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Home My WebLink About1 LEGOLAND DR; ; CB163081; Permit. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10-31-2016 Patio/Deck Permit Permit No: CB163081 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: Building-Inspection Request Line (760) 602-2725 1 LEGOLAND DR CBAD PATIO 2111000900 $11,006.00 Lot#: 0 Construction Type: NEW LEGOLAND: 726 SF METAL CANOPY FOR EMPLOYEE USE Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 08111/2016 SLE 10/31/2016 10/31/2016 PREGRESSIVE DESIGN PLAYGROUNDS LEGOLAND CALIFORNIA L L C <LF> PLAY US ACQUISI C/0 PROPERTY TAX SERVICE CO 2458 SANTA FE AVENUE VISTA CA 92084 760-597-5990 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Green Bldg Standards (SB1473) Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES P 0 BOX 543185 DALLAS TX 75354 $132.33 $0.00 $92.63 $0.00 $1.43 $1.00 $0.00 $0.00 $0.00 $0.00 $227.39 ~ Total Fees: $227.39 Total Payments To Date: $227.39 Balance Due: $0.00 Inspector: ~IL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING Ccicyof Carlsbad JOB ADDRESS 1 CT/PROJECT II u;.e... Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITEII/SPACEII/UNir# II BAni ROOMS qr~c.,. [!(BUILDING DFIRE Plan Check No. Est. Value PlanCk. Deposit Date 6-11-1(, SWPPP OCC. GROUP EXISTING USE GARAGE (SF) PATIOS (SF) AIR CONDITIONING YES0No0 FIRE SPRINKLERS YEsONoD APPUCANT NAME Prlmarv Contact ADDRESS CITY PHONE EMAIL DESIGN PROFESSIONAL ADDRESS CITY PHONE EMAIL -fe, Cit ZIP qzoetr -==t feD coll =1-s q4 ' .COM STATE ZIP FAX STATE LIC.II ADDRESS :1 CITY CJ\ ZIP PHONE EMAIL CONTRACTOR BUS. NAME e ADDRESS %a_ CITY PHONE EMAIL ~f STATE LIC.# liZ'/ I../ 1'13 I CITY BUS. LIC.II I ZZ. 9 782.. (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 tt\at he is licensed pursuant to the provisions of the Contractor's Ucense 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 {$500}). WORI<ERS' COMPENSATIO Workers' Compensation Declaration I hereby affirm underpena«y ofpeljury one of the following declarations: 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. ~ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy numberarelnsuranceCo. Oc::k ~lV#V"'" /laS-fA. PdicyNo. fR't../~707 9 3<-ExpirationDate 7-}-17 This section need not be completed if the permit is for one hundred dollars ($100} or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure w~rkers' com ansation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages a 'dad for in Section 3706 of the Labor coda, interest and attomey's fees. ,1$ CONTRACTOR SIGNATURE ~ 0AGENT DATE OWNER-BUILDER DECLARATI I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason. D D D I, as owner of the property or my employees wth wages as their sole compensation, >Mil do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors License Law does not appy 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 buildng or improvement is sold >Mthin one year of competion, the owner-builder >Mil have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exdusivety contracting wth licensed contractors to construct the prciect (Sec. 7044, Business and Professions Code: The Contractor's License Law does not appy to an owner of property who builds or improves thereon, and contracts for such projects wth contractor(s) licensed pursuant to the Contractor's License Law}. 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. Oves 0No 2. I (have I have not) signed an app ication for a building permit for the proposed work. 3. I have contracted wth the followng person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hi~ the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number}: (hired) the foljsllljng person\ij!o provide the work indicated (indude name I ad<tess I phone I type of work): .8$ PROPERTY OWNER SIGNATURE ENT DATE 8 -) /-/{, --------·-·-------~·~-·----------- I certify that I have read the application and state that the above infonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby aulhorize representative of the Qty of Carlsbad to enter upon the above mentioned property fer inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHIC MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OFT HIS PERMIT OSHA An OSHA permrt is required for excavations CNer 5'0' deep and ition cr construction of structures CNer 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the lsions .. of thJ~shall expire by limitation and become null and void if the builcing cr v.ak aulhorized by such permit is not corrrnenced wthin 180 days !rem the date of such permit cr if the building cr v.orK ed by such-~ is suspended cr albandoned at any time after the v.orK is ccrnmenced for a period of 180 days (Section 1 06.4. 4 Uniform Builcing Code). N$ APPLICANT'S SIGNATURE DATE g-jl-'' • STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) OCCUPANT (Listed above) MAIL/ FAX TO OTHER:---------------- Ji5 APPLICANT'S SIGNATURE (Office Use Only) CA ASSOCIATED CB#·------------ NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE PERMIT INSPECTION HISTORY REPORT (CB163081) BLDG-Commercial 08/11/2016Application Date:Permit Type:Owner:LEGOLAND CALIFORNIA, LLC Subdivision:Patio 10/31/2016Work Class:Issue Date: 1 Legoland Dr Carlsbad, CA Address:05/01/2017Expiration Date:Status: IVR Number: 716372 Closed - Finaled Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection CompleteActual Start Date 11/10/2016 11/10/2016 BLDG-11 Foundation/Ftg/Pier s (Rebar) 000585-2016 Failed Andy Krogh Reinspection Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Not ready No 11/15/2016 11/15/2016 BLDG-11 Foundation/Ftg/Pier s (Rebar) 001217-2016 Passed Andy Krogh Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Not ready Yes 12/15/2016 12/15/2016 BLDG-11 Foundation/Ftg/Pier s (Rebar) 005619-2016 Passed Andy Krogh Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Revised ftg layout Yes 12/30/2016 12/30/2016 BLDG-Final Inspection 007738-2016 Passed Andy Krogh Complete COMMENTS PassedChecklist Item BLDG-Structural Final Yes BLDG-Electrical Final Underground conduit run only for future, no wiring done at this point in time Yes December 30, 2016 Page 1 of 1 HiTE HILL -INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Foundation Observation Report Project Name Date Metal Shelter 9-Nov-2016 Project Location One Legoland Drive, Carlsbad, California Owner I Developer Contractor Merlin Entertainment Ultra Shelter Project I Permit Number Lot(s) I Parcel CB163081 Soils Report Ref. Soils Report Foundation Type Conventional (Provided by Others) Expansion Condition High Fill Geometry Category II Foundation Depth 48 inches min. Found. Reinforcement (6) #6 Vert. w/ #4 ties @ 8" Foundation Width 2 feet dia. min. Interior Reinforcement Slab bedding Undisturbed Soil Vapor Barrier ObseNations: Observed (6) 24" diameter pier at a depth of 48", at Shelter. Verified soil conditions exposed are similar to those anticipated. Comments: It is our understanding that all excavations will be cleaned of loose soil and debris prior to concrete placement; and that the soil moisture content will be maintained. The presence of our field representative is for the purpose of observing the construction and reporting on its compliance with the approved plans and the applicable building codes. Our work does not include the supervision or direction! of the contractor's work, his employees or agents. The contractor for this project should be so advised. The contractor should all so be advised that neither the presence of our field personnel nor the observation and testing by this firm shall excuse him in any way for defects in his work. It should further be understood that we are not responsible for site safety. San Diego • Orange • Los Angeles • Riverside • San Bernardino HiTE HILL -INSPECTION TESTING I ENGINEERING Office (858) 220-1 078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction I File Number One Legoland Drive CB163081 Carlsbad Project Name Architect Metal Shelter Pd Play Construction Material Design Strength Source Engineer Reinforced Cone. fc=3000 psi RMC Jason M Conn Description of Materials General Contractor ASTM A615 Grade 60 Reinforcing Ultra Shelter 3/4" ASTM F1554, GR 36 Anchor Bolts Sub Contractor Community Playgrounds Other Inspection Date I Start of Work I End of Work I 11-Nov-16 Provided Special Inspection for the placement of reinforcing steel in the (6) Metal Shelter Foundations , per Pier Footing, Detail1 on Sheet 2.0, at the referenced project. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVED CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. Henry Barton Hill, PE 64822 San Diego • Orange • Imperial • Los Angeles • Riverside • San Bernardino ICC, No.: 1113681-MI REGISTRATION NUMBER November 11, 2016 DATE I HiTE HILL -INSPECTION TESTING I ENGINEERING Office (858) 220-1 078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction I File Number One Legoland Drive CB163081 Carlsbad Project Name Metal Shelter Architect Pd Play Construction Material Design Strength Source Engineer Structural Steel A992 Braun Straus Jason M Conn Description of Materials General Contractor ASTM C1107, Rapid Set Cement All, High Strength, Non-Ultra Shelter Sub Contractor Community Playgrounds Other Inspection Date I Start of Work I End of Work I 22-Dec-16 Provided special inspection for the High Strength Non-Shrink Grout at the Structural Steel (SS) columns for the Metal Shelter. Rapid Set Cement All, High Strength, Non-Shrink Grout was used conforming to ASTM C1107. RECEIVED ' r "~ r,. JAN 0 5 2017 •' CITY OF CARLSBAD BUILDING DIVISION I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED ACI No.: 01347370 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ICC, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE REGISTRATION NUMBER .// CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. December 22, 2016 DATE San Diego • Orange • Imperial • Los Angeles • Riverside • San Bernardino ----------------------- HiTE HILL -INSPECTION TESTING I ENGINEERING Office (858) 220-1 078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Pennit Number Jurisdiction I File Number One Legoland Drive CB163081 Carlsbad Project Name Metal Shelter Architect Pd Play Construction Material Design Strength Source Engineer Jason M Conn Structural Steel A992 Braun Straus Description of Materials General Contractor Ultra Shelter ASTM A325, Dia 5/8-11x2" Type 1 ASTM A 194-2H, 5/8-11 Heavy Hex Nut Sub Contractor ASTM F436, Flat Washer Community Playgrounds Other Inspection Date I Start of Worlf I End of Worlf I 22-Dec-16 Provided special inspection for the fit-up of bolted connections for Metal Shelter, per Plan and Elevations. Verified, proper storage of fastener components, and that the faying surfaces adjacent to the bolt head and nuts are free of dirt and foreign material. Observed turn of the nut tightening procedures at all bolted connection. ... ' I I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. RECEIVED JAN 0 5 2017 CITY OF CARLSBAD BUILDING DIVISION ICC, No.: 1113681-MI REGISTRATION NUMBER December 22, 2016 DATE San Diego • Orange • Imperial • Los Angeles • Riverside • San Bernardino ' EsGil Corporation In a'artnersliip witli government for (8ui(tfing Safety DATE: OCT. 19,2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3081 SET: III [J APPLICANT D-d"t1f{ IS. [J PLAN REVIEWER [J FILE PROJECT ADDRESS: 1 LEGOLAND DR. PROJECT NAME: SHADE CANOPY FOR EMPLOYEE LUNCH AREA -LEGOLAND L8J D D D D D L8J D 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 jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: MARK AT PD PLAY EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed . ., -Telephone #: 760-597-5990 REMARKS: By: ALI SADRE, S.E. (FOR K.C.) EsGil Corporation D GA D EJ D MB D PC 1 0/13 Email: mark@PDPiay.com Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 \ EsGil Corporation In cpartnersliip witli qo'flernment for (}Jui{tfing Safety DATE: SEPT. 16,2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3081 SET: II 1:1 J\PPLICANT fi' JURIS. 