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HomeMy WebLinkAbout1 LEGOLAND DR; ; PC2018-0050; PermitPERMIT REPORT (City of Carlsbad Print Date: 04/29/2020 Permit No: PC2018-0050 Job Address: 1 Legoland Dr Permit Type: BLDG-Plan Check Work Class: Commercial Status: Closed - Finaled Parcel No: 2111000900 Applied: 11/29/2018 Valuation: $ 0.00 Lot #: Issued: 06/20/2019 Occupancy Group: Project U: . DEV2018-0163 PermitFinal U Dwelling Units: Construction Type Close Out: 04/29/2020 Bedrooms: Inspector: Bathrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: PROJECT 2020 Description: LEGQLAND: PROJECT 2020 (NEW 3-STORY RIDE BLDG, NEW OUTDOOR RIDE, TI TO 3 EXISTING BLDGS) Applicant: Owner: Contractor: WMB-ROI, INC. LEGOI.AND CALIFORNIA LLC SWINERTON BUILDERS STEVEN BOYINGTON 110 S Kentucky Ave Po Box 543185 C/O Property Tax Service Co 260 Townsend St Lakeland, FL 33801-5002 DALLAS, TX 75354 San Francisco, CA 94107-1765 863-687-3573 415-984-1362 FEE AMOUNT FIRE A-i Occupancies - New $1,188.00 FIRE A-4 & A-5 Occupancies - New $1,188.00 FIRE S Occupancies < 50,000sq. ft. TI $373.00 MANUAL BUILDING PLAN CHECK FEE $2,500.00 Total Fees: $ 5,249.00 Total Payments To Date: $ 5,249.00 Balance Due: $000' Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-27001 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 CCity o ff Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan CheckP220I) - Q50 Est. Value PC Deposit Date "' 2..g-t) Job Address 1 Legoland Drive, Carlsbad, CA 92008 _Suite: APN: 211-100-09-00 Tenant Name:_LEGOLAND California CT/Project SI: Lot U:________ (A-3) Assembly Occupancy: Special Amusement Building Construction Type: UB Fire Sprinklers: no Air Conditioning: j/ no BRIEF DESCRIPTION OF WORK: New construction of (1) three-story "New Ride Building [Theater]. and (J Addition/New:22,463 af + 1666 sf New SF and Use, New Rule Building + Drop Tower Ride New SF and Use, 3257sf + 780 sf = 4037 sf Outdoor Covered Queue (not a/c) Character Meet & Greet Tenant Improvement: 9,530 SF, Existing Use Restauránt/Theaterproposed Use /Downtown 1,412 SF, Existing Use Retail Proposed Use Retail 52 SF, Existing Use Carousel Proposed Use Carousel 0 Pool/Spa: SF Additional Gas or Electrical Features? New electrical in New Ride Building. Outdoor Ride, and Character Meet & Greet/Downtown Solar: KW, Modules, _______ Mounted, Tilt: Yes / No,. RMA: Yes / No, Panel Upgrade: Yes I No 0 Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: Steven J. Boyington Name: Thomas Storer Address: 110 South Kentucky Avenue . Address: One Legoland Drive City: Lakeland State: - Zip: 33807 City: Carlsbad State: CA Zip: 92008 Phone: 863-867-3573 Phone:' 760-919-5323 Email: stevenboYington@wmb-roi.com Email: tom.storez1flego1and.com DESIGN PROFESSIONAL Name: Steven J. Boyington Address: 110 South Kentucky Avenue City: Lakeland State: Zip: 33801 Phone: 863-867-3573 Email: stevenboyington@wmb-roi.com Architect State license: C-37040 CONTRACTOR BUSINESS Name: Swinerton Address: 260 Townsend St. City: San Francisco State:_CA Zip: 94107-1765 Phone: 1858) 692-0349 Email: çjdwinswinerton.com State license: 92 Bus. License:_BL0S1227205 (Sec. 7031.5 Business and Professions Code; Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he/she Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9. commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she 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)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingcarIsbadca.gov 0-4-91% =.. ,oia a (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjuryone of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. I have and will maintain worker's 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 number are: Insurance Company Name: Arthur J. Gallagher & Co Pàiicy No. WC0428288800 Expiration Date: 08/01/2019 O 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 be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and CMI fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. OlIlaIIy slned by Chris Jadwin ON; .US E-cfadwln@swlneflon.com, Chris J adwi fldNchrisJadwin CONTRACTOR SIGNATURE: oat.: 2019 .04.01 10:232007'W (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 01, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Cl lam exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (Include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone/ contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE:____________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution controFN rict or air quality management district? Ci Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yeso IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLHE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information Is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and state laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMrr.OSHA: An OSHA permit is required for excavations 0ver5'O' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit Issued by the Building Official under ft provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit Is suspended or abandoned at any time after the work Is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: DATE: 11/28/2019 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 2 of 2 Rev. 06/18 DAGENT DATE: 04101/2019 CP 000 k, FIT of SPECIAL INSPECTION Development Services Building Division Carlsbad AGREEIVIENRECEIVED 1635 Faraday Avenue B-45 760-602-2719 MAR 01 2019 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the foliO ;9 work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Project 2020/ PC 2018 0050 Project Address: _1 Legoland Dr, Carlsbad, CA 92008 