 9,800 9,845 ' 111i4 9,375 !1.i!0 7,115 9.800 9,845 :
41/g I 2,420 3.415 6,735 7,140 5.255
1 gl/, S.860 i.Si5 15,0:Y.l 32,705 22.200 8,090 12,125 11,475 ' 12Sis 10,930 i3.i35 8,090 12.125 I 1.475 !
1Toe tabulated tensile and shear \'alues are for a.,:hqrs insta!ied in ::.o:.::al-weight concrete h~ving a minimum designated ultimate compressi\'e sr:ength Cf',) at time of installation. · ·
2Toe Hilti HIT-HY 150 anchor system experiences a reduction in tensile capacity \\1:h increased concrete temperature. The factors noted in Figure I must be applied to
the tension \'alues noted in the above table when the anchors a:e i::stalled in locations where t.ie concrete temperarure may exceed 70°F.
3Spacing and edge.distance requireinenrs sh,all be in accorc!ance wi:.i Table 2.
4Special inspection in accordan·ce with Section 1701.1 of the code .c:i::st be. provided for all a.ichor installations.
~ Anchor rod allowable loads are governed by the tensile strength of t.ie steel.
6Allowable load should be the lesser of bond or steel·strength.
TABLE $-ALLOWABLE TENSION ANO SHEAR' VALUES FOR HFA INSERTS WITH
HIT HY-150 ADHESIVE IN MINIMUM 2,000 psi C0NCRETE (pounds)1.2,3
I I t ·~ .: 2,000 psi
INTERNAL THP.!;AC C!AMETER (lnc:l'I) E_M5E::1M!:t,'T DEPiH (1!'1:hes) I Tension.
J/g ! 31/2 . I 1.270 \
IJi 41/4 I 2,050 ~,& s I 2,670
J/4 6~/s I 4.280
Shear'
1.705
2,4'70
4,410
6.650
1The tabulated tensile values for anchors installed in no:mal-weigh!concrete ha,ing the minimum designated ultimate compressh·e strength Cf',) at time of installation.
2Spacing ofHFA inseru s·hall be in accordance with t.ie requirements noted in Table 3.
3The HIT a.,chor experiences a reduction in tensile capacity i·ith i.n:r~ed base,material temperarure. The factors noted in Figure I must be appliec to the values n0ted
in the abo,·e table \\ hen the ancho:s.-are instailed in locations where t.ie concrete temperarure may exceed 70°-F.
4Values obtained using a., SAE J429 Grade 5 bolt. (The me.::hanical prope:-Jes ofa., SAE Grade 5-bolt must meet the following requirements:/) = ~= l:si. F.,1, = ilO l:.~ii.
.........
-
-
-