1:1 PLAN REVIEWER 1:1 FILE PROJECT ADDRESS: 1 LEGOLAND DR. PROJECT NAME: SHADE CANOPY FOR EMPLOYEE LUNCH AREA -LEGOLAND D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. PLEASE SEE BELOW D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: MARK AT PO PLAY D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MARK Telephone#: 760-597-5990 /Date contacted: OJ /l bl! ~(by:~:fl<.) Email: mark@PDPiay.com J(,Mail JrelephonevM Fax In Person ~ REMARKS: Supplemental plan check fees will be assessed for resubmitting the plans without addressing all the corrections on the attached list at the next go around. By: ALI SADRE, S.E. (FOR K.C.) EsGil Corporation D GA D EJ D MB D PC 9/13 Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 • CARLSBAD 16-3081 SEPT. 16,2016 • GENERAL • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring jiW® corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. Please include the following code information for the proposed shade structure on the Title Sheet.: • Occupancy Classification: New Addition = B (Assembly with less than 50 occupants); Existing Building = I.e., B (Office); A3 (Assembly with OL ~50); A-2 (Restaurant); etc. • Type of Construction: New= 11-B; Existing = .... • Sprinklers: New= Yes or No; Existing= Yes or No • Floor Areas: New= 600-s.f.; Existing = ..... + Occupant Load: 600-s.f./15 (O.L. Factor)= 40-Occupant Load (OL); Existing= ... 2. Per city ordinance, it appears that a fire sprinkler system is needed? 3. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2013 California Building Code, which adopts the 2012 IBC. 4. Show the distance between the proposed Shade Structure and the existing building on the site plans. Section 1 07.2. 5. When two buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall & opening protection & roof cover requirements, Sec. 705.3. An exception is provided if the combined area of the existing building & shade structure is within the limits specified in Chapter 5 for a single building. If this exception is used. show how the building(s) will complv. This only works if both buildings have the same type of Construction & they are both Sprinklered; otherwise, the existing and new will have to be 20' apart. Section 503.1.2. 6. When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the existing building meets the criteria of Sections 705.5 and 705.8. Section 705.3. CARLSBAD 16-3081 SEPT. 16,2016 7. Please specify the weld size and type between the steel columns & the base plates. 8. The City Policy requires that their Special Inspection Agreement Form be completed for the items listed on Sheet #5. This Form is available at the building department. • ADDITIONAL 9. PLEASE PROVIDE A RESPONSE LIST INDICATING WHERE EACH ITEM IS ADDRESSED ON PLANS. 10. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact All SADRE, S.E. (FOR K.C.) at EsGil Corporation. Thank you. EsGil Corporation In Partnersliip witli government for (]Jui{aino Safety DATE: August22,2016 JURISDICTION: Carlsbad PLAN CHECK NO.: 16-3081 PROJECT ADDRESS: 1 Legoland Dr. SET: I PROJECT NAME: Canopy for Employee Lunch Area ':J~PPLICANT ~JURIS. . D PLAN REVIEWER D FILE Legoland D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. l8J 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. l8J The applicant's copy of the check list has been sent to: Mark at PD Play D EsGil Corporation staff did not advise the applicant that the plan check has been completed. l8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mark Telephone#: 760-597-5990 pate ~o tacted:t5/L.D (by:~ Email: mark@PDPiay.com /i:/Mail lephon~ Fax In Person D REMA '&~. By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC Enclosures: 8/15/16 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 16-3081 August 22, 2016 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 16-3081 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: August 22, 2016 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/15/16 PLAN REVIEWER: Kurt Culver This plan review is limited to the technical requirements contained in the California version of the International 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 departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. 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. 105.4 of the 2012 International 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. Carlsbad 16-3081 August 22, 2016 • GENERAL • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: + Occupancy Classification(s) + Type of Construction + Sprinklers: Yes or No + Occupant Load 2. Per city ordinance, it appears that a fire sprinkler system is needed? 3. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2013 California Building Code, which adopts the 2012 IBC. 4. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: a) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 5. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 705.3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. Carlsbad 16-3081 August 22, 2016 6. When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the existing building meets the criteria of Sections 705.5 and 705.8. Section 705.3. 7. Please show on the plans the weldment of the steel column to its base plate. • ADDITIONAL 8. To speed up the review process, please 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: D Yes D No 10. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, 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 16-3081 August 22, 2016 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Canopy Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance ""' I Plan Check Fee by Ordinance ~ I Type of Review: 0 Complete Review D Repetitive Fee •I Repeats Comments: D Other D Hourly EsGil Fee PLAN CHECK NO.: 16-3081 DATE: August 22,2016 Reg. VALUE ($) Mod. 11,006 11,006 c $132.331 I . -$ss.o11 D Structural Only [--~Hr.@• c $74.101 Sheet 1 of 1 macvalue.doc + ~f~~ "'~}*. ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.f!.ov DATE: 8-15-16 PROJECT NAME: metal canopy for employee lunch area PROJECT ID: PLAN CHECK NO: CB 16-3081 SET#: 1 ADDRESS: 1 Legoland Dr APN: [gl This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton/Teri Delcamp A Final Inspection by the Planning Division is required DYes [gl No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760:-602-4610 760-602-2750 760-602-4665 ~ Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Giassen@carlsbadca.gov Grego[y.Ryan@carlsbadca.gov D Gina Ruiz D VaiRay Marshall D Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@carlsbadca.gov VaiRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D Veronica Morones D Linda Ontiveros D Dominic Fieri 760-602-4619 760-602-2773 760-602-4664 Veronica.Morones@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: ~~~.~~·a\·~ "' ~· ~· ~···.CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 08/23/20U1ROJECT NAME: Legoland Metal Shade Canopy PROJECT ID: PLAN CHECK NO: CB163081 SET#:l ADDRESS: 1 Legoland Dr APN: 2111000900 VALUATION: $11,006 APPLICANT CONTACT: mark@pdplay.com [XJ D Tlis plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final lll'>pe c tion by the Construction & Inspection Division is required: Yes No X ~ For status from a division not marked below, please call 760-602-2719 This plan check review is N<I'CO.MPLETE Items missing or incorrect are listed on the attached checklist. Please resubmit arne nded plans as required. Chris.Sexton@carlsbadca gov 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gu,; Linda Ontiveros D 760-602-2773 Unda.Ckltiveros@Carlsbadca.gov :1.({] VALRAY MARSHALL 760-602-27 41 Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 726 sf shade structure does not affect any city owned easements. It is being built over existing impervious area for employee lunch eating. • 11" 0 0 [21 I 11" 0 0 r-A /' .'::;: ~r 1111:\1 11(11; 1'1\1-l!l ______________________ e_,_,e_~_,, SECTION B-B SCALE 1 : 16 SECTION A-A SCALE 1 : 16 ' / \ / '" / \/ BACKER PLATES TO BE TACK WELDED AS NECESSARY 109 1/8" COLUMN TO BE CENTERED ON BASE PLATE TYP 1/4" Sam. 11 Sam. 21 Sam. 31 Sam. 41 Sam. 5 3 Column-Center #107747 C6l"~~'' • ~ BACKER PLATES TO BE TACK WELDED AS NECESSARY---' SECTION A-A SCALE1:16 ' / \ / '' / \/ SECTION B-B SCALE 1: 16 TYP COLUMN TO BE CENTERED ON BASE PLATE TYP 3/16lfG TYP ~ ~ ... ,, ffi 3 ~g N ~ ~-~~~0 ~ ~r-.:::l<vt\1 § "05~Lh~~ > ~!=!.as!fJ !11~-~dH l;j ~.,-~., a: :.S ~£].2i ~ j-~~ § ~ 800.585.3131 WWW.PDPLAY.COM N W+E s RECEIVED AUG 11 2016 CITY OF CARLSBAD ~ ~ ~ 0 0 :' Perspective View Site dimensions, ADA COMPLIANCE : REQUIRED ACTUAL size and orientation, TOTAL ELEVATED COMPONENTS : existing utilities, soil conditions, COMPONENTS ACCESSIBLE BY TRANSFER : drainage solutions, and topography iA~CESSIBLE GROUND LEVEL COMPONENTS : should be E:FEREi'h TYPE COMPONENTS : obtained, evaluated, and utilized prior to cJ'MPONENTS ACCESSIBLE BY RAMP : nl:arinft ftrlla.r Employee Lunch Buildi Offices •••••• • • • • • • •••• • • • •• • •••• • • I• •••'!·· . ; •• J. • •• l.· ~ •• • • • • •• • • • • • • • • • • Use the "Critical Fall Height" when choosing a resilient sur(irc."lftO• (Refer to CPSC guidelines, section 10). • ••• Project Data • • • •• • LEGOLAND Picnic Area Minimum Use Zone: Model No: lob No: Fall Height : Revision No: Age Group: Date: 08/09/2016 Accepted By: C61L03 c:6l )- I~ '\ c •••••• • • • ••• •••••• • • • • •• • •••• • ••••• ••••• • •• • ........ •• •••••• • • •••• 1 '. • ultra sheltel! RECEIVED AUG 11 2016 CITY OF CARLSBAD BUILDING DIVISION By ultra site CALCULATIONS FOR: UltraShelter #107747 HP2233S-ML 1 LEGOLAND DRIVE CARLSBAD, CA 92008 2013 CALIFORNIA BUILDING CODE August 1, 2016 • PREPARED UNDER THE DIRECT CONTROL AND SUPERVISION OF: • • • •• ••• • • • • • • • • ••• • • • • • • • •• • • • •• • • • • • •• • ••• • • • • • • • ••• • ••• ~Js:>EAt PERTJJlrv~oNi¥ TO THE MATERIALS SUPPLIED BY ULTRASHEL TER. • • • • THI: ~E,L !Sok N@IeSERVE AS-OR REPRESENT-THE PROJECT •• • • • • • ENG,NEER OF. RECORD AND SHALL NOT BE CONSTRUED AS SUCH . •• •• • • • • • • • • •• UltraShelter #1 077 4 7 • • • • ••••• • • • • • • • • • • • • • • •• • • ••••••• • • • • • • • • • • • • • ••• • • Page 1 of 59 CJO \ LOEC ~obg \ )-r--c) ., • TABLE OF CONTENTS 1 DESIGN CRITERIA 2 BUILDING MATERIALS 3 SUPPORT REACTIONS 4 STRUCTURAL GEOMETRY AND COMPUTER MODEL 5 STRUCTURAL ANALYSIS AND DESIGN 6 CONNECTION DESIGN 7 FOOTING DESIGN 8 ROOF PANEL DATA ••• •• • • • • • • • • • • • ••• • • ••• • • • • • • • • • • ••• • • • ••• • ••• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • •• • • • • • • • • • • ••• • • • • • • • • • • • •• • • • • • • • • •• • • UltraShelter #1 07747 Page 2 of 59 • • • •• CEC #16-803 .. Risk Category: Dead Loads, D: Snow Loads,· S: Live Loads, L r: Wind Loads, W: DESIGN CRITERIA 2013 CALIFORNIA BUILDING CODE II Weight of Roofing System = Basic Ground Snow Load, P9 = Importance Factor, 15 = Slope Factor, Cs = Thermal Factor, C1 = Exposure Factor, c.= Flat Roof Snow Load, P1 = Sloped Roof Snow Load, P, = Unbalanced Roof Snow Load, W<20 ft = Roof Live Load, L, = Ultimate Design Wind Speed = V u~ = Nominal Design Wind Speed = V asd = See Wind Analysis Sheets 2.00 psf + Structure Dead Weight 0.00 psf 1.00 1.00 1.20 1.00 0.00 psf 0.00 psf 0.00 psf 20.00 psf 110.00 mph 86.00 mph Seismic Loads, E: Equivalent Lateral Force Procedure Seismic Site Class = D Seismic Force Resisting System = Short Spectral Response Paramenter, Ss = 1-Sec Spectral Response Paramenter, S1 = Seismic Design Category = Steel Ordinary Cantilever Column System 1.127 Elevation: Load Combinations: Importance Factor, 1. = Response Modification Coefficient, R = Redundancy Factor, p = Overstrength Factor, Oo = Site Coefficient, Fa = Site Coefficient, F v = Adjusted Short Spectral Response Paramenter, SMs = Adjusted 1-Sec Spectral Response Paramenter, SM1 = Design Short Spectral Response Parameter, S05 = Design 1-Sec Spectral Response Parameter, S01 = Seismic Response Coefficient, C5 = Effective Seismic Weight, W = Seismic Base Shear, V = Seismic Load, E = Seimic Load with Overstrength Factor, Em = 154 Feet Above Sea Level Basic Load Combinations Per Local Building Codes • • • ••••• 0.434 D 1.00 1.25 1.30 1.25 1.049 1.566 1.182 0.680 0.788 0.453 0.631 4508.75 lbs 2842.85 lbs 3695.70 lbs 3553.56 lbs Strength Design Load Comt>irfttti&R( • • • • •••• Allowable Stress Design Load Combinations 1.40 : • • : 1.20 + 1.6(LrorS) + O.SW • • • 1.20 + 1.0W+ O.S(LrorS) 1.20 + 1.0E + 0.25 • ••• • • • 0.90 + 1.0W • •: • • • 0.90 + 1.0E •• • •• •• • • • • • • • • • •• • UltraShelter #1 077 4 7 • • • • • • • • • • • • • • • • • • • • • • • • • +fqu:~~n 16-1) (Equation 16-3) (Equation 16-4) • o:'"quati~ 1.6-~): • Jt-• • • \equation '116-6)• •• • • • • (Equatiol1"16-7) • • ••• • • • • • • • • • • • • • • ••• • • • • • • • • • ••• • • 1.00 (Equation 16-8) 1.00 + 1.0(LrorS) (Equation 16-10) 1.00 + (0.6Wor0.7E) 1.00 + 0.75(0.611\.1 + 0.75(LrorS) 1.00 + 0.75(0.7E) + 0.75(LrorS) 0.60 +0.6W 0.60 + 0.7E Page 3 of 59 (Equation 16-12) (Equation 16-13) (Equation 16-14) (Equation 16-15) (Equation 16-16) CEC #16-803 Project Subject Location ON COVER WIND ANALYSIS ON COVER Main Wind Force Resisting System (Directional Procedure) Velocity Pressure Calculations: Rigid Structures of all Heights Free Pitched Roofs File Date Eng p qh G Cn Velocity pressure qh is calculated in accordance with section 27.3.2 qh =Velocity pressure @ height (h) qh =Constant· Kh · Kzt · Kd · V 2 Where :Constant Mean Sea Level Air Density @MSL Occupancy Category Exposure Category a Zg Basic Wind Speed Structure Height Width Depth Kh Kzt Topography Kzt@ h Kd Numerical constant Y, · [ (Air density lb/ cu ft) I ( 32.2 ft/s2 )] [( mi/h )( 5280 ft/mi) · (1 hr/3600 s )] 2 0.00256 0.00 ft 0.0765 lb/cu ft II c 9.50 900.00 ft 110.00 mph 10.58 ft 22.00 ft 33.00 ft Velocity pressure coefficient@ height h 2.01·( Z/Zg)" (2/a) for 15ft<= z <= Zg 2.01 · (15/Zg)" (2/a) for z <15ft 0.85 Topographic factor (1 + K1 · K2 · K3) 2 None 1.00 Wind directionality factor 0.85 ••• • • • • • • •• • ••• •• • • . • ••• • • • • ••• ••• • • • • • • • = qh G Cn ON COVER 8/1/2016 BMR : velocity pressure at h : Section 26.9.4 :Figure 27.4-5 & 27.4-7 • • • • • ••• • . • .. • • • • • • . • • • (Eq. 27.3-1) (Section C27.3.2) (Table C27.3-2) (Table 1.5-1) (Section 26.7.3) (Table 26.9-1) (Table 26.9-1) (Figure 26.5-1 A-C) (Table 27.3-1) (Figure 26.8-1) (Table 26.5-1) • • • • . • ... . • . • . • • • •• • • . . UltraShelter #1 077 4 7 Page 4 of 59 • • • . . . . ... . . . . . .. .. • • II! .... . . . . • • . . . . • .. •• . • •• CEC #16-803 .. Project Subject Location : ON COVER WIND ANALYSIS ON COVER File Date Eng Gust Effect Factor. Gf. Obtained by Rational Analysis The gust effect factor Gf obtained by rational analysis uses the dynamic properties of the system. Values Obtained from Table 26.9-1 Zmin E e c Calculated Values Analysis z(") lz Lz Q gq gv Gust Factor ( G ) G • • • •• • • • • • • • ••• • • • • • • • • •• • • • • ••• • ••• • • • • • • • • • • • • •• • • • • • •• • • •• •• • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • .. • • • • • • • • • UltraShelter #1 onJ.l ••• • • • •• • • •• • • • • • • • ••• • • ••• • ••• • • • • • • 15ft 0.2 500ft 0.2 Category II : Rigid Structure-Complete Analysis 15ft c · (33/z(")) A (1/6} 0.2280869 e · (z("}/33} "e 427.0566 ft Sqr { 1/ ( 1+ 0.63 · {(b+h}/Lz}A0.63)] 0.943 3.4 3.4 0.925 · [(1 + 1. 7 · gq · lz · Q) I ( 1 + 1. 7 · gv · lz )] 0.895 • •• • • • • • • • • • • • • • • • • Page 5 of 59 (Eq. 26.9-7) (Eq. 26.9-9) (Eq. 26.9-8) (Eq. 26.9-6) ON COVER 8/1/2.016 BMR CEC #16-803 Project Subject Location ON COVER WIND ANALYSIS ON COVER Design Wind Pressure, p. Equation 27.4-3 Figure 27.4-5 (Pitched Free Roofs) Roof Height = 10.58 ft Roof Angle = 18.47 deg. h/L = 0.48 Clear Flow UltraShelter #107747 Page 6 of 59 ••• • • • •• • • • • • • • • • •• • • • • •• File Date Eng ••• • • ••• • ••• •• • • • • • • ••• • • • • • • • • •• • • ••• • • • • • • • ••• • • • • • • •• • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • •• • • • • •• • • • • • • . .. •• •• ON COVER 8/1/2016 BMR CEC #16-803 . ' .. Project Subject Location ON COVER WIND ANALYSIS ON COVER Design Wind Pressure. p, Equation 27.4-3 Figure 27.4-7 (Free Roofs -wind parallel to ridge) Wind pressures are for gamma= 90 and 2 70 degrees. Roof Height = 10.58 ft Roof Angle h/L Clear Flow • • • . . • • . ... • • • • . • • • • ••• . . . .. • •• . • . . . • UltraShelter #1 077 ~f • B A B A B • . . • • .. • • • . • 18.47 deg. 0.48 1.00 1.00 1.00 1.00 1.00 • •• ••• . . • ... . • . .. • • •• . • • •• . ... • • • . • . . • . • • •• . • • • • • • ••• • • • • . . . . . . . . . .. . . . • • • ••• 1.00 1.00 1.00 1.00 1.00 . .. . • • . •• 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0.85 Page 7 of 59 22.35 22.35 22.35 22.35 22.35 File Date Eng 0.895 0.895 0.895 0.895 0.895 0.80 -0.60 0.50 -0.30 0.30 16.00 -12.00 10.00 -6.00 6.00 ON COVER 8/1/2016 BMR CEC #16-803 Project Subject Location : ON COVER WIND ANALYSIS ON COVER Components and Cladding File Date : Eng p : qh G en ON COVER 8/1/2016 BMR Rigid Structures Pitched Free Roofs Open Buildings qh : velocity pressure at h G : Section 26.9.4 Cn : Figure 30.8-2 Velocity Pressure Calculations: Velocity pressure is calculated in accordance with section 30.3. qh =Velocity pressure@ mean roof height, h qh =Constant· Kz· Kzt· Kd ·V2 UltraShelter #1 077 4 7 Where : Constant Mean Sea Level Air Density @MSL Occupancy Category Exposure Category a Zg Basic Wind Speed Structure Height Width Depth Kh Kzt Topography Kzt Kd Numerical constant Y, · [ (Air density lb/ cu ft ) I ( 32.2 ftfsZ )] ·[( mi/h )( S280 ft/mi) · (1 hr/3600 s)] z 0.00256 0.00 ft 0.0765 lb/cu ft II c 9.50 900.00 ft 110.00 mph 10.58 ft 22 ft 33.00 ft Velocity pressure coefficient at height h 2.01·( Z/Zg) " (2/a) for 15ft<= Z <= Zg 2.01 · (15/Zg) " (2/a) for Z < 15 ft 0.85 Topographic factor (1 + K1 · K2 · K3) z None 1.00 Wind directionality factor 0.85 ••• •• • • • • • • • ••• ••• • • • • • • • ••• • ••• • ••• • • • • .. • • • • • • • • • • • • • • •• • • •• • • • • • • • • ••• • • • • • • • • • •• • • • • • • • • ••• • • • • • • •• • • • • •• • • • Page 8 of 59 • • • • • • • • • • • (Section C27 .3.2) (Table C27 .3-2) (Table 1.5-1) (Section 26.7.3) (Table 26.9-1) (Table 26.9-1) (Figure 26.5-1 A-C) (Table 30.3-1) (Figure 26.8-1) (Table 26.6-1) • • • • • • ••• • • • • • • • • • • •• • • • • • • • • • • • • • • • • •• CEC #16-803 .. Project Subject Location ON COVER WIND ANALYSIS ON COVER File Date Eng Gust Effect Factor, Gf, Obtained by Rational Analysis The gust effect factor Gf obtained by rational analysis uses the dynamic properties of the system. Values Obtained from Table 26.9-1 Zmin € e c Calculated Values Analysis z() lz Lz Q gq gv Gust Factor ( G ) G Design Wind Pressure, p, Equation 30.8-1. Figure 30.8-2 {Pitched Free Roofs) Roof Height = 10.58 ft Roof Angle Dimension, a Zone 1 Area Zone 2 Area Zone 3 Area Clear Flow 0.85 0.85 0.85 0.85 0.85 18.43 deg. 3ft. 0 Sq.ft. 164 Sq.ft. 562 Sq.ft. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • • • •• ••• • . . • . • • • ••• • • • • • • • •• • • • •• . • • • • •• ••• • ••• • • • • . ~ • . • . . . • • • • • • . . • • • • . •• . • •• • •• • • • • •• • • • ••• • . • . . . . . . . • . • . . ' • . • • • UltraShelter #1 077 4'1" • • • • . . ... 15ft 0.2 500ft 0.2 Category II :Rigid Structure-Complete Analysis 15ft c · {33/zr!) A (1/6) 0.2280869 e · (zr!/33} AE 427.0566 ft Sqr [ 1/ ( 1+ 0.63 · [(b+h}/Lz}A0.63 )} 0.943 3.4 3.4 0.925 · [(1 + 1.7 · gq · lz · Q) I ( 1 + 1.7 · gv · lz )} 0.895 • • • • • 0.85 0.85 0.85 0.85 0.85 • •• • • • • • • • 22.35 22.35 22.35 22.35 22.35 0.895 0.895 0.895 0.895 0.895 Page 9 of 59 -1.05 1.15 -1.05 1.15 -1.05 -21.09 22.92 -21.09 22.92 -21.09 (Eq. 26.9-7) (Eq. 26.9-9) (Eq. 26.9-8) (Eq. 26.9-6) ON COVER 8/1/2016 BMR CEC #16-803 Member Description Column Hip Beam Ridge Beam Purlin A Purlin B Hip Beam Tail STRUCTURAL STEEL MEMBER TYPE WSHAPES RECTANGULAR HSS TUBES SQUARE HSS TUBES ROUND HSS TUBES SCHEDULE PIPE ROUND MECHANICAL TUBING MISCELLANEOUS PLATES/SHAPES CONNECTION BOLTS HEADED ANCHOR BOLTS UltraShelter #1 077 4 7 BUILDING MATERIALS Member Size: HSS6x6x3/16" HSS6x6x3/16" HSS6x6x3/16" HSS6x4x1 /8" HSS5x3x1 /8" HSS2x6x1/8" ASTM A992 ASOO(GRADE B) ASOO(GRADE B) ASOO(GRADE B) A53 (GRADE B) A519 A36 A325 A1554 Page 10 of 59 Steel Fy (ksi) ••• •• • •• • • • • • • • • ••••• MIN. YD:!--c> Sl~t::N(}TH ! 