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Peter Ronchetti (First) (MI.) (Last) Mailing Address: One LEGOLAND Drive Carlsbad, CA 92008 Email: peter.ronchetti@legotand.com Phone: (760) 9185401 I am: OProperty Owner NProperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number: Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special insppoted on the approved plans and, as required by the California Building Code. cc Signat(JtX ôIAduJh Date: 2/11/2019 1(fD969DF5958A4465 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name:Swinerton Please check if you are Owner-Builder 0 Name: (Please print) Chris J Jadwin (First) (M.I.) (Last) Mailing Address* 16798 West Bernardo Drive, San Diego, CA 92127 Email:_cjadwin@swinerton.com Phone: 858.692.0349 State of California Contractor's License Number: 92 Expiration Date: 08/31/2019 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final reøort / letter in compliance with CBC Section 1704.1.2 nrior to reauestina final inspection. L sig,ed by Ch,ts Jadwm Chris Jadwin 1b CUS. Ecjadwfnsfnwton.com, Signature: Dte: 2019.0206 1I:14:45.0800 Date: 08/31/2019 B-45 Page 1 of 1 Rev. 08/11 EsGil ' A SAFEbuittCompany DATE: March 29, 2019 0 APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0050 SET: III PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Project 2020 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. liii 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 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: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: L) Telephone #: 863-687-3573 Date contacted: (b)) Email: Mail Telephone Fax In Person [I] REMARKS: By: Kurt Culver Enclosures: EsGil 3/22/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 F! LI EsGil A SAFEbuittCompany DATE: March 15, 2019 JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0050 SET: II PROJECT ADDRESS: 1 Legoland Dr.; PROJECT NAME: Project 2020 D APPLICANT U JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: Steven Boyington EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Steven Boyington Telephone #: 863-687-3573 Date contacted: (by: ) Email: StevenBoyingtonwmb-roi.com Mail Telephone Fax In Person LI REMARKS: By: Kurt Culver Enclosures: EsGil 3/7/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC20 18-0050 March 15, 2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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: 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 4. All sheets of the plans are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. THIS IS JUST A REMINDER TO CHECK THE FINAL SETS OF PLANS. 6. As shown, the building(s) is/are over area for the Type of Construction shown. Table 506.2. Note: In California, the State Fire Marshal made the following restrictive changes to the IBC: The provision for allowing fire sprinklers to increase the allowable floor area together with the allowable height is not allowed for Group A, E, H, I, L and R occupancies, along with high-rise buildings (sprinklers can be used to increase the area or height, but not both). Table 506.2. SINCE FIRE SPRINKLERS ARE BEING USED TO INCREASE THE ALLOWABLE NUMBER OF STORIES (FROM 2 TO 3), THEN YOU CAN'T USE THE SPRINKLERS TO INCREASE THE ALLOWABLE AREA. THEREFORE, THE ALLOWABLE AREA FROM TABLE 506.2 IS 8,500 (NOT 25,500 AS SHOWN). Carlsbad PC20 18-0050 March 15, 2019 Elevator access must be provided to upper and lower levels, unless it can be shown that an exception in Section 11 B-206.2.3 is applicable. Since the new ride building is 3 stories, elevator access must be provided. Please notice that a basement is still treated as a story. NONE OF THE EXCEPTIONS FROM SECTION IIB-206.2.3 ARE APPLICABLE. THEREFORE, SECTION 11 B-206.2.4 REQUIRES ELEVATOR ACCESS. IN YOUR RESPONSE, YOU REFERRED TO THE EXCEPTION IN SECTION 11 B-206.2.4, BUT THAT EXCEPTION DOES NOT APPLY HERE. Show that handrails extend ~12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. The extensions of handrails shall be in the same direction of the stair flights. Section 1113- 505.10. ALL OF THE STAIRS MUST BE REVISED. PLEASE REVISE IIA-506, IIA-507, ETC. STRUCTURAL 36. The only set of structural calculations we received were the "Permanent Retaining Wall" calculations by Pirooz Barar. Many more calculations are required for this project (including the different volumes). Please provide. A. REGARDING POPE'S CALCULATIONS: PROVIDE A TABLE OF CONTENTS. PROVIDE FOUNDATIONIPILE CALCULATIONS (IF NOT BY HIM, THEN BY SOMEONE). B. PROVIDE CALCULATIONS FOR THE DROP TOWER STRUCTURAL PLANS. 37. A foundation/soils investigation is required for all projects in Seismic Design Categories C, D, E or F. Section 1803.5.11. PLEASE SUBMIT THE REPORT. WE HAVE STILL NOT RECEIVED THE REPORT. Carlsbad PC20 18-0050 March 15, 2019 Structural Observations for SDC D, E, and F Structures. Structural observation should be provided and noted on the plans because of one of the following conditions. (Section 1704.6) The structure is classified as Risk Category Ill or IV. This includes buildings whose primary occupancy is public assembly with an occupant load greater than 300, buildings with elementary school, secondary school or day-care facilities (capacity> 250 people), health care facilities (capacity> 50 resident patients), essential facilities (police/fire stations, etc.). See Table 1604.5 for a complete listing. THIS ITEM, ALONG WITH ITEMS 41 AND 42, APPLY TO THE COVERED QUEUE STRUCTURE. If Structural Observation is required, note on the plans: "The owner shall employ a registered design professional to perform structural observations. Deficiencies shall be reported in writing to the owner and the building official. At the conclusion of the work included in the permit, the structural observer shall submit to the buildinQ official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved." Section 1704.6. Importance Factors. A load importance factor should be used in accordance with ASCE 7-10, Section 11. 