50 KSI••• • • • 46KSI 46KSI ·1~ ~~~. • 46 46 46 46 46 46 • !is ~s~ • ••• • • • • • • • • • •• • • • ·~2 ~§It 36KSI 92KSI •• • • • • • • • •• • • • •fl • l6 W:S1. • • • • • • • • • • • • • • • • •• • • • • • • • • • • ••• • • • • • & • • • • • • • • • • •• ••• • • • • ••• •• CEC #16-803 . ' tJ) z 0 1-0 <( w a::: ~ 0 a. a. ::J tJ) •••••• • • • • • • • • • • • • • •••• • • • •• • •••• • •••••• • • •••••• • •••• • • •••• • • • •••••• • • •• • • • ••• • • • •••••• • •••• • • • •• • •••••• • • •• •• •••••• • • • 0> lO 0 (!) Cl m o_ • • • ••••• • ••••• ••••• • • • • ••••• •• ···"'·· . .. ····~ t--o ;; 2 Ql .r: (/) ~ 5 Support Reactions Units: Force Reactions Rx, Ry, Rz [lb]; Moment Reactions Rox, Roy, Roz [lb-ft] Load Combination 64: ASCE7-l0 l.4D Node Rx Ry Rz Rox Roy Roz ------------ l 55.114 1146.871 53.121 177.273 -4.790 -193.085 2 -0.000 862.379 139.263 516.037 0.000 0.000 3 -55.114 1146.871 53.121 177.273 4.790 193.085 4 -55.114 1146.871 -53.121 -177.273 -4.790 193.085 5 0.000 862.379 -139.263 -516.037 0.000 -0.000 6 55.114 1146.871 -53.121 -177.273 4.790 -193.085 Load Combination 65: ASCE7-10 1.2D+1.6LrorS+0.5WA-Z Node Rx Ry Rz Rox Roy Roz ------------------------------------------------- ------------ ------------ 1 261.380 5089.555 438.475 2070.915 -18.609 -923.048 2 0.000 4249.956 993.966 4197.315 0.000 -0.000 3 -261.380 5089.555 438.475 2070.915 18.609 923.048 4 -229.937 5560.996 -23.941 511.366 -27.282 824.930 5 0.000 5173.795 -508.867 -1350.530 0.000 -0.000 6 229.937 5560.996 -23.941 511.366 27.282 -824.930 Load Combination 66: ASCE7-10 1.2D+1.6LrorS+0.5WB-Z Node Rx Ry Rz Rox Roy Roz -------------------------------------------- 1 266.071 5443.023 410.713 1836.257 -20.391 -931.831 2 -0.000 3396.110 840.359 3516.911 0.000 0.000 3 -266.071 5443.023 410.713 1836.257 20.391 931.831 4 -241.136 5802.234 -80.376 186.692 -27.557 854.122 5 -0.000 4099.083 -453.622 -1288.186 0.000 0.000 6 241.136 5802.234 -80.376 186.692 27.557 -854.122 Load Combination 67: ASCE7-10 1.2D+1.6LrorS+0.5WA-X Node Rx Ry Rz Rox Roy Roz ------------------------------------------------ 1 355.572 5008.446 212.271 718.849 -15.370 -1628.678 2 147.600 3499.612 609.016 2263.866 16.705 -879.857 3 -104.161 5604.121 231.257 776.456 29.098 -2.632 4 -104.161 5604.121 -231.257 -776.456 -29.098 -2.632 5 147.600 3499.612 -609.016 -2263.866 -16.705 -879.857 6 355.572 5008.446 -212.271 -718.849 15.370 -1628.678 Load Combination 68: ASCE7-10 1.2D+1.6LrorS+0.5WB-X Node Rx Ry Rz Rox Roy Roz ------------------------------------ 1 364.434 5266.845 229.635 780.282 -11.046 -1619.153 2 133.597 4918.150 783.266 2892.073 30.424 -782.798 3 -171.451 5950.701 276.385 921. 638 37.987 277.172 4 -171.451 5950.701 -276.385 -921. 638 -37.987 277.172 5 133.597 4918.150 -783.266 -2892.073 -30.424 -782.798 6 364.434 5266.845 -229.635 -780.282 11.046 -1619.153 Load Combination 69: ASCE7-10 1.2D+1.0WA-Z+0.5LrorS Node Rx Ry Rz Rox Roy Roz -------------------------------------------------------------------------------- 1 133.673 1610.485 507.526 2869.352 -0.463 -467.361 2 0.000 1857.235 887.371 4295.644 0.000 -0.000 3 -133.673 1610.485 507.526 2869.352 0.463 467.361 4 -70.688 2554.298 324.042 2250.347 -17.731 270.851 5 0.000 3710.812 77.830 1341.562 • • •O .000 • • -~. 000 6 70.688 2554.298 324.042 2250.347 • -.fL• ·~ • 17. • ••• '!1.851 ••• • • •• Load Combination 70: ASCE7-10 1.2D+1.0WB-Z+0.5LrorS • •• • • • ••• • •• Node Rx Ry Rz Rox Roy Roz -------------------------------------------------------------------- 1 142.987 2317.314 451.000 2402.gt~• • -3eii4 • -4~~ .. 453 2 -0.000 150.584 581.504 . . . ~ . . . 2945.4f)ti •• 0. oo.. ~.000. 3 -142. 987 2317.314 451.000 2402. '*~ : : • 3.-i64 • • 48:. 4~. 4 -93.049 3036.711 210.692 1605.6~4 · -:~:o~r·· 3~~:~~·· 5 -0.000 1560.684 189.935 1467.880 • • ••• • • • • • • • • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • •• • • • • • • • ••• • • • • • UltraShelter #1 077 4 7 Page 12 of 59 •• CEC #16-803 6 93.049 3036.711 210.692 1605.694 18.278 -328.847 Load Combination 71: ASCE7-10_1.2D+1.0WA-X+0.5LrorS Node Rx Ry Rz Rox Roy Roz ------------- ------------------------------------ 1 322.982 1448.069 54.573 190.984 5.505 -1858.085 2 294.011 359.603 119.456 462.720 32.221 -1732.644 3 181.029 2640.639 90.484 299.338 20.828 -1361.625 4 181.029 2640.639 -90.484 -299.338 -20.828 -1361.625 5 294.011 359.603 -119.456 -462.720 -32.221 -1732.644 6 322.982 1448.069 -54.573 -190.984 -5.505 -1858.085 Load Combination 72: ASCE7-10 1.2D+1.0WB-X+0.5LrorS Node Rx Ry Rz Rox Roy Roz ------------------------------------------------- 1 340.890 1965.224 89.179 312.890 14.158 -1844.474 2 265.369 3196.432 467.790 1711.819 59.592 -1544.130 3 46.901 3333.690 180.540 588.249 38.556 -810.263 4 46.901 3333.690 -180.540 -588.249 -38.556 -810.263 5 265.369 3196.432 -467.790 -1711.819 -59.592 -1544.130 6 340.890 1965.224 -89.179 -312.890 -14.158 -1844.474 Load Combination 73: ASCE7-10 1.2D+1.0E-Z+0.2LrorS Node Rx Ry Rz Rox Roy Roz --------------------------------------------- 1 171.356 1681.308 563.784 3450.124 47.128 -552.554 2 0.000 1428.836 821.508 4324.542 -0.000 -0.000 3 -171.356 1681.308 563.784 3450.124 -47.128 552.554 4 26.286 1408.664 425.161 2985.100 -60.145 -42.653 5 -0.000 923.315 438. 60.2 2905.228 0.000 0.000 6 -26.286 1408.664 425.161 2985.100 60.145 42.653 Load Combination 74: ASCE7-10 1.2D+1.0E-X+0.2LrorS Node Rx Ry Rz Rox Roy Roz ------------------------------------- ------------------------------------ 1 633.751 1670.355 169.529 534.288 -59.085 -4039.435 2 495.959 1176.151 191.916 710.080 -100.399 -3586.639 3 489.290 1419.542 -30.351 -68.512 -46.049 -3530.359 4 489.290 1419.542 30.351 68.512 4 6. 04 9 -3530.359 5 495.959 1176.151 -191.916 -710.080 100.399 -3586.639 6 633.751 1670.355 -169.529 -534.288 59.085 -4039.435 Load Combination 75: ASCE7-10 0.9D+1.0WA-Z Node Rx Ry Rz Rox Roy Roz ------------------------------------------------------------------------- 1 58.667 -40.264 436.497 2617.003 6.574 -202.383 2 0.000 578.417 675.138 3499.295 -0.000 -0.000 3 -58.667 -40.264 436.497 2617.003 -6.574 202.383 4 4.379 904.101 396.061 2478.722 -10.675 5.694 5 0.000 2434.899 288.082 2108. 674 -0.000 -0.000 6 -4.37 9 904.101 396.061 2478.722 10.675 -5.694 Load Combination 76: ASCE7-10 0.9D+1.0WB-Z Node Rx Ry Rz Rox Roy Roz ------------------------------------------------------------------------- 1 67. 93 6 666.565 379.804 2152.893 3.089 -219.189 2 0.000 -1127.788 369.564 2154. 911 -0.000 -0.000 3 -67.936 666.565 379.804 2152.893 -3.089 219.189 4 -17.956 1386.390 282.668 1837.138 -11.206 63.470 5 -0.000 284.573 400.315 2235.745 -0.000 0.000 6 17. 95 6 1386.390 282. 668 1837.138 11.206 -63.470 Load Combination 77: ASCE7-10 0.9D+1.0WA-X Node Rx Ry Rz Rox Roy Roz -------- 1 248.345 -202.740 -16.460 -47.645 12.296 -1583.655 2 293.244 -917.631 -91. 693 -315.791 31. 673 -1720.016 3 256.433 990.371 18.509 57.564 13.525 -1616.802 4 256.433 990.371 -18.509 -57.564 -13.525 -1616.802 5 293.244 -917.631 91. 693 315.791 -31.673 -1720.016 6 248.345 -202.740 16. 4 60 47.645 -12.296 -1583.655 Load Combination 78: ASCE7-10 0.9D+1.0WB-X UltraShelter #1 077 4 7 Page 13 of 59 CEC #16-803 Node Rx Ry Rz Rox Roy Roz ------------------------------------------------ 1 266.215 314.528 18.219 74.191 20.873 -1570.325 2 264.527 1919.063 256.551 929.499 58.854 -1531. 967 3 122.418 1683.443 108.317 345.239 31. 14 9 -1067.231 4 122.418 1683.443 -108.317 -345.239 -31.149 -1067.231 5 264.527 1919.063 -256.551 -929.499 -58.854 -1531.967 6 266.215 314.528 -18.219 -74.191 -20.873 -1570.325 Load Combination 79: ASCE7-10 0.9D+1.0E-Z Node Rx Ry Rz Rox Roy Roz -------------------------------------------------------- 1 134.153 873.416 528.609 3323.952 50.479 -421.265 2 0.000 806.225 718.594 3937.330 -0.000 -0.000 3 -134.153 873.416 528.609 3323.952 -50.479 421.265 4 63.289 601.228 460.867 3096.811 -56.625 -173.035 5 0.000 302.358 540.453 3274.818 -0.000 -0.000 6 -63.289 601.228 460.867 3096.811 56.625 173.035 Load Combination 80: ASCE7-10 0.9D+1.0E-X Node Rx Ry Rz Rox Roy Roz ------------ 1 596.873 862.339 134.119 415.285 -55.651 -3898.169 2 495.512 554.366 89.532 331. 678 -100.416 -3575.053 3 526.615 612.230 -65.823 -187.395 -49.486 -3650.761 4 526.615 612.230 65.823 187.395 49.486 -3650.761 5 495.512 554.366 -89.532 -331.678 100.416 -3575.053 6 596.873 862.339 -134.119 -415.285 55.651 -3898.169 Load Combination 91: ASD ASCE7-10 1.0D --Node Rx Ry Rz Rox Roy Roz ------------------------------------------------------------ 1 39.363 819.198 37.937 126.573 -3.420 -137.869 2 -0.000 615.976 99.473 368.518 0.000 0.000 3 -39.363 819.198 37.937 126.573 3.420 137.869 4 -39.363 819.198 -37.937 -126.573 -3.420 137.869 5 0.000 615.976 -99.473 -368.518 0.000 -0.000 6 39.363 819.198 -37.937 -126.573 3.420 -137.869 Load Combination 92: ASD ASCE7-10 1.0D+1.0LrorS --Node Rx Ry Rz Rox Roy Roz ------------ 1 165.891 3628.640 158.338 532.217 -15.493 -586.014 2 -0.000 2801.092 462.177 1709.323 0.000 0.000 3 -165.891 3628.640 158.338 532.217 15.493 586.014 4 -165.891 3628.640 -158.338 -532.217 -15.493 586.014 5 0.000 2801.092 -462.177 -1709.323 0.000 -0.000 6 165.891 3628.640 -158.338 -532.217 15.493 -586.014 Load Combination 93: ASD ASCE7-10 1.0D+0.6WA-Z --Node Rx Ry Rz Rox Roy Roz ------------------------------------------------ 1 53.318 352.661 279.022 1628.208 2.383 -184.893 2 -0.000 630.470 450.832 2269.156 -0.000 0.000 3 -53.318 352.661 279.022 1628.208 -2.383 184.893 4 -15.492 919.341 220.196 1429.183 -7.982 66.885 5 -0.000 1744.144 127.732 1096.394 -0.000 0.000 6 15.492 919.341 220.196 1429.183 7.982 -66.885 Load Combination 94: ASD ASCE7-10 1.0D+0.6WB-Z --Node Rx Ry Rz Rox Roy Roz -------------------------------------------------------------------- 1 58.874 776.812 245.335 1350.408 0. 276 -194.958 2 0.000 -393.357 267.105 1462.555 0.000 -0.000 3 -58.874 776.812 245.335 1350.408 -0.276 194.958 4 -28.890 1208.637 152.348 1044.718 -8.288 101.542 5 -0.000 454.098 194.425 1172.564 0.000 0.000 6 28.890 1208.637 152.348 1044.718 8.288 -101.542 Load Combination 95: ASD ASCE7-10 1.0D+0.6WA-X Node Rx Ry Rz Rox Roy Roz -------------------------------------------- ------------------------------------ 1 167.016 255.219 7.506 29.396 5.840 -1014.893 UltraShelter #1 077 4 7 Page 14 of 59. CEC #16-803 2 175.836 -267.206 -9.2 63 -20.216 19.081 -1033.515 3 135.961 970.998 28.627 92.978 9.730 -908.387 4 135.961 970.998 -28.627 -92.978 -9.730 -908.387 5 175.836 -267.206 9. 263 20.216 -19.081 -1033.515 6 167.016 255.219 -7.506 -29.396 -5.840 -1014.893 Load Combination 96: ASD ASCE7-10 1.0D+0.6WB-X --Node Rx Ry Rz Rox Roy Roz ------------- ----------------------------------- 1 177.619 565.511 28.430 102.880 10.922 -1004.664 2 158.844 1434.814 199.688 727.099 35.2 62 -918.551 3 55.433 1386.907 82.398 265.219 20.239 -576.389 4 55.433 1386.907 -82.398 -265.219 -20.239 -576.389 5 158.844 1434.814 -199.688 -727.099 -35.262 -918.551 6 177.619 565.511 -28.430 -102.880 -10.922 -1004.664 Load Combination 97: ASD ASCE7-10 1.0D+0.7E-Z Node Rx Ry Rz Rox Roy Roz ------------------------------------------------- 1 108.476 914.499 384.102 2374.157 34.074 -345.923 2 0.000 792.343 539.955 2893.167 0.000 -0.000 3 -108.476 914.499 384.102 2374.157 -34.074 345.923 4 29.744 723.939 308.494 2121.338 -40.909 -70.142 5 0.000 439.525 341.454 2156.515 0.000 -0.000 6 -29.744 723.939 308.494 2121.338 40.909 70.142 Load Combination 98: ASD ASCE7-10 1.0D+0.7E-X --Node Rx Ry Rz Rox Roy Roz ------------- ------------------------------------ 1 432.421 906.762 107.916 337.530 -40.219 -2780.506 2 346.893 615.971 99.476 368.533 -70.288 -2503.318 3 353.986 731.640 -32.036 -84.344 -33.375 -2505.128 4 353.986 731.640 32.036 84.344 33.375 -2505.128 5 346.893 615.971 -99.476 -368.533 70.288 -2503.318 6 432.421 906.762 -107.916 -337.530 40.219 -2780.506 Load Combination 99: ASD ASCE7-10 1.0D+0.45WA-Z+0.75LrorS --Node Rx Ry Rz Rox Roy Roz ------------- ------------------------------------ 1 144.683 2576.546 308.625 1563.481 -8.099 -508.876 2 -0.000 2266.519 635.605 2808.206 0.000 0.000 3 -144.683 2576.546 308.625 1563.481 8.099 508.876 4 -116.341 3001.24 9 65.136 743.346 -15.892 420.446 5 -0.000 3100.042 -200.377 -267.030 0.000 0.000 6 116.341 3001.24 9 65.136 743.346 15.892 -420.446 Load Combination 100: ASD ASCE7-10 1.0D+0.45WB-Z+0.75LrorS --Node Rx Ry Rz Rox Roy Roz ------------ 1 148.873 2894.672 283.549 1353.999 -9.693 -516.578 2 -0.000 1498.367 497.534 2199.960 0.000 0.000 3 -148.873 2894.672 283.549 1353.999 9.693 516.578 4 -126.403 3218.268 14.329 453.379 -16.127 446.563 5 -0.000 2132.670 -150.619 -210.361 0.000 0.000 6 126.403 3218.268 14.329 453.379 16.127 -446.563 Load Combination 101: ASD ASCE7-10 1.0D+0.45WA-X+0.75LrorS Node Rx Ry Rz Rox Roy Roz ------------------------------------------------ 1 229.713 2503.508 105.066 356.487 -5.361 -1137.185 2 132.277 1592.342 289.923 1080.848 14. 643 -782.836 3 -2.880 3040.001 121.480 406.084 17.351 -317.275 4 -2.880 3040.001 -121.480 -406.084 -17.351 -317.275 5 132.277 1592.342 -289.923 -1080.848 -14. 643 -782.836 6 229.713 2503.508 -105.066 -356.487 5.361 -1137.185 Load Combination 102: ASD ASCE7-10_1.0D+0.45WB-X+0.75LrorS Node Rx Ry Rz Rox Roy Roz ---------------------------------------------------- 1 237.653 2736.143 120.754 411.758 -1.527 -1128.664 2 119.643 2868.931 446.687 1643.555 2 6. 84 6 -695.678 3 -63.373 3351.943 161.913 535.851 25.272 -66.564 4 -63.373 3351.943 -161.913 -535.851 -25.272 -66.564 UltraShelter #107747 Page 15 of 59 CEC #16-803 5 119. 643 2868.931 -446.687 -1643.555 -26.846 -695.678 6 237.653 2736.143 -120.754 -411.758 1.527 -1128.664 Load Combination 103: ASD ASCE7-10 1.0D+0.525E-Z+0.75LrorS --Node Rx Ry Rz Rox Roy Roz ------------ ------------------------------------------------ 1 186.221 2998.108 387.485 2126.473 15.776 -630.408 2 0.000 2388.210 702.634 3279.562 0.000 -0.000 3 -186.221 2998.108 387.485 2126.473 -15.776 630.408 4 -82.258 2854.529 131.231 1265.599 -40.705 317.036 5 0.000 2121.262 -40.116 532.567 0.000 -0.000 6 82.258 2854.529 131.231 1265.599 40.705 -317.036 Load Combination 104: ASD ASCE7-10 1.0D+0.525E-X+0.75LrorS Node Rx Ry Rz Rox Roy Roz -------------------------------- ------------ ------------------------ 1 428.759 2992.481 180.655 588.866 -40.069 -2470.507 2 260.767 2254.757 371.503 1373.615 -52.705 -1893.817 3 160.449 2860.135 75.753 272.217 -15.134 -1523.293 4 160.449 2860.135 -75.753 -272.217 15.134 -1523.293 5 260.767 2254.757 -371.503 -1373.615 52.705 -1893.817 6 428.759 2992.481 -180.655 -588.866 40.069 -2470.507 Load Combination 105: ASD ASCE7-10 0.6D+0.6WA-Z Node Rx Ry Rz Rox Roy Roz ------------------------------------------------------------------------ 1 37.580 24.963 263.906 1576.261 3.752 -129.758 2 0.000 383.905 410.918 2119.941 -0.000 -0.000 3 -37.580 24.963 263.906 1576.261 -3.752 129.758 4 0.262 591.695 235.431 1478.508 -6.616 11. 698 5 0.000 1497.898 167.409 1242.374 0.000 -0.000 6 -0.262 591.695 235.431 1478.508 6.616 -11.698 Load Combination 106: ASD ASCE7-10 0.6D+0.6WB-Z --Node Rx Ry Rz Rox Roy Roz -----~------------------ 1 43.130 449.110 230.198 1298.706 1. 646 -139.785 2 0.000 -639.867 227.227 1313.988 -0.000 -0.000 3 -43.130 449.110 230.198 1298.706 -1. 64 6 139.785 4 -13.134 880.976 167.577 1094.382 -6. 920 46.331 5 -0.000 207.836' 234.116 1318.618 -0.000 0.000 6 13.134 880.976 167.577 1094.382 6.920 -46.331 Load Combination 107: ASD ASCE7-10 0.6D+0.6WA-X --Node Rx Ry Rz Rox Roy Roz -------------------- ------------------------------------ ------------ 1 151.320 -72.490 -7.608 -21.025 7.176 -958.709 2 175.741 -513.592 -49.046 -167.449 19.012 -1032.092 3 151.752 643.344 13.395 42.164 8.330 -962.462 4 151.752 643.344 -13.395 -42.164 -8.330 -962.462 5 175.741 -513.592 49.046 167.449 -19.012 -1032.092 6 151.320 -72.490 7.608 21.025 -7.176 -958.709 Load Combination 108: ASD ASCE7-10 0.6D+0.6WB-X Node Rx Ry Rz Rox Roy Roz ------------ 1 161.918 237.817 13.324 52.448 12.249 -948.510 2 158.740 1188.409 159.893 579.438 35.172 -917.184 3 71.238 1059.257 67.137 214.261 18.827 -630.673 4 71.238 1059.257 -67.137 -214.261 -18.827 -630.673 5 158.740 1188.409 -159.893 -579.438 -35.172 -917.184 6 161.918 237.817 -13.324 -52.448 -12.249 -948.510 Load Combination 109: ASD ASCE7-10 0.6D+0.7E-Z --Node Rx Ry Rz Rox Roy Roz ------------ 1 92.706 586.765 368.999 2321.577 35.422 -290.636 2 -0.000 545.726 500.014 2743.358 -0.000 0.000 3 -92.706 586.765 368.999 2321.577 -35.422 290.636 4 45.469 396.320 323.748 2170.077 -39.519 -125.209 5 -0.000 193.351 381.092 2301.616 -0.000 0.000 6 -45.469 396.320 323.748 2170.077 39.519 125.209 UltraShelter #1 077 4 7 Page 16 of 59 CEC #16-803 Load Combination 110: ASD ASCE7-10 0.6D+0.7E-X --Node Rx Ry Rz Rox Roy Roz ------------- ------------ ------------ ------------------------------------ 1 416.742 578.994 92.753 286.875 -38.854 -2722.566 2 346.757 369.575 59.687 221.078 -70.300 -2500.200 3 369.802 404.055 -47.231 -135.008 -34.747 -2557.541 4 369.802 404.055 47.231 135.008 34.747 -2557.541 5 346.757 369.575 -59.687 -221.078 70.300 -2500.200 6 416.742 578.994 -92.753 -286.875 38.854 -2722.566 UltraShelter #107747 Page 17 of 59 CEC #16-803 ...J w c 0 ::E 0:: w 1- ::J D.. ::E 0 0 c z <( ~ tu ::E 0 w .(!) ' . Company/Project: CEC, INC. I ON COVER Engineer:, BMR ~X z Node Numbers UltraShelter #1 077 47 Page 19 of 59 VersaFrame V6.02 (607.0) (C) Digital Canal Corp. Page 1 ""i.l'Hj ·=....,.'""'-' 1 .. k, •N16 CEC #16-803 Company/Project: CEC, INC. I ON COVER Engineer: BMR .X l Member Numbers U ltraShelter #1 077 4 7 Page 20 of 59 VersaFrame V6.02 (607.0) (C) Digital Canal Corp. CEC #16-803 Page 1 ,. Company/Project: CEC, INC. I ON COVER Engineer~ BMR ~X l Member Lengths UltraShelter #1 077 4 7 Page 21 of 59 VersaFrame V6.02 (607.0) (C) Digital Canal Corp. CEC #16-803 Page 1 z (!) en w c c z <( tn ~ <( z <( ...J ~ ::> 1-0 ::> 0:: I-t/) 0> ll') 0 N N (1) Ol m 0... 00 . . . . 0 0 00 DD ~~ ~~ ~~ ~~ C~ 00 ::o ~7 M~ M~ ~~ . . ~ :': --'' '' 0 0 • • ~ ~ I. I. • • I. I. I. I. . . '' ""~ :tlr-~g .. ~~ "'~ ~r-~~ ~~ 0 ::0 :: D -0 • • -:_> D .; ? c-.,. ;J',.,. :)J T I• I• I• I• ~ ~ I I ~ ~ oo c~ ~ ]~ .. .; ~ . . . . • 0 ~ ~ . . ~ ~ "'r-"""" ~~ ~~ i~ .... u~ "' U' '"' -- 0 ~~ .. 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('") Q) Cl ro a.. ..... ...,. ..... ..... 0 ;; ~ .l!l Qj J:: (f) jg 5 Steel Check Report Project:: ON COVER Description: Software: Digital Canal VersaFrame Code Check Results (LRFD 13) CRITICAL STRESS SUMMARY ID Section Name Status I Governing Criteria SELECTED LOAD COMBINATIONS UltraShelter #1 077 4 7 Page 38 of 59 Company: User: CEC,INC. BMR Load Combination CEC #16-803 ASCB7~loO;..:Oc~l.Q.WB·X: ASCE7-10 0.9D+I.OE-Z M;oo'7ljjJi~t~~.s.x .. · ASD ASCE7-IO I.OD M;l) ASdtt~tft'.t:m»t~::C······· ASD ASCE7-IO I.OD+0.6WA-Z ASI:J·.~)tl ... tn_:;t~;~,,: ASD ASCE7-10 I.OD+0.6WA-X ASD l$Cm;;fi:f()OJ!)+0~1t:.r ASD ASCE7-10 I.OD+0.7E-Z ASD ASCE7-IO I.OD+0.45WA-Z+0.75LrorS I l x '' ',)<>'' :,,',,, ~'' ,,, :,',' ' ,', ',,,, ':' ,, '))~>'i ,; \ ,, .' ': ,', '","'"li>'' ' :"-, ASD AS<ii't~l~Jcl·'l~llCUi'iiii~~.7~tiiiliS ......... , .. · .· . Ouf . ·~ r'• ... . ASD ASCE7-IO I.OD+0.45WA-X+0.75LrorS l·~t)JI~lf;it~~~~·'''i ASD ASCE7-10 I.OD+0.525E-Z+0.75LrorS ASD ASCE7-10 0.6D+0.6WA-Z ASD,ASOO!'OOi!O~~,.:·.: ,..,,..,., ASD ASCE7-IO 0.60+0.6WA-X ASD:AS~-:l~ojiM~~x::.· ASD ASCE7-10 0.6D+0.7E-Z AS0%A~f'~~;m;.X : UltraShelter #1 077 4 7 X X 1 .. ·. Y'' X X·:· X r .·.·· .. x Page 39 of 59 j... ··''· . ,~f ' .. .: . I''C CEC #16-803 z (!) en w c z 0 1-0 w z z 0 0 8 co cD ;; (.) LU (.) Ol I.C) .,_ 0 0 v C1l C'l ctl 0... CONNECTION 51 -CENTER HIP BEAM TO CENTER COLUMN Member End Results: Fx (Axial) Fy (Major Shear) !Combination 1: -14451bs. 14541bs. !Combination 2: -1371 lbs. 1625 lbs. ~~{R ·-:·n /~ 0 0 " "' ; F " • / CJ t •• 0 0 ~"-'--"' ' ). ciw / # of Bottom Bolts: 2 Bolts #of Top Bolts: 2 Bolts Min. Bolt Diameter: 0.34 in Fy = 46000 psi F y = 36000 psi Member Pitch = 18.43 degrees Member Size: Dm = 6.000 in. Wm = 6.000 in. t = 0.188 in. Bolt Size: 0.34 in. Put= 8321 lbs Put= 6121 lbs Bolt Design: combination 1: combination 2: UltraShelter #107747 combination 1· combination 2: db,reqd = \ I 2M11 n~Ftd1 db,reqd = 0.33 nm;n = RJ~rn = 0.66 Bolts db,reqd = \ I 2M11 1t~Ftd1 db,reqd = 0.28 nmin = RJ~rn = 0.74 Bolts Fz (Minor Shear) Mx (Torsion) My (Minor Moment) Use: 0.75 in beam plate < < < < 0 lbs. 0 lbs. 0 lb-ft 0 lb-ft dw = 6.000 in. d = 6.324 in. tp = 0.375 in. Weld = 0.188 in. E = 1.6 in. D = 1.6 in. g = 2.5 in. d1 = 4.6 in. Backer Plate = 0.250 in. ~m = 6124 lbs/Bolt (tension) ~m = 2195 lbs/Bolt (shear) 0 lb-ft 0 lb-ft T b = 5719 lbs/Bolt (actual bolt tension) T b = 4207 lbs/Bolt (actual bolt tension) 0.340 dia OK 2 Bolts OK 0.340 dia OK 2 Bolts OK Mz (Major Moment) 47661b-ft 3587 lb-ft plate width plate depth plate thickness plate thickness Page 41 of 59 CEC #16-803 End Plate Design: Check End Plate Thickness tp, reqd = s = 1.94 in. pf= 1.43 in. Y = 29.18 in. PI = 7tdb2Ftf4 = 8165 lbs $Mnp = $[2Pt(Ldnl = 56345 in-lb ~ / 1.11yr($Mnp) v $bFpyY = 0.29 in Check Shear yea/ding: combination 1: $Rn = 2 X$(0.6FyA9) 874801bs combination 2: $Rn = 2 X $(0.6FyA9) combination 1: combination 2: = 874801bs Check Fillet Welds: (sidewall to end plate) Dmin = 0.9Fytf(2 x 1.392L) 0.50 sixteenths Dmin = RJ(2x1.392L) = 0.09 sixteenths (top and bottom wall to end plate) Dmin = Purf(1.392L) = 1.00 sixteenths Dmin = RJ(2x1.392L) = 0.10 sixteenths (top and bottom wall to end plate) Dmin = P urf(1.392L) = 0.73 sixteenths UltraShelter #1 077 4 7 . ' < 0.375 in OK > 14541bs OK > 16251bs OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK Page 42 of 59 CEC #16-803 CONNECTION 52 -CORNER HIP BEAM TO CORNER COLUMN Member End Results: Fx (Axial) Fy (Major Shear) lcombination 1: l.£ombination 2: -80351bs. 6731bs. ~83981bs. 6531bs. ··--- "'.,.,.