5.1 (seismic) or Section 26.5.1 (wind) or Section 7.3.3 (snow), based on the Risk Category given in Table 1.5-1. This includes buildings whose primary occupancy is public assembly with an occupant load greater than 300, buildings with elementary school, secondary school or day-care facilities (capacity> 250 people), etc. See Table 1604.5 of the IBC for a complete listing. Live Loads Please justify the live load of 80 psf listed on sheet S-000. TABLE 1607.1 REQUIRES A LIVE LOAD OF 100 PSF FOR ASSEMBLY. THE RESPONSE YOU PROVIDED SEEMS TO INDICATE THAT THIS WOULDN'T APPLY SINCE THE OCCUPANT LOAD IS LESS THAN 50. YOU MAY BE CONFUSING "OCCUPANCY CLASSIFICATION" WITH STRUCTURAL PROVISIONS. REGARDLESS OF OCCUPANT LOAD (AND THUS OCCUPANCY CLASSIFICATION), THE FLOOR SUPPORTS AN ASSEMBLY USE. Reduction in floor live loads per Section 1607.10.2. No reduction is permitted in public assembly occupancies. (Footnote m in Table 1607.1). SEE COMMENT ABOVE. 45. On sheet S-101, it says to look on sheet S-I 01 for the "pier type," but nothing is provided there. PLEASE PROVIDE PILEICAP PLANS AND DETAILS, ALONG WITH STRUCTURAL CALCULATIONS. 'I Carlsbad PC2018-0050 March 15, 2019 ADDITIONAL 52. Please revise the Type of Construction shown for the outdoor ride. Since wood framing is shown, it cannot be Type II-B. SHEET NOTE 3 ON A-302 CLEARLY CALLS FOR WOOD. 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. 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: E3 Yes U No The jurisdiction has contracted with EsGil, 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. Thank you. End ,. EsGil A SAFEbuitf Company DATE: December 14, 2018 JURISDICTION: Carlsbad U APPLICANT U JURIS. PLAN CHECK#.: PC2018-0050 SET:I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Project 2020 LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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 until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Steven Boyington EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Steven Boyington Telephone #: 863 867 3573 Date contacted: (by: ) Email: StevenBoyingtonwmb-roi.com Mail Telephone Fax In Person LI REMARKS: By: Kurt Culver, S.E. Enclosures: EsGil 12/3/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC20 18-0050 December 14, 2018 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: PC2018-0050 JURISDICTION: Carlsbad OCCUPANCY: A1/A3/A5 USE: Assembly TYPE OF CONSTRUCTION: 11-B ACTUAL AREA: 11,600 ALLOWABLE FLOOR AREA: OK STORIES: 3 HEIGHT: -35' SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 11/29/18 DATE INITIAL PLAN REVIEW COMPLETED: December 14. 2018 OCCUPANT LOAD: -748 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/3/18 PLAN REVIEWER: Kurt Culver, S.E. FOREWORD (PLEASE READ): 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 2016 CBC, which adopts the 2015 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 2015 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 PC20 18-0050 December 14, 2018 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: 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 2. Volume "0" was not included in the sets of plans we received. Please provide it next time. a) Title 24 disabled access requirements will be reviewed then, along with any other applicable code requirements. The overall Project 2020 consists of many different projects. Please provide a construction cost estimate for the entire scope of work. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers/alarms, fabric canopy, mast post, ride components, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." a) For this project, there are many, many items that are being deferred. Please provide a detailed summary list of them on the plans. Carlsbad PC20 18-0050 December 14, 2018 6. As shown, the building(s) is/are over area for the Type of Construction shown. Table 506.2. a) Note: In California, the State Fire Marshal made the following restrictive changes to the IBC: I) The provision for allowing fire sprinklers to increase the allowable floor area together with the allowable height is not allowed for Group A, E, H, I, L and R occupancies, along with high-rise buildings (sprinklers can be used to increase the area or height, but not both). Table 506.2. 7. Please provide an exit analysis plan (may be 8 1121 x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. a) Also, the queue area outside of Door 201 a requires 2 exits. This appears to require one of the exits to go into and through the building? 8. Exit doors shall swing in the direction of exit travel when serving a room containing an occupant load of 50 or more persons. Section 1010.1.2.1. There is a "Catch 22" issue with Door 201a. It must swing in the direction currently shown (due to the occupants in the Queue Area), but the occupant load coming out of the building is such that the doors must swing the other way for them (and be provided with panic hardware). Also, please address Door A203a, etc. 9. Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Section 1010.1.10. PANIC HARDWARE IS MISSING FROM DOOR A301 a, ETC. 10. When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1010 (width, swing, hardware, etc.). Section 1010.1. 11. Please clarify the hardware to be used for Door Al 03a (and similar). It must be shown that the doors are readily openable from the inside without any special knowledge or effort. 