-ro'~·Y" / ~ 0 0 " ~ ~ F ' "' ~ () h -""' -· ' __ , ' )-/ # of Bottom Bolts: 2 Bolts # ofTop Bolts: 2 Bolts Min. Bolt Diameter: 0.14 in F Y = 46000 psi F y = 36000 psi Member Pitch = 13.00 degrees Member Size: Dm = 6.000 in. Wm = 6.000 in. t = 0.188 in. Bolt Size: 0.14 in. Put= 10731bs Put= 216 lbs Bolt Design: combination 1: combination 2: UltraShelter #1 077 4 7 combination 1: combination 2: d -;-· b,reqd -\ 2M, n~Ftd1 db,reqd = 0.12 nm;n = Ruf~rn = 1.81 Bolts db,reqd = \ j 2M, n~Ftd1 db,reqd = 0.05 nm;n = Ruf~rn = 1.76 Bolts Fz (Minor Shear) Mx (Torsion) My (Minor Moment) --- Use: 0.75 in beam plate < < < < 321bs. Bibs. 145 lb-ft 175 lb-ft dw = 6.000 in. d = 6.158 in. tP = 0.375 in. Weld = 0.188 in. E = 1.5 in. D = 1.5 in. g = 2.5 in. d1 = 4.6 in. Backer Plate = 0.250 in. 15 lb-ft 53 lb-ft ~m = 1038 lbs/Bolt (tension) ~m = 372 lbs/Bolt (shear) Tb = Tb = 724 lbs/Bolt (actual bolt tension) 146 lbs/Bolt (actual bolt tension) 0.140 dia OK 2 Bolts OK 0.140dia OK 2 Bolts OK Mz (Major Moment) 26121b-ft 22661b-ft plate width plate depth plate thickness plate thickness Page 43 of 59 CEC #16-803 End Plate Design: , Check End Plate Thickness tp, reqd = s = 1.94 in. pf = 1.31 in. Y = 29.37 in. Pt = ndb2Ftf4 = 13841bs $Mnp = $[2Pt(Ldnl = 09472 in-lb ~ j 1.11yr($Mnp) v $bFpyY = 0.12 in Check Shear yea/ding: combination 1: $Rn = 2 X $(0.6F yA9) = 874801bs combination 2: $Rn = 2 X $(0.6F yA9) combination 1: combination 2: = 874801bs Check Fillet Welds: (sidewall to end plate) Dmin = 0.9FyU(2 X 1.392L) 0.50 sixteenths Dmin = RJ(2x1.392L) = 0.04 sixteenths (top and bottom wall to end plate) Dmin = Pur1(1.392L) = 0.13 sixteenths Dmin = RJ(2x1.392L) = 0.04 sixteenths (top and bottom wall to end plate) Dmin = Purf(1.392L) = 0.03 sixteenths UltraShelter #1 077 4 7 < 0.375 in OK > 6741bs OK > 6531bs OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK Page 44 of 59 CEC #16-803 CONNECTION 53 -CENTER HIP BEAM TO RIDGE BEAM Member End Results: Fx (Axial) Fy (Major Shear) I Fz (Minor Shear) Mx (Torsion) I My (Minor Moment) I Mz (Major Moment) Combination 1: -440 lbs. 111 lbs.l 0 lbs. 0 lb-ftl 0 lb-ftl 10711b-ft Combination 2: 5931bs. 785 lbs.l 0 lbs. 0 lb-ftl 0 lb-ftl 96 lb-ft # of Bottom Bolts: 2 Bolts # ofTop Bolts: 2 Bolts Min. Bolt Diameter: 0.16 in F y = 46000 psi F y = 36000 psi Member Pitch = 18.43 degrees Member Size: Dm = 6.000 in. Wm = 6.000 in. t=o.188in. Bolt Size: 0.16 in. Pur= 18121bs Puf = 478 lbs Bolt Design: combination 1: combination 2: UltraShelter #107747 combination 1: combination 2: d -r-... b,reqd -\ .... 2M, , n$F1d1 db,reqd = 0.15 nmin = Rul$rn = 0.23 Bolts db,reqd = \ j 2M, n$F1d1 db,reqd = 0.08 nm;n = Ruf$rn = 1.61 Bolts J,;~~~ , "'"'/C,, ... 11 , 0 0 l., ~ c / q 1 '>.0 Oc'-' """' / dw } Use: 0.75 in. beam plate dw = 6.000 in. d = 6.324 in. tp = 0.375 in. Weld = 0.188 in. E = 1.6 in. D = 1.6 in. g = 2.5 in. d1 = 4.6 in. Backer Plate = 0.250 in. $m = 1356 lbs/Bolt (tension) $m = 486 lbs/Bolt (shear) T b = 1245 lbs/Bolt (actual bolt tension) T b = 329 lbs/Bolt (actual bolt tension) < 0.160 dia OK < 2 Bolts OK < 0.160 dia OK < 2 Bolts OK Page 45 of 59 plate width plate depth plate thickness plate thickness CEC #16-803 End Plate Design: Check End Plate Thickness ip, reqd = s = 1.94 in. pf= 1.43in. Y = 29.18 in. P1 = rrdb 2Ftf4 = 18081bs $Mnp = $[2Pt(:~::dnJ = 12478 in-lb 1.11y,{$Mnp) $bFpyY = 0.13 in Check Shear yea/ding: combination 1: $Rn = 2 X $(0.6F yA9) 874801bs combination 2: $Rn = 2 X $(0.6FyA9) combination 1: combination 2: = 874801bs Check Fillet Welds: (sidewall to end plate) Dmin = 0.9Fytf(2 X 1.392L) 0.50 sixteenths Dmin = Ru/(2x1.392L) = 0.01 sixteenths (top and bottom wall to end plate) Dmin = Purf{1.392L) = 0.22 sixteenths Dmin = RJ(2x1.392L) = 0.05 sixteenths (top and bottom wall to end plate) Dmin = P urf(1.392L) = 0.06 sixteenths UltraShelter #107747 < 0.375 in OK > 111 lbs OK > 7851bs OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK Page 46 of 59 CEC #16-803 CONNECTION 54 -CORNER HIP BEAM TO RIDGE BEAM Member End Results: Fx (Axial) Fy (Major Shear) Combination 1: -54681bs. 6881bs. Combination 2: -5859 lbs. 5661bs. # of Bottom Bolts: 2 Bolts #of Top Bolts: 2 Bolts Min. Bolt Diameter: 0.14 in F Y = 46000 psi F y = 36000 psi Member Pitch= 13.00 degrees Member Size: Dm = 6.000 in. Wm = 6.000 in. t= 0.188in. Bolt Size: 0.14 in. Put= 2881bs Put= 278 lbs Bolt Design: combination 1: combination 2: UltraShelter #107747 combination 1: combination 2: db,reqd = \ I 2M, • n~F1d1 db,reqd = 0.06 nmin = Ruf~rn = 1.85 Bolts db,reqd = \ I 2M, n~F1d1 db,reqd = 0.06 nm;n = Ru/~rn = 1.52 Bolts Fz (Minor Shear) Mx (Torsion) My (Minor Moment) I Mz (Major Moment) 51bs. 2941b-ft 281bs. 2241b-ft ,Af;.:·, q I :q ~ '''1Bcp. ~ J,;~ "-""/t]\\n, { '- 0 0 ' ::; '"C q / 1 ' "' 0 0 c.:::: / dw J Use: 0.75 in. beam plate dw = 6.000 in. d = 6.158 in. tP = 0.375 in. Weld = 0.188 in. E = 1.5 in. D = 1.5 in. g = 2.5 in. d1 = 4.6 in. Compression Plate = 0.375 in. ~m = 1038 lbs/Bolt (tension) 372 lbs/Bolt (shear) 93 lb-ft I 1551 lb-ft 193 lb-ft 1646 lb-ft plate width plate depth plate thickness plate thickness ~m = Tb = Tb = 195 lbs/Bolt (actual bolt tension) 187 lbs/Bolt (actual bolt tension) < 0.140 dia OK < 2 Bolts OK < 0.140 dia OK < 2 Bolts OK Page 47 of 59 CEC #16-803 End Plate Design: Check End Plate Thickness tp, reqd = s = 1.94 in. pf = 1.31 in. Y = 29.37 in. P1 = 1tdb 2F1/4 = 13841bs $Mnp = $[2P,(Ldnl = 09472 in-lb 1.11yr($Mnp) $bFpyY = 0.12 in Check Shear yea/ding: combination 1: $Rn = 2 X $(0.6F yA9) 874801bs combination 2: $Rn = 2 X $(0.6FyA9) combination 1: combination 2: = 874801bs Check Fillet Welds: (sidewall to end plate) Dmin = 0.9Fytl(2 X 1.392L) 0.50 sixteenths Dmin = RJ(2x1.392L) = 0.04 sixteenths (top and bottom wall to end plate) Dmin = P urf(1.392L) = 0.03 sixteenths Dmin = RJ(2x1.392L) = 0.04 sixteenths (top and bottom wall to end plate) Dmin = Purf(1.392L) = 0. 03 sixteenths UltraShelter #1 077 4 7 . ' < 0.375 in OK > 6881bs OK > 5671bs OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld. OK Page 48 of 59 CEC #16-803 ,• CONNECTION 55-PURLIN A TO COLUMN . ' Member End Results: Fx (Axial) Fy (Major Shear) !combination 1: 54741bs. 1290 lbs. I combination 2: 48151bs. 1844 lbs. ,_____.,_ u·· --"'----'..; 0 "' "() v 6 ' 0 ci' ' """"' )( (]W } # of Bottom Bolts: 1 Bolt # ofTop Bolts: 1 Bolt Min. Bolt Diameter: 0.32 in F Y = 46000 psi F Y = 36000 psi Member Pitch = 0.00 degrees Member Size: Dm = 6.000 in. Wm = 4.000 in. t=o.125in. Bolt Size: 0.32 in: Put= 2737 lbs Put= 2408 lbs Bolt Design: combination 1: combination 2: UltraShelter #1 077 47 combination 1: combination 2: db,reqd = \ j 4M n~Ftd1 db,reqd = 0.27 nmin = Ruf~rn = 0.69 Bolts db,reqd = \ j 4M, n~Ftd1 db,reqd = 0.25 nmin = Ruf~rn = 0.98 Bolts Fz (Minor Shear) Mx (Torsion) My (Minor Moment) 375 lbs. 57 lb-ft 0 lb-ft 466 lbs. 0 lb-ft 0 lb-ft /.{;p Use: 0.75 in. dw = 4.000 in. d = 6.000 in. tp = 0.375 in. beam plate < < < < Weld = 0.188 in. E = 1.6 in. D = 1.6 in. d1 = 4.3 in. Backer Plate = 0.250 in. ~m = 5424 lbs/Bolt (tension) ~m = 1945 lbs/Bolt (shear) T b = 3808 lbs/Bolt (actual bolt tension) T b = 3350 lbs/Bolt (actual bolt tension) 0.320 dia OK · 1 Bolts OK 0.320 dia OK 1 Bolts OK Mz (Major Moment) plate width plate depth plate thickness plate thickness 0 lb-ft 0 lb-ft Page 49 of 59 CEC #16-803 End Plate Design: Check End Plate Thickness tp. reqd = s = 2.00 in. pf = 1.50 in. Y= 17.61 in. P1 = ndb2F1/4 = 72331bs $Mnp = $[2Pt(:~::dnJ = 46786 in-lb 1.11y,($Mnp) $bFpyY = 0.34 in Check Shear yea/ding: combination 1: $Rn = 2 X $(0.6FyA9) 583201bs combination 2: $Rn = 2 X $(0.6F yAg) combination 1: combination 2: = 58320 lbs Check Fillet Welds: (sidewall to end plate) Dmin = 0.9Fytl(2 x 1.392L) 0.32 sixteenths Dmin = RJ(2x1.392L) = 0.08 sixteenths (top and bottom wall to end plate) Dmin = Pu1(1.392L) = 0.49 sixteenths Dmin = Ru/(2x1.392L) = 0.12 sixteenths (top and bottom wall to end plate) ' Dmin = Purf(1.392L) = 0.43 sixteenths UltraShelter #1 077 4 7 < 0.375 in OK > 13431bs OK > 19021bs OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch weld OK -> 1/16 inch w~ld {)K -> 1/16 inch weld OK Page 50 of 59 CEC #16-803 CONNECTION 56 -PURLIN B TO HIP BEAM Member End Results: Fx (Axial) Fy (Major Shear) Fz (Minor Shear) Mx (Torsion) My (Minor Moment) Mz (Major Moment) !combination 1: !Combination 2: 2941bs. -13181bs. Plate Thickness = 0.25 in. Member Width = 3.00 in. Member Depth= 5.00 in. Bolt Diameter= 0.75 in. #of Bolts= 2 Weld Size= 0.19 in. 15 lbs. 1081 lbs. Worse Case Purlin Angle= 0.00 degrees Check Bolt: combination 1: Total Shear= 26.51bs. Try: (2) 0.75 in. diameter bolts 221bs. 281b-ft 2721bs. 59 lb-ft i'URL:N o:j ~ , I " Allowable V = 31792.51bs. Limiting Tesion Stress Combined Shear & Tension combination 2: Total Shear= 1114.9 lbs. Try: (2) 0.75 in. diameter bolts fv = ft = $ft = 30 psi 332 psi 87716 psi 87716 psi Allowable V = 31792.5 lbs. Check Weld: 0.188 in. Fillet Weld combination 1: combination 2: UltraShelter#1 077 47 Limiting Tesion Stress Combined Shear & Tension f = v ft = $ft = Effective throat thickness = Capacity of Weld = Total Capacity= Effective throat thickness = Capacity of Weld = Total Capacity= Page 51 of 59 1262 psi 0 psi 86330 psi 86330 psi 0.13 in 4.18 klin 66.81 kips 66812 lbs. 0.13 in 4.18 klin 66.81 kips 66812 lbs. 1\ ~ iTI co l~ :? UJ til ::J ,_ > > > > > > 0 lb-ft 0 lb-ft 0 lb-ft 0 lb-ft ;O TUB[ l''l.,RLifS 26.51bs. OK 332 psi OK 1114.91bs. OK 0 psi OK 320 lbs. OK 1115 lbs. OK CEC #16-803 Check Plate: A9 = 1.25 Ae1 = 0.81 Ae2 = 0.38 combination 1: combination 2: UltraShelter #1 077 4 7 Pu = $tFyAg = 40500.0 lbs. Pu::: $tFuAe = 30316.4 lbs. 14062.5 lbs. Pu = $tFyAg = 40500.0 lbs. Pu::: $tFuAe = 30316.4 lbs. 14062.5 lbs. > 26.51bs. OK > 26.51bs. OK > 26.51bs. OK > 1114.9 lbs. OK > 1114.9 lbs. OK > 1114.9 lbs. OK Page 52 of 59 CEC #16-803 z (!) en w c 0> "' .... 0 (!) (") "' z Ql 0> 1-0 ra 0.. 0 u. BASE PLATE DESIGN: Column and Base Plate Perameters: Column Width, D = 6.00 in. Plate Length, L = 11.00 in. Plate Thickness, t = 0. 75 in. Applied Forces: Max Axial, Pdn = 3.63 kips Max Shear, V = 0.70 kips Moment, M = 3.28 kip-ft Uplift, Pup = 0.64 kips Check Plate: critical section = 2.65 in. combination 1: Mp1 = 0.12 in.-kips/in tp = 0.16 in. combination 2: combination 3: Mp1 = 0.24 in.-kips/in tp = 0.23 in. Mp = 0.45 in.-kips/in tp = 0.32 in. Use: 11 in. x 11 in. x 0.75 in. thick baseplate UltraShelter #1 077 4 7 Page 54 of 59 D ftf • ' ~n /M' -~·-· __ ...,.__ OK OK OK CEC #16-803 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading (lb, ft.lb] Hex Head ASTM F 1554 GR. 36 3/4 h.,= 12.000 in. ASTM F 1554 Design method AC1318-11/ CIP eb = 0.000 in. (no stand-off); t = 0. 750 in. ; E = 0 psi; fyk = 35998 psi; YMs = 1.1 00 Page: Project: Sub-Project I Pos. No.: Date: I I; !!Sal Profis Anchor 2.6.6 1 107747 8/1/2016 lx x ly x t = 11.000 in. x 11.000 in. x 0.750 in.; (Recommended plate thickness: calculated (0.039 in.)) Square HSS (AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.188 in. cracked concrete, 3000, fc' = 3000 psi; h = 48.000 in. tension: condition A, shear: condition A; edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (0.3.3.5.3 (c)) z: ~~ 9o ~v~y ',,X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan UltraShelter #1 077 47 Page 55 of 59 CEC #16-803 www.hilti.us Company: Page: Specifier: Project: I; rt-:. •. 1 Profis Anchor 2.6.6 2 107747 Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Concrete edge failure in direction y+ fiN Combined tension and shear loads 0.552 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Recommended plate thickness: 0.039 in. Date: Design values [lb] Load Capacity 5259 9519 822 5811 ~ (, 0.141 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 8/1/2016 Utilization fiN'~ r1o1 Status 56/-OK -/15 OK Utilization f!N.v r1o1 Status 42 OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. 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PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan UltraShelter #1 077 4 7 Page 56 of 59 CEC #16-803 DRILLED SHAFT FOUNDATION DESIGN WITHOUT GROUND SURFACE CONSTRAINT • Rx[lb) Rv [lbl Rz [lbl Rox [lb-ftl Rovflb-ffi Roz[lb-ftl Combination 1: 165.891 3628.64 158.338 532.217 -15.49< -586.014 Combination 2: Combination 3: Foundation Dimensions: Diameter, W = Depth, D = Soil Conditions: 0 0 -639.867 2388.21 2.00 ft 4.00 ft Allowable Soil Bearing Pressure, B1 = Allowable Lateral Soil Bearing Pressure Lpa = Foundation Properties: fc = Number of Vertical Reinforcement Bars = Vertical Reinforcement Bar Size = Horizontal Tie Size = Horizontal Tie Spacing = f = y Ground Surface Constraint (O=No I 1 =Yes) = Bearing Pressure Analysis: Area of Footing, A;= nW/4 = Actual Bearing Pressure, Bp = (P dn I A;)*1 000 = 227.227 702.634 1500.00 psf 100.00 psflf 3000 psi (6) #6 #4 8 in. o.c. 60000 psi 0 1313.988 3279.562 3.14 sq. ft. 1155.03 psf Allowable Soil Bearing Pressure Exceeds Actual Soil Bearing Pressure -OK Uplift Analysis: Factored Wind Uplift Load = ((Pup *1.5)*1 000) = Weight of Footing, W1 = Weight of Footing Exceeds Factored Wind Uplift Load-OK 959.80 lbs. 1822.12 lbs. Foundation Lateral/ Overturning Analysis (Nonconstrained): Allowable Lateral Pressure, S1 = (Lpa*D*113) = Equivalent Column Height, h = MN = Nonconstrained Factor, A= (2.34V)I(S1*W) = Embedment Depth, d = (A/2)(1 +(1 +(4.36h)IA)A112 = Footing Depth Exceeds Embedment Depth -OK Allowable Lateral Pressure, S1 = (Lpa*D*113) = Equivalent Column Height, h = MN = Nonconstrained Factor, A= (2.34V)I(S1 *W) = . Embedment Depth, d = (A/2)(1 +(1 +(4.36h)IA)A112 = Footing Depth Exceeds Embedment Depth -OK Allowable Lateral Pressure, S1 = (Lpa*D*113) = Equivalent Column Height, h = MN = Nonconstrained Factor, A= (2.34V)I(S1 *W) = Embedment Depth, d = (A/2)(1 +(1 +(4.36h)IA)A112 = Footing Depth Exceeds Embedment Depth -OK Steel Reinforcement Analysis: Minimum Required Reinforcment, As-min = 266.67 pcf 0.00 ft 1.01 ft 1. 01 ft 266.67 pcf 0.58 ft 1.00 ft 1.44 ft 266.67 pcf 0.00 ft 3.08 ft 308ft 2.26 inA2 Actual Reinforcement, As-act = 2.65 inA2 Actual Reinforcement Exceeds Minimum Required Reinforcement-OK 0 0 0 0 VERTICAL BARS~ •. HORIZONTAL TIES Comb-1 Comb-2 Comb-3 max vertical max uplift max overturning Use: 2 Ft. Diameter x 4 Ft. Deep Concrete Footing. w/ 6 No. 6 Bars Vertical and No. 4 Ties at 8 Inches O.C. Notes: f.> ·1. The foundation design is based on Table 1806.2 of the building code, Class 5 soil material. If different soil conditions are encountered, it is recommended that a site specific geotechnical report is conducted to determine the load bearing values of the soil. 0 2. If the footing depth does not meet local frost requirements, footings shall be re-designed under the direction of an engineer. It is the contractor's responsibility to verify the local frost depth. UltraShelter #1 077 4 7 Page 57 of 59 CEC #16-803 .. c( 1-c( c ...J w z c( Q. u. 0 0 0:: 8 00 cD ; (.) w (.) <» 10 -0 00 10 Q) Cl "' c.. , .. McELROY METAL CORPORATE OFFICE • P.O. BOX 1148 • SHREVEPORT, LA 71163·1148 • (318) 747·8000 • FAX (318) 747·8029 ~r £ cl-t "' t c~\t au ttE~r t "' Issue Date: June 1, 2006 Multi-Rib --12''---i L ~a· _________ _ f 36' COVERAGE- 1. Section properties are calculated in accordance with the 2001 AISI North 4. lx is for deflection determination. American Specification for the Design of Cold-Formed Steel Structural Members. 5. Se is for bending. 2. Va is tne allaNable shear. 6. Ma is the allowable bending moment. 3. Pa is the allowable load for web crippling on end & interior supports. 7. All values are for one foot of panel width. Allowable Uniform Loads (PSF) Notes: 1. Allowable uniform loads are based upon equal span lengths. 2. Positive VVind is wind pres~ure and is NOT increased by 33 1/3 %. 3. Negative Wind is wind suction or uplift and is NOT increased by 33 1/3%. 4. Live is the allowable live or snow load. 5. Deflection (U180) is the allowable load that limits the panel's deflection to U180 while under positive or live load. 6. Deflection (U240) is the allowable load that limits the panel's deflection to U240 while under positive or live load. 7. The weight of the panel has NOT been deducted from the allowable loads. B. Positive VVind, Negative Vv'ind, and Uve Load values are limited to combined shear & bending using Eq. C3.3.1-1 of the AISI Specification. 9. Positive Wind and Live Load values are limited by web crippling using a bearing length of 2". 10. Web crippling values are determined using a ratio of the uniform load actually supported by the top flanges of the section. UltraShelter #107747 Page 59 of 59 No. 07-232-06 CEC #16-803 DESIGN CRITERIA 2013 CALIFORNIA BUILDING CODE RISKC'\TEGORY: II DEAD LOAD: WEIGHT OF ROOFING SYSTEM = 2 PSF + STRUCTURE DEAD WEIGHT SNOW LOAD: GROUND SNOW LOAD: 0 PSF ROOF SNOW LOAD: 0 PSF SNOW EXPOSURE FACTOR: 1.0 SNOW LOAD IMPORTANCE FACTOR: 1.0 THERMAL FACTOR: 1.2 LIVE LOAD: ROOF LIVE LOAD: 20 PSF WIND LOAD: ULTIMATE DESIGN WIND SPEED: 110 MPH NOMINAL DESIGN WIND SPEED: 86 MPH WIND IMPORTANCE FACTOR: 1.0 WIND EXPOSURE CATEGORY: C GUST EFFECT FACTOR: 0.895 INTERNAL PRESSURE COEFFICIENT (GCpi): 0 SEISMIC DESIGN: SEISMIC IMPORTANCE FACTOR: 1.0 SEISMIC SITE CLASS: D SEISMIC DESIGN CATEGORY: D BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL ORDINARY CANTILEVER COLUMN SYSTEM FOUNDATION DESIGN CONCRETE COMPRESSIVE STRENGTH AFTER 28 DAYS: 3,000 PSI STEEL REINFORCEMENT: ASTM-A615, GRADE 60 VERTICAL FOUNDATION PRESSURE: 1,500 PSF LATERAL BEARING PRESSURE: 100 PSF/F FOUNDATION NOTES: 1. THE FOUNDATION DESIGN IS BASED ON TABLE 1806.2 OF THE BUILDING CODE, CLASS 5 SOIL MATERIAL. IF DIFFERENT SOIL CONDITIONS ARE ENCOUNTERED, IT IS RECOMMENDED THAT A SITE SPECIFIC GEOTECHNICAL REPORT IS CONDUCTED TO DETERMINE THE LOAD BEARING VALUES OF THE SOIL. 2. IF THE FOOTING DEPTH DOES NOT MEET LOCAL FROST REQUIREMENTS, FOOTINGS SHALL BE RE-DESIGNED UNDER THE DIRECTION OF AN ENGINEER. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCAL FROST DEPTH. STRUCTURAL STEEL MEMBER TYPE WSHAPES RECTANGULAR HSS TUBES SQUARE HSS TUBES ROUND HSS TUBES SCHEDULE PIPE ROUND MECHANICAL TUBING MISC. PLATES/SHAPES CONNECTION SOL TS HEADED ANCHOR BOLTS ASTM A992 A500 (GRADE B) A500 (GRADE B) A500 (GRADE B) A53 (GRADE B) A519 A36 A325 F1554 MIN.YIELD STRENGTH 50KSI 46KSI 46 KSI 42 KSI 35 KSI 42 KSI 36 KSI 92 KSI 36 KSI [ 33'-0"] 396" II--• ----[22'-0"] ------l•J 264" 1 PLAN VIEW WELD: AWS STANDARD AND 70S-6 WIRE 1 ~·~ [ 11'-10 1/2"] T 142 1/2" 8/1/2016 [ 8'-0"] 96" . "--t4, GROUND LEVEL FRONT VIEW GROUND LEVEL PROJECT HIP RECT 22x33 SHELTER 24ga. MUL TIRIB ROOF 1 LEGOLAND DR CARLSBAD, CA 92008 SIDE VIEW City of Carlsbad Building Division ocT 31 zom REVISIONS APPROVED BY: _...!...-!~----r-~ w ISSUED BY:·_ -.{-'::>.~~---r-> SHEET INDEX ....J ~ ::::> 1-u w I- I u 0:: <( BY SHEET 1.0 3/4" X 16" F1554 GR. 36 HEADED ANCHOR BOLT (4) PLCS EACH CONNECTION ~¢24" PIER FOOTING 8/1/2016 (1) 3/4" NUT (2) 3/4" WASHER (4) PLCS (6) #6 VERTICAL SCALE N.T.S. \ \ \ \ 409518\ \ \ 20' X 30' FOOTING LAYOUT REVISIONS BY 29'-0" SHEET 2.0 Page 2 of 9 ITEM NO. DESCRIPTION 1 Column #107747 2 Column-Center #107747 3 Hip Beam· Hip Rect. 22x33 4 Ridge Beam-hip rect. 22x33 5 Purlin·Hip Rect. 22' B 6 Purlin· Hip Rect. A 22' 7 3/4" Washer F436 8 3/4" x2" A325 Machine Bolt 9 3/4" x 1-1/2" Machine Bolt 10 Hip Beam • Hip Rect. 33' Side 11 Purlin·Hip Rect. 33' B LH 12 Purlin-Hip Rect. 33' B RH 13 Purlin· Hip Rect. 30' A RH/LH 6" x 4" 14 Roof Hat 15 Purlin Hat 4:12 • 10' Long 8/l /2016 QTY LENGTH 4 109" 2 109 1/8" 4 149 3/4" 1291/8" 2 107 1/4" 2 215 3/16" 96 72 24 2 109 3/8" 2 116 1/8" 2 116 1/8" 4 170 3/16" 2 6 MATERIAL 6x6x3/16" HSS ASOO 6x6x3/16" HSS ASOO 6x6x3/16" HSS ASOO 6x6x3/16" HSS A500 5x3x11ga HSS A500 6x4x11ga HSS A500 6x6x3/16" HSS A500 5x3x11 ga HSS A500 5x3x11ga HSS A500 6x4x11ga HSS A500 14ga HRPO A36 16ga Galvanized REVISIONS BY SHEET 3.0 Page 3 of 9 @3/8" PLATE @ 1/4" PLATE PURLIN A 6x4x11ga HSS @3/8" PLATE @ 1/4" PLATE COLUMN 6x6x3/16" HSS TYP HIP BEAM TAIL 6x2x11ga HSS COLUMN TO HIP BEAM, PURLIN A & HIP BEAM TAIL CONNECTION PURLINA 6x4x11ga HSS @3/8" PLATE @ 1/4" PLATE @1/4" PLATE @3/8"PLATE HIP BEAM 6x6x3/16" HSS 314" x 2" BOLT. WASHER, NUT (2) PLCS EACH CONNECTION PURLIN A 6x4x11ga HSS C 3/8" PLATE SCALE N.T.S. 3/8" PLATE 3/4" x 2" BOLT WASHER. NUT (21 PLCS EACH CONNECTION J 1/4" PLATE PURLIN A 6x4x11 ga HSS COLUMN TO HIP BEAM, PURLIN A CONNECTION COLUMN 6x6x3/16" HSS COLUMN TO BASE PLATE CONNECTION 8/1/2016 SCALE N.T.S. M 3/4" BASE PLATE SCALE N.T.S. PURLIN B 5x3x11ga HSS HIP BEAM 6x6x3/16" HSS HIP BEAM TO PURLIN B CONNECTION PURLIN B 5x3x11ga HSS @ 1/4" PLATE PURLIN B 5x3x11ga HSS HIP BEAM TO PURLIN B CONNECTION #12-24 X 7/8" TEKSCREW One every 12" PURLIN A TO HAT CONNECTION @1/4" PLATE 3/4" x 1-112" BOLT. WASHER. NUT (2) PLCS EACH CONNECTION SCALE N.T.S. HIP BEAM 6x6x3/16" HSS @ 1/4" PLATE 3/4" x 1-112'' BOLT. WASHER, NUT (2) PLCS EACH CONNECTION SCALE N.T.S. #12-24 X 7/8" TEKSCREW One every 12" PURLIN A 6x4x3/16" HSS SCALE N.T.S. RIDGE BEAM 6x6x3/16" HSS TYP ®318" PLATE J.d.W--f,f.l.b>L---@ 3/8" PLATE @3/8" PLATE HIP BEAM TO RIDGE BEAM CONNECTION 314" x 2-112" BOLT. WASHER. NUT (4) PLCS EACH CONNECTION HIP BEAM 6x6x3/16" HSS HIP BEAM TO RIDGE BEAM CONNECTION 314" x 2" SOL T, WASHER, NUT (4) PLCS EACH CONNECTION HIP BEAM 6x6x3/16" HSS SCALE N.T.S. RIDGE BEAM 6x6x3/16" HSS HIP BEAM 6x6x3/16" HSS SCALE N.T.S. REVISIONS BY SHEET 4.0 Page 4 of 9 3/8" =i:::= ~/4" ¢13/16" \ f-2 1/2" 1 5/8" c;D 15/16" x4"""" r--2 1/2" 1 3/8" n t 1 1 4 12" n?±> 1 J/8" ~ t ~ J .. ' 515/16" J .. 5 11/16" 0 -! 0 -~ ~--5 3/4" ---i 1----5 1/4" ==! PLATE A SCALE V "'-f-------1 A\ PLATEB SCALE / \ r-----1 B N.T.S II II I ~114" \ ___\--1 5/8" ¢13/16" ~ \ \ 1 3/16" 4 L. \ '6 ' 2 112· l_j .J,• \--3 3/4" =--\ ~/ N.T.S "'-/ 3/8" ===~ 1-51/16"-j L...L.__ ____ __._. =t/8" t------5 3/8" =l PLATE C 1-s_c_A_L_E __ _,V C \ PLATE D N.T.S 1"\.. / J-----10 13/16"----j 3/8 goo --4"- 1----+--2 3/16" 9 9 9 9 n (D (D ( ~ (l}----1Hfl---J 7" l1 7/16" 4 T6" l <D<D Q) '-------'--l.-- 1-------+-1 5/8" -31/4"- SCALE N.T.S II ---+--1 7/8" / \ 0 ' / REVISIONS BY z ~ 0 ~ I-_J LL co (.) wo 0 IQ o W (/)~ N z ~m z ~!:Qo<C ~----------.-----~~~-----------~-------~~4---------------------.---------.~~----------------------.---------,/~~o ~~o~ PLATE E f--s_c_AL_E ____ --t/ E\ PLATE F f--s_c_A_L_E ---IV F \ PLATE G t-s_c_A_LE ____ ---lv G' PLATE H scALE H\ 0 CfJ ~ ~ ~ ~ 1\. / 1\. I W...Ju=>_J[]J t-------------------~N_.T_.S ______ ~,~~_/~--------------------LN_._T._S ______ Li~~~_/4-------------------L-N._T_.S _____ LI'~~----------------~N-.T-.S------~~~'-/~~~w~O(I) ~1--~m(!)_J c;D 13/ 16" \ - 2 1 /2" --..!-----+-1 5/8" n ~ 19)16' 6 3116" " J 0 J f----5 3/4" =l PLATE I SCALE N.T.S 8/1/2016 1/4" cc:::::======:o ~ ¢15/16" x4 \ I-2 1 /2" -t-----11--1 3/8" nr-. -T~+---+--t---1---,1 • .---/'2" (J ~J t 5 15/16" 3" 0 ! t----5 1/4" =! / \ PLATEJ SCALE / \ 1------1 j I \._ / N.T.S i"\._ / PLATEK =[1/4" 1 3/8" ¢13/16"~ • ~ 11/8" I G-t---t----.- 4 3/4" 2 )/2" 1J 23/4" ~ j SCALE N.T.S v \ K 1\.. / 0:: w 9:~~~ LL.OIN..