12. Occupants on Platform A105, A205, etc. have access to the 2 exit stairs. However, to access the "batching" stair, they must pass through Door Al 03a and then be routed all the way to Line 5 before they can access that stair (due to the queue railing). Therefore, their 2 exit paths nearly converge. Please address this. Carlsbad PC2018-0050 December 14, 2018 13. Interior Exit Stairways should be enclosed as specified in Section 1023.2 (this applies to the "exit stair" shown at the west side of the new ride building): Openings in exit enclosures, other than unexposed exterior openings, shall be limited to those necessary for exit access to the exit enclosure from normally occupied spaces and for egress from the exit enclosure. Section 1023.4. THE 2 ELECTRICAL ROOMS ON SHEET A-101 ARE NOT "NORMALLY OCCUPIED SPACES," AND THUS CANNOT OPEN INTO THE STAIRWELL. Penetrations into or through an exit enclosure are prohibited, except for equipment and ducts necessary for independent pressurization, sprinkler piping, standpipes and electrical conduit serving the enclosure. Section 1023.5. THE MECHANICAL PLANS CALL FOR A FIRE-RATED LID OVER THE EXIT STAIR. PLEASE DETAIL THIS ON THE ARCHITECTURAL PLANS. An approved barrier is required at the ground floor to prevent people from accidentally continuing to lower levels. Section 1023.8. 14. It appears that additional exit signs are needed on sheet AC-1 01, etc. (directly occupants to go into the "loading" stairs. Also, revise the electrical plans. 15. Please provide sufficient information to show that the canopy fabric material complies with California Fire Marshal requirements. 16. Elevator access must be provided to upper and lower levels, unless it can be shown that an exception in Section 11 B-206.2.3 is applicable. a) Since the new ride building is 3 stories, elevator access must be provided. Please notice that a basement is still treated as a story. 17. Show that handrails extend ~12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. The extensions of handrails shall be in the same direction of the stair flights. Section 11 B- 505.10. ALL OF THE STAIRS MUST BE REVISED. Carlsbad PC2018-0050 December 14, 2018 18. Per Section 1013.4, tactile exit signs shall be required at the following locations: Wherever basic CBC provisions require exit signs from a room or area to a corridor or hallway. The tactile exit sign shall have the words, "EXIT ROUTE." Each grade-level exit door. The tactile exit sign shall have the word, "EXIT." C) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp. The tactile exit sign shall have the following words as appropriate: "EXIT STAIR DOWN." "EXIT RAMP DOWN." "EXIT STAIR UP." "EXIT RAMP UP." d) Each exit door that leads directly to a grade-level exterior exit by means of an exit enclosure or an exit passageway. The tactile exit sign shall have the words, "EXIT ROUTE." 19. Per Sections 907.5.2.1.3 and IIB-702.1, when emergency warning systems or fire alarms are provided, there shall also be approved notification appliances for the hearing impaired, installed in accordance with national standards in the following areas: Occupied rooms where ambient noise impairs hearing of the fire alarm Restrooms Corridors Lobbies 20. Provide a note on the plans stating that the audible and visual alarms will comply with the provisions of Title 24 Section 907. Carlsbad PC20 18-0050 December 14, 2018 NON-RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Commissioning. For new buildings that are 10,000 sq. ft. and over, the architect or responsible design professional shall submit, prior to plan approval, a Commissioning Plan". CGC Section 5.410.2. The Commissioning Plan must be submitted with the plan documents during plan check. The Plan must be reviewed and approved by the plan checker for compliance with the required features listed in CGC 5.410.2.3 as follows: (a) General project information (b) Commissioning goals (c) List the systems to be commissioned with information on design intent, equipment and systems to be tested, functions to be tested and acceptable performance based on tests (d) Commissioning Team information (e) Commissioning process activities, schedules and responsibilities. Storm water pollution prevention. Note on the site plan that for projects which disturb less than one acre of land and are not part of a larger common plan of development or sale shall prevent the pollution of storm water runoff from the construction activities through one or more of the following measures (Section 5.106.1): a) Storm water pollution prevention. (One acre or more) Compliance with NPDES is required. See the CGC 5.106.2 for compliance requirements. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. Grading and paving. Note on the plans that the site grading or a drainage system will manage all surface water flows to keep water from entering buildings. CGC Section 5.106.10. Moisture control. Note on the plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. Carlsbad PC20 18-0050 December 14, 2018 Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Waste reduction. Note on the plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. Outdoor air quality. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. Outdoor water use. Note on the plans that a water budget shall be developed for landscape irrigation use that conforms to Section 5.304. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Carlsbad PC20 18-0050 December 14, 2018 STRUCTURAL The only set of structural calculations we received were the "Permanent Retaining Wall" calculations by Pirooz Barar. Many more calculations are required for this project (including the different volumes). Please provide. A foundation/soils investigation is required for all projects in Seismic Design Categories C, D, E or F. Section 1803.5.11. PLEASE SUBMIT THE REPORT FOR OUR REVIEW. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). There may be only one engineer-of-record (or architect-of-record). Since this project has so many deferred elements, it must be made clear that this design professional will review each and every deferred submittal and indicate approval before forwarding to the building department. Please provide evidence that the engineer-of-record (or architect) has reviewed the deferred package prepared by others (i.e., a "review" stamp on the package or a letter). Section 107.3.4.1. Structural Observations for SDC D, E, and F Structures. Structural observation should be provided and noted on the plans because of one of the following conditions. (Section 1704.6) a) The structure is classified as Risk Category Ill or IV. This includes buildings whose primary occupancy is public assembly with an occupant load greater than 300, buildings with elementary school, secondary school or day-care facilities (capacity> 250 people), health care facilities (capacity> 50 resident patients), essential facilities (police/fire stations, etc.). See Table 1604.5 for a complete listing. If Structural Observation is required, note on the plans: "The owner shall employ a registered design professional to perform structural observations. Deficiencies shall be reported in writing to the owner and the building official. At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved." Section 1704.6. Importance Factors. A load importance factor should be used in accordance with ASCE 7-10, Section 11.5.1 (seismic) or Section 26.5.1 (wind) or Section 7.3.3 (snow), based on the Risk Category given in Table 1.5-1. This includes buildings whose primary occupancy is public assembly with an occupant load greater than 300, buildings with elementary school, secondary school or day- care facilities (capacity> 250 people), etc. See Table 1604.5 of the IBC for a complete listing. Carlsbad PC20 18-0050 December 14, 2018 43. Live Loads Please justify the live load of 80 psf listed on sheet S-000. Reduction in floor live loads per Section 1607.10.2. i) No reduction is permitted in public assembly occupancies. (Footnote m in Table 1607.1). 44. The City of Carlsbad requires that their unique Special Inspection Program form be completed, signed and returned. It may be found at the end of this correction list. 45. On sheet S-101, it says to look on sheet S-101 for the "pier type," but nothing is provided there. 46. Due to the cluster of notes and lines, some of the framing information on sheet S-102 is illegible (at the ride portion). 47. Please show the bearing wall locations on sheet S-102, along Line 1, etc. 48. Additional detailing is needed throughout the structural plans. 49. For the masonry walls, it appears that the summation of vertical-plus-horizontal rebar does not satisfy the "0.007" rule. Please investigate. 50. On sheet S-103, please clarify the pretensioned connections shown in the legend. Provide design and detailing. Carlsbad PC20 18-0050 December 14, 2018 ADDITIONAL Detail 2/S-300 refers to the architectural plans for framing information, but nothing seems to be shown on the architectural plans. Please revise the Type of Construction shown for the outdoor ride. Since wood framing is shown, it cannot be Type Il-B. Please see below for MEP corrections. 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. 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: U Yes U No The jurisdiction has contracted with EsGil, 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, S.E. at Esgil. Thank you. PLUMBING AND MECHANICAL COMMENTS PLAN REVIEWER: Connor Reuss PLUMBING (2016 CALIFORNIA PLUMBING CODE) For the x2 new rides (indoor ride and outdoor ride), please provide a site plan showing that restroom facilities are within 500 feet of each ride. If restroom facilities are not within 500 feet, please provide additional restrooms. CPC 422.4. For Vol. 1, sheet P-I 01 shows a sump pump yet no drains or sewer line connections. Also, a sump pump is only shown on the south end of the ride, not the north. It appears that drains were intended. Please address. For Vol. 1, 1st level plumbing plan on sheet P-I 02 shows a condensate waste pipe drain upwards to the 2d floor without the use of a condensate pump. Please address. For Vol. 1, please show on sheet P-I 05 the size of each roof top storm drain. For Vol. 2, the floors shall slope to the outside floor drain locations. Please detail on the architectural floor plans. CPC 418.5 Carlsbad PC20 18-0050 December 14, 2018 For Vol. 2, include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1106.0 MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) For Vol. 1, sheet M-301 shows each relief fan to be x2 7,500 CFM, yet the combined outside air provided by the AHU's is only about 5,770 CFM. Please provide an air balancing schedule. For Vol. 1, sheet M-401 shows the required smoke detector within the AHU's supply air duct. The only concern would be, in the case of the fire, since the relief fan is a separate unit, that the smoke detector would shut down the AHU yet the relief fan would continue to operate. For Vol. 1, sheet M-301 shows x2 300 CFM exhaust fans. Please specify where in the mechanical plans these fans can be found. Also, specify which room they are exhausting. Lastly, specify the termination location and required clearances. For Vol. 1, specify compliance with CMC 603.4.1 for length limitations for factory made flexible air ducts (6) and use (not to be used for rigid elbows or fittings) within detail #4 on sheet M-201. For Vol. 1, due to the large number of refrigerant pipes and the size of each individual refrigerant pipe, please provide calculations showing compliance with CMC 1104.2 "Refrigerant Concentration Limit" for the worst-case concentration/area scenario. For Vol. 2, please show the location of the splash block where the condensate waste is terminating at. CMC 310.0 & CPC 814.0. For Vol. 2, specify how IDU-2 is to provide outside air to the operation booth. The schedule states 15 CFM of outside air yet it appears to be indoors with no duct to the outside. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad PC2018-0050 December 14, 2018 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ARCHITECTURAL PME ITEMS 14. New Ride and Outdoor Ride: The queue outer wall heights are responsible for the effectiveness of the 9' egress illumination. Provide detailing ensuring that the proper illumination level is provided when occupied. Review closely the queue area for exiting: There are two exit paths from 100 and the building: My concern is that the 100 paths may not be a direct path for exiting if it is requires excessive circumnavigation (Is that being too circumlocution?). (Also check the Outdoor Ride for queue illumination, same height/occupied/center illumination issue as the "New Ride".) ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) New Ride: The single line grounding design (sheet E901) does not match the grounding detail (sheet E501). Please address. Include on the electrical site plan the install of the Outside Ride feeder conductors. Conductors do not match the "New Ride" routing. New and Outdoor Ride: Describe the power transformer as "private" or power company sourced: The utility loop sounds like a public utility transformer. New and Outdoor Ride: Include a detail for the building grounding electrode system describing all electrodes and equipment to be connected thereto. New and Outdoor Ride: Include the emergency (inverter) branch circuit install requirement that all emergency branch circuit wiring shall be installed in a dedicated raceway or cable system separate from the normal power wiring. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) New Ride: Ride 2020: On the plans clearly show the building envelope design as applicable: insulation design, fenestration specifications, door insulation specifications, radiant barrier, and the roof covering specifications. Clarify the roof insulation design, it appears to verify between the architectural and structural details (and) provide a detail for the wall insulation: Specifically, the type and where it is to be installed. New Ride: Explain how the u-factor for the exterior walls (sheet 9 of 27) was determined. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad PC20 18-0050 December 14, 2018 City of -0 Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760602-2719 ww.carlsbadcagov to accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection. structuralobseryatjon and construction material testing. ProjectIPerynit Project Address THIS SECTION MUST BE COMPLETED BY ThE PROPERTY OWNERIAIITHORIZED AGENT. Please check if you are Orn-BiiIer U. (If you checked as owner-builder you must also con*te Section 8 o this agreenust) Name: (Please pth RAW (Mu Mailing Address snail: Phone lam: DProperty Owner Prcç.1y0en&b *girefRaomd DArthitect of Record DEngineeraf Record State of California Registration Number: Expiration Date:______________ AGREtI1T: I. the undersigned, declare under penalty of perjury under the laws of the State of California. that I have mad. understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural obsen,alions, construction materials testing and off-site fabrication of building components, as prescribed in the, statement of special in5pect10n5, noted on the approved plans and. as required by the California Building Code. Signature Date: CWRW=9 ITM!NT CIF RESpOJJgffy (07 CBC, Ch 17. Section 1706). This section must be completed by the contractor! builder I owner-builder. Csr(s Camp.i, Pikm.c Please thea If you an OwneNUMer 0 Name: (Prease pMq .- Mailing Address Phone_______________________ BlefoofCilnrct. Cmdrlookles Llewws Nu,vth. Expiration Dale. I acknowiedge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowiedge that control will be exercised to Obtain conformance with the construction documents approved by the building 0fficla1 I will have in-pleas pmawiui owig omthelwlthh, air (ft oanbsefsrte) m1askwan, for tin mcttiod Will Frequency of reporting and the distribution of the reports, and I a.pt.ti wi Iiri.i qiaId p.ian wt*tr(th. asrthiis)aibatfon te ath anthcra*eL I will provide a final report Ilelterin compliance with CRC Section 1704.1-2pnorfo requesting final hisnec€nn Signature: Date: 045 page iofI Rw.il8111 Carlsbad PC2018-0050 - December 14, 2018 IDO NOTPA Y— THIS IS NOTI4NINVOICEJ. VALUATION AND PLAN CHECK FEE (revised 2115119 kc) JURISDICTION: Carlsbad PLAN CHECK#.: PC2018-0050 PREPARED BY: Kurt Culver, S.E. DATE: December 14, 2018 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: A1/A3/A5 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Assembly 11600 169.50 1,066,200 22463 TI 100,000 22463 Air Conditioning 8350 6.47 54,025 Fire Sprinklers 11600 4.01 46,516 22463 - $4,142,891 TOTAL VALUE 21166j744 Jurisdiction Code ICb I0y0nh1nance 1997UBC Building P&mit Fee i997UBc ncheck:Fee Type of Review: EJ Complete Review 0 Structural Only D Repetitive Fee Other Repeats Hourly Hr. © * $5,970.73 EsGil Foe Comments: Sheet 1 of 1 RECEIVED DATE: 12/11/2018 PROJECT NAME: Project 2020 MAR 04 2019 PROJECT ID: DEV 2018-0163 APN: 211-100-09-00 CITY OF CARLSBAD PLAN CHECK NO: PC20I8-0050 SET#: ADDRESS: I Legoland IUILDING DIVISION This plan check review is complete and has been APPROVED by the Division. frO By: C' A Final Inspection by the Division is required Z Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan checkreview is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Steven Boyington 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 760-6024665 Sarah Cluff Chris Glassen Cindy Wong 760-6024619 Sarah.Cluff@carlsbadca.gov 760-602-2784 Christoøher.GIassen@carlsbadca.ov 760-602-4662 Cynthia.WonE@carlsbadca.Eov Esteban Danna [] ValRay Marshall Dominic Fieri 760-602-4629 760-602-2741 760-602-4664 esteban.danna@carlsbadca.gov ValRay.MarshaU@caijbadca.ov prn!nic.Fieri@carlsbadajov Hector Salgado Linda Ontiveros 760-602-4624 760-602-2773 Hector.SalØado@carlsbadca.ov Linda.Ontiveros@carlsbadca.gov Remarks: 1. Provide site plan showing setback dimensions and all proposed work. P-29 Page 1 of 2 07/11 Show proposed mechanical equipment and screening next to theater on site plan. Show proposed support braces for billboards on site plan. Ensure plans match submitted final set of discretionary application plans. If changes are necessary, please identify all changes. Show all building and structure height dimensions on elevation plans. Maximum height of structure is 35 feet, maximum height of protrusion is 45 feet. Elevations on sheet A-203 in Volume 6 show architectural elements at 43' 10." These are not show in conceptual plans. Please clarify. Show finish grade elevation on all elevation plans. Building permit may not be issued until all discretionary permits are approved. P-29 Page 2 of 2 07/11 February 28th, 2019 Esteban Danna Associate Engineer Planning Division, Community & Economic Development City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 RE: LEGOLAND California Project 2020 Project 2020 Planning Review Project ID: DEV 2018-0163 APN: 211-100-09-00 Plan Check No: PC2018-0050 WMB-ROl, Inc. has reviewed the comments received from the City of Carlsbad of Plan Check Comments for the project LEGOLAND California Project 2020 and offers: copy of the original list (dated December lltI, 2018 - attached) Two Sets of Revised Plans (attached) A detailed letter summarizing how all identified incomplete items have been addressed (see below): LIST OF ITEMS NEEDED TO COMPLETE THE APPLICATION (addressed) Remarks: Item #1 - Provide site plan showing setback dimensions and all proposed work. Response: Please see attached SP-01 LEGOLAND INNTER PARK SITE PLAN for setback requirements, and SP-02 LEGOLAND PROJECT 2020 SITE PLAN for all proposed work. Item #2 - Show proposed mechanical equipment and screening next to theater on site plan Response: Please see updated SP-02 LEGOLAND PROJECT 2020 SITE PLAN-for mechanical equipment and screening next to theater (New Ride Building) on site plan. Note 21 suggests the installation of new fencing and note 15 suggests additional "cloud wall theming" screening, which adds additional protection of screening to the equipment from the guests. The cloud wall theming elevation can be found on A-203 EXTERIOR ELVATIONS (Volume 6) Item #3 - Show support braces for billboard on site plan Response: The support for the billboards behind Downtown, Existing Carousel and Activities Building will be caisson foundations, and the structural details can be found on page A-303 in Volume 6. ROt SOLUTIONS. LAKELAND MELBOURNE 863.687.3573 110 South Kentucky Ave. 927 E. New Haven Ave. #302 wmb-roi.com Lakeland, FL 33801 Melbourne, FL 32901 / Item #4- Ensure plans match submitted final set of discretionary application plans. If changes are necessary, please identify all the changes. Response: Acknowledged. List of changes are identified as the following: Note. Delta 1 = Building comment change. Delta 2= Owner comment change. Volume 1 A-101 - A-103: Update turning orientation of Gondolas A-102 added mechanical equipment to floor plan for better coordination with site plan. A-103: Added Owner clarification note on projector screen A-201-A-204: Ran dimension lines across page to better coordinate heights. A-602 Door Hardware: Added new door A-100b Volume 3 A-202 Showing height to top of horse feature and approximate height of existing carousel. Volume 4 A-201 - A-204: ran dimensions lines across page to better coordinate heights. Added Civil Grading. SP-02 Project 2020 Site Plan (this sheet was not clouded for cleanliness) Revised mechanical equipment pad, per latest engineer's equipment layout, and associated pavement, fencing and gate locations. Updated footprints of perimeter "immersion" walls, billboards and banners. Misc. text changes to Key Notes and plan callouts for clarity purposes and to assist City review. L-100 Hardscaoe Legend & Notes: Revised notes for paving types "138" and "139" (Life Floor Rubber Tiles), to see sheet L-110 for colors (clouded). Revised the product spec for paving type "PlO" (Enhanced Paving at Central Hub), to "SvnRve 244 artificial turf, rather than Life Floor Rubber Tiles previously specified. For permit purposes, rubber tiles are listed as "Paving Alternate 2" to preserve the option (clouded). L-101. L-102, L-103, L-104 Hardscae Plans: Updated backgrounds to show latest HVAC mechanical and electrical equipment layout per Mechanical Engineer's drawings. Revised concrete pavement, gravel mulch and chain link fence and gate locations at equipment pad (clouded). Updated backgrounds with latest civil plan site plan and wet utilities (not clouded). Updated backgrounds with latest new ride building architectural footprint. Note change at exit door/retaining wall (not clouded). Updated