-U SHEET 4.1 Page 5 of 9 REVISIONS BY l_ =t/4" T1t4" 8" (/)718" ¢15/16" 16ga Galvanized n l 6</!2112" 11" 7/8" 5" goo _l 3" 8" 0 ·~ ~518"~ 0 5"~ 2 5/8" 11" PLATE L SCALE BASE PLATE M SCALE HATN SCALE N.T.S N.T.S N.T.S SHEET 4.1 8/1/2016 Page 6 of 9 "'"' ·-·, ~UIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL !ABLE lZQ:!.Z.Z V~RIFICATION ANQ IN:!P~CTION COI':!IIII\IUOUS P~RIODIC REFERENCED STANDARD 1. Material verification of cold-formed steel deck: a.ldentification markings to conform to ASTM standards -X Applicable ASTM material specified in the approved construction documents standards b. Manufacturer's certified test reports -X 2.1nspection of welding: a. Cold-formed steel deck: 1). Floor and roof deck welds. -AWS D1.3 b. Reinforcing steel: ! i 1) Verification of weldability of reinforcing steel other -X than ASTM A 706 2) Reinforcing steel resisting flexural and axial forces AWS 01.4 in intermediate and special moment frames and boundary ACI 318: X -elements of special structural walls of concrete and shear Section 3.5.2 reinforcement. 3) Shear reinforcement X - 4) Other reinforcing steel. -X -----·· , ..... .......... ., REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION TABLE 170:!.3 · VERIElCATJO_N AND INSPECTION CONTINUO!.!S PERIQDIC BEEEBEtliC!;D STANDARQ IIBC REFERENCE l.lnspection of reinforcing steel, including prestressing -X ACI 318: 3.5, 7.1-7.7 1910.4 tendons, and placement. 2. Inspection of reinforcing steel welding in accordance AWS D1.4 ---with Table 1705.2.2, Item 2b. ACI 318: 3.5.2 3.1nspection of anchors cast in concrete where allowable ACI 318: 1908.5, loads have been increased or where strength design is -X used. 8.1., 21.2.8 1909.1 4.1nspection of anchors post-installed in hardened ACI 318: concrete membersb. -X 1909.1 3.8.6, 8.1.3, 21.2.8 5. Verifying use of required design mix. X ACI 318: CH. 4, 5.2-5.4 1904.2, -1910.2, 1910.3 6. At the time fresh concrete is sampled to fabricate ASTM C172 specimens for strength test, perform slump and air content X -ASTM C31 1910.1 tests, and determine the temperature of the concrete. ACI 318: 5.6, 5.8 7. Inspection of concrete and shotcrete placement for X ACI 318: 5.9, 5.10 1910.6, 1910.7 -proper application techniques. 1910.8 8. Inspection for maintenance of specified curing -X ACI 318: 5.11-5.13 1910.9 temperature and techniques. 9. Inspection of prestressed concrete: a. Application of prestressing forces. X ACI 318: 18.20 -- b. Grouting of bonded prestressing tendons in the seismic-X ACI 318: 18.18.4 force-resisting system. 10. Erection of precast concrete members. -X ACI 318: CH. 16 - 11. Verification of in-situ concrete strength, prior to stressing of tendons in post-tenstioned concrete and prior -X ACI 318:6.2 -to rem ova I of shores and forms from beams and structura I slabs. 12.lnspectformwork for shape, location and dimensions of -X ACI 318: 6.1.1 -the concrete member being formed. 8/l /2016 STATEMENT OF SPECIAL INSPECTIONS: 1. NOTICE TO THE APPLICANT/OWNER/OWNER'S AGENT/ARCHITECT OR ENGINEER OF RECORD: BY USING THIS PERMITIED CONSTRUCTION DRAWINGS FOR CONSTRUCTION/INSTALLATION OF THE WORK SPECIFIED HEREIN, YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THE CITY FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS AND, AS REQUIRED BY THE CALIFORNIA CONSTRUCTION CODES. 2. NOTICE TO THE CONTRACTOR/BUILDER/INSTALLER/SUB-CONTRACTOR/OWNER-BUILDER: BY USING THIS PERMITIED CONSTRUCTION DRAWINGS FOR CONSTRUCTION/INSTALLATION OF THE WORK SPECIFIED HEREIN, YOU ACKNOWLEDGE AND ARE AWARE OF THE REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THE CITY FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS AND AS REQUIRED BY THE CALIFORNIA CONSTRUCTION CODES. 3. THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE CITY, DEVELOPMENT SERVICES, IN THE CATEGORY OF WORK REQUIRED TO HAVE SPECIAL INSPECTION. 4. THE CONSTRUCTION MATERIALS TESTING LABORATORY MUST BE APPROVED BY THE CITY. DEVELOPMENT SERVICES FOR TESTING OF MATERIALS SYSTEMS, COMPONENTS AND . EQUIPMENTS. 5. FABRICATOR SHALL SUBMIT AN 'APPLICATION TO PERFORM OFF-SITE FABRCATION' TO THE INSPECTION SERVICES DIVISION FOR APPROVAL PRIOR TO COMMENCEMENT OF FABRICATION. 6. FABRICATOR SHALL SUBMIT A 'CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION' TO THE INSPECTION SERVICES DIVISION PRIOR TO ERECTION OF FABRICATED ITEMS AND ASSEMBLIES. 7. THE SPECIAL INSPECTIONS IDENTIFIED ON PLANS ARE, IN ADDITION TO, AND NOT A SUBSTITUTE FOR, THOSE INSPECITONS REQUIRED TO BE PERFORMED BY A CITY'S BUILDING INSPECTOR. 8. SPECIAL INSPECTION FOR CONCRETE CONSTRUCTION. ----~~-~~-----. ·---· ---.-·-·~~-~---·-·---·-------~----~ .... ------·- REQUIRED VERIFICATION AND INSPECTION OF SOILS i IA!.!b~ lZO:Z.2 ... __ VEBIFICATIQN ANQ INSf!;g:JON TASK CONTINUOUS DURIN~ TASK LISTED PERIODICALLY D!.!RIN~ TASK LISTED 1. Verify materials below shallow foundations are X adequate to achieve the design bearing capacity_ - 2. Verify excavations are extended to proper depth and --have reached proper material. 3. Perfom classification and testing of compacted fill X materials. - 4. Verify use of proper materials, densities and lift X thicknesses during placement and compacted fill. - 5. Prior to placement of compacted fill, observe subgrade X and verify that site has been prepared properly. - ·--·----~--~---· ·····--·· ··-------"-----·--·----·-·--·· i REQUIRED VERIFICATION AND IN_SJ>f.CTION OF CAST IN PLACE DEEP FOUNDATION ELEMENTS IAim lZO:!.~ ~~BIEI~l]OI':!I 81':!112 II':!ISf~OIQI':!I IASK !:;OI':!IIII':!IUOUS QUBII':!I~ IASK LIH~Q f~BIOQI~LI.l QUBII':!I~ IASK LISIEQ 1. Observe drilling operations and maintain complete and -accurate records for each element. X 2. Verify placement locations and pi umbness, confirm element diametrs, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-X - bearing strata capacity. Record concrete or grout volumes. 3. For concrete elements, perform additional inspections in --accordance with Section 1705.3 STATEMENT OF SPECIAL INSPECTIONS: 1. VERIFICATION AND INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS REVISIONS BY SHEET 5.0 Page 7 of 9 8!1 /2016 12 4~ ~----38 1/4" Sheet Width ------t r--36" Coverage Width -------j I f-12"Typ.--i I 6x4x11ga HSS \ 0 0 /\_,____-,-- MUL TIRIB ROOF PANEL 24GA ASTMA792 Fy=50 ksi 5x3x11ga HSS 24ga Multi Rib roof METAL FASTENERS CORRECT Sealing material slightly visible at edge of melal washer. Assembly is weathertight. TOO LOOSE Sealing material not visible. Notenough compression to seal properly. TOOnGHT Sealing material extruded beyond edge of washer. #12-24 x 7/8" #1/4"-14 x 7/8" screw '4•------~,0~,--T-EK_4_s-cr~:~~------~,~ ,n~,------~,1\~,------~,~ FASTENER SCHEDULE REVISIONS BY SHEET 6.0 Page 8 of 9 24 ga. Multi Rib Roof Panel #12-24 X 7/8" TEK4 SCREW Panel Cover w/ Drain Holes SECTION@ EAVE Hip Trim #1/4-14 x 7/8" SCREW SECTION @ HIP BEAM 8/1/2016 Purlin A 24 ga. Multi Rib Roof Panel #12-24 X 7 /8" TEK4 SCREW Hip Beam SECTION @ RIDGE #1/4-14 x 7/8" SCREW #12-24 X 7/8" TEK4SCREW 24 ga. Multi Rib Roof Panel #12-24 X 7/8" TEK4 SCREW Purlin SECTION @ PURLIN REVISIONS BY Gable Hip Trim 4:12 Hip Rectangular Trim 4:12 SHEET 6.1 Page 9 of 9 I I : ' i ·j l l I l l J I j l j l 't I l '( ! ! ! l j J j l l J I . j 'I l l I I I l j j I ' i I l I I l j j I ' J I 1 I l l I i ,, . n Q P.5 p ' I . ' i'-0" 1' .. 6" ::10'-Q" ............... , ......... .,.· ....... t ......................... _"'~"'"""""'"'"'_l!l 1:1~~- I . -1-··---- ' • () ' ' h I ' :1' I t-. !%~~i~~ _·_.·. I -. I --r ' ' I . l R.O. I I I I I I I ' FLOOR 1 SCALE 1/8'•1'·0' ·. I . ____________ -__ --'-___ .. c _____ -------___ --_,_--'--- " M L K.5 ' I I I I d~~t-ll--+·--H-· I , I ' ' . ' I BIRT~DAY . ~ TENTp I I ···'•······· ··-.. : ____ :...~~-~--~-..... ·-------····~-····--·--.. , .. ' J H G F I ' ' TERRACE ' 1 SEATING -t-~- '' I 4i--.c.f- ' . ' I I - . ' ' A .. 1 . ' . .. 3 ' \.:_ __ - 8 -----10 r-· 11 --+--C:f-../ 12 I I 13 I ' -r--14 +---HI+H-15 ,,, . ' '•. ,"•" -' I ·-. ' ··.· :· .. ..,~' "-." ' ' . ' ..... "• LEGEND I HR SEPARATION ~L.· \\ \··_. ~ ·. 'GENERAL -··NOT:E:s:~ .... ~.~~ -. . . •·~ ..... ,."'·,...,, .... ,.,..,.,~,n ...... I, ALL DIMENSIONS ARE TO THE FACE OF FINISH OR <S>RID LINE UNI.ESS NOTED OTHERI"'ISE :2. FOR ALL ~LL. TYPES SEE D!;;TAIL. SHEETS P•SOI TO P·SO'l. B. FOR BACKING PLATE DETAILS SEE P-965 AND P•504. ' . . ' - 4. INTERIOR PARTITIONS AT ReSTAURANTS, INCL. 6Ac;K OF H01!5E, MUST SIT ON A 10" HI<!'>H CONCRETE CU~, I'IIDTH SAME AS STUO S. INTERIOR PARTITIONS AT BATHROOMS, MUST SIT ON A 10" HIGH CONCRETE CURB, I'IIDTH SAME AS STUD 6. FOR ALl.. DETAILS, PLEASE REFER TO PC:TAIL BOOK VOL.UMI:S I, t :2 7. FOR AL.L; INTERIOR COLOR 4 MATERIAL SPECIFICATIONS, PLEASE RI::FER TO DETAIL BOOK Y~a:- B. FOR KITC.HEN EQUIP. AND LOC.ATION5, ;<eFER,i.O.K!TCtiS'<:D.Y,!lcSi$.,. FLOOR PLAN KEY NOTES 0 ~L.LS AT FREE:ZI;;I't AND COOLER (SHOI'IN HAT"HI;;D) ARe ElY MANUFACTURE!'~. @) R.EINFOR"ED CONCRETE FLOOR SLAB. ® LANDSCAPE FEATURE· $eE $HEET L419 AND L414 GJs" DEPFI.ESSED !>LAS SeE STRUCTURAL DI'IGS. ·. . -.. -~"·------~..:. -~-----~.~ .. --... :__ .. -----~----------·-----·-·-· ·-------~-----·'-·-·"·-.,.-_, ______ -----·-----------.-----·-·--------------------··-<••""'" ~--..... _, ________ ................. : .. :-____ ;;.__,~---"'" ----·--· --~-........... , .... __ ..... '·"'""""" ..... ....,-·--------~------~---"~"'""''"-·'"" ,, ---..................... ---.. . ' ' LEGO D GARL.3BA:P LEGOLAND Attraction Center, Billund OK4190 Blllund ·• DENMARK +457$33 II 83 Volco +-IS 75 35 39:18 I'm< 0 LEGOLAND Attraction Center, Windsor 0 I A.. Alma Rood. WindSor · Booi<sbl"" UK SLA JHU +441753626400Vol<o +441753796667Fia• ... !louse Wyatt Associates Attrattlon Design Consu- . 1014 Vine Sm..t, Suite 1300, c:t..dnnad, OH 45201 · Sl3 381 0055 Voice 513 381l6911'olt HOKStudioE Architect of Reconi 1655 26tli Sto'<>ot. Suite 200, santa Monica, CA 90404 · 310 453 0100 Vole<> 310 4532051i'a>< · Sasaki AssoCiates, Inc. l.onds-Consullants . 703 Palo,... Al'l'Ort Road Ste. 1'10, Corlsbod, CA 92009 760 603 670$ Voice 760 603 6761 Fax· Nolte and Associates, Inc. Civil Engl.......mg 5469 Kearny Villa !load, Suite 30$, Son Dlegn, CA 921 U 619 2789392 Vol<:e 619 278 46211fox 0 0 D McGraw/Bafdwin Architects ··· · · 0 Am>dotedArchlt .... 701 8 Street, SultelGO, San Diogo, CA 9liOI.SIQI 619:131 0751 Vol<» 619 231 43961'olt Martin & Dunn, Inc. Structural Engineering 7801 Mr..lon ConterCt,l/400 S.O.Diegn, CA 92108 6194972118Vol.., 61949704l91'm< Rosenberg + Associates Mechonl<:al. Plumbing, Fire P-on eoo .. ~tants 5933 W. Cent\11')' Blvd. #1050, Lao Angoleo, CA 901145 31 o 6-15 0 142 Voll!e ll o 645 1868 I'm< · Lucci & Associat"s' Inc. . · Comult!n8 Elottrtcal !lngl"""rs 3251 CortcM~,#SI,Camarillo,CA_9301l-0094 0053896520 Vol<e 805 389 6519 Fax Issue No. ~--------------·----·~·----~------- -------------··--·-------------------- 2 . & BUW!TIN 1132 12.03-97 . I IGMP#l FINALSI!T lo.IMT .FUNTOWN Marche Complex. Floor PII;Ul sCaie as shown HOK 96.0634.00 0 0 0 0 ·.!' ~ ' . . : ' ' !! " "t ' ', ft_ I ' " ' '