backgrounds for themed perimeter "immersion" walls, billboards and banners (not clouded). Added callouts to identify "tooled joints", "sawcut joints" and "expansion joints" in concrete pavement (clouded callouts). ROI SOLUTIONS. LAKELAND MELBOURNE 863.687.3573 110 South Kentucky Ave. 927 E. New Haven Ave. 002 wmb-roi. corn Lakeland, FL 33801 Melbourne, FL 32901 Changed the hatch pattern for pavement type "PlO" in the central hub to indicate artificial turf, (previously was Life Floor rubber tiles) (not clouded). L-105. L-106, L-107. L-108 — Hardscaoe Layout Plans: Added more dimensions throughout for drawing completeness (not clouded). L-109 Pavement Striping Plan & Details: Added single yellow paint stripe at edge of sidewalk around central hub (call out clouded). L-110 Pavement Color Plan: Revised pavement color selections and design per owner review and comment (not clouded, nearly whole sheet changed). Added LEGO color chip information/specs, keyed to the plan (not clouded). Added color to concrete pavement at Flying Theater covered queue (previously no color shown) (not clouded). Added color to dining patio (previously no color shown, spec'd as natural gray concrete) (not clouded). Changed colors of Life Floor rubber tiles at Splash Pad and Benny's Play Ship, per MMM selections (not clouded). L-111 LEGOSite Features Location Plan. Added LEGO features #13 (Duplo Invader-Digger), #14 (Peeing Dog model), and #15 (Flying Spaceship's model), as per latest Theme Book revision (clouded key note call outs). L-112 HardscaDe Details: Revised detail #2 Artificial Grass Detail (SynLawn)--changed product spec from "SynBermuda 211" to "Svnrve 244", thought by the Landscape Architect to be a more durable variety for high foot traffic area (clouded). Item #5 - Show all building and structure height dimensions on elevations plans. Maximum height of structure is 35 feet, maximum height of protrusion is 45 feet. Response: All building and structure height dimensions are shown on the most updated elevations for each volume. The max height of each building area as follows Volume 1- New Ride Building - 35-0" Volume 2 - Outdoor Ride — 35-0" with 7'-6" architectural feature protrusion. Volume 3- Existing Carousel - +/- 22'-9" Volume 4 — Activities Building — 18'-4" with +1- 7'-2" theming diamond architectural feature. Volume 5 — Existing Retail Building — 20'-0" Volume 6 — Downtown — 20'-2" with 17'-0" architectural feature billboard ROI SOLUTIONS. LAKELAND MELBOURNE 863.687.3573 110 South Kentucky Ave. 927 E. New Haven Ave. #302 wmbroi. corn Lakeland. FL 33801 Melbourne, FL 32901 Item #6- Elevation on sheet A-203 in Volume 6 show architectural elements at 43'-10". These are not shown in conceptual plans. Please clarify. Response: Please see updated A-203 drawing which shows the highest architectural feature lowered to 37'-0" and 29'-2". These match the latest SDP / conceptual drawings resubmitted dated 1/11/19. Item #7 - Show finish grade elevation on all elevation plans. Response: Finish Grade elevations have been showed on all elevations plans. Item #8- Building permit may not be issued until all discretionary permits are approved. Response: Acknowledged. We thank you for this opportunity to re-submit for the Planning Review and welcome any questions or comments you may have moving forward. Respectfully, Steven J. Boyington, AlA, LEED AP BD+C Chief Executive Officer ROI SOLUTIONS. LAKELAND MELBOURNE 863.687.3573 110 South Kentucky Ave. 927 E. New Haven Ave. #302 wmb-roi.com Lakeland. FL 33801 Melbourne, FL 32901 Response from WMB-ROI Architecture below in red: DATE: 03/05/2018 PROJECT NAME:: Project 2020 RECEIVED PROJECT ID: DEV 2018-0163 APN: 211-100-09-00 MAR 2 2 2019 PLAN CHECK NO: P2018-0050 SEI#: ADDRESS: I LegoIarIC OF CARLSBAD BUILDING DIVISION , This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Planning Division is required Z Yes J No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building• permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Steven Boyington 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 Sarah Cluff Chris Glassen Cindy Wong 760-602-4619 760-602-2784 760-602-4662 Sarah.Cluff@carIsbadca.gov Christopher.GIassen@carlsbadca.gov Cynthia.Won@carIsbadca.ov Esteban Danna ValRay Marshall Dominic Fieri 760-602-4629 760-602-2741 760-602-4664 esteban.danna@carlsbada.ov ValRay.Marshall@carlsbadca.gov Dominic. Fieri@carIsbadca.gov Hector Salgado Linda Ontiveros 760-602-4624 760-602-2773 Hector.Salgado@carlsbadca.gov Linda.Ontiveros@carIsbadca.gov P-29 Page 1 of 2 07/11 Remarks: Show drop tower structure height dimensions on elevation plans. Maximum height of structure is 35 feet, maximum height of protrusion is 45 feet. Acknowledged. A-301 has been updated to reflect this. Show finish grade elevation on drop tower elevation plans. Acknowledged. A-301 has been updated to reflect this. Landscape plan approval required prior to issuance of building permit. Acknowledged. Landscape Re submittal will be submitted on 3-25-19 Submit signed and notarized Notice of Restriction for recordation. Has already been submitted to the City of Carlsbad. P-29 Page 2 of 2 07/11 oco 0) 0 04 N 00 0 Cb,1 cv) Co 9 Co 0 N J:0%180004AA182100-LegolandCaIcs%Cover&Index.xls - - - - - _t_... ENGINEERING CALCULATIONS PERMANENT RETAINING WALL Project 2020 New Ride Building Carlsbad, CA FOR 'TVM-ROI (ar -chitecttre) ROt SOLUTIONS. d4,< At CE 26101 1A SE 2502 Exp&L.L/.?P : , -t,r t,At.•..9 Job No. 182100 November 20, 2018 Revi - Novermber 27, 2018 810 Fifth Avenue-San Rafael, CA. 94901. TEL 415-259-0191 FAX. 415.223.8589 e-mail: pba@pbandainc.com , PIROOZ BARAR & ASSOCIATES Index Page:1 11/27/2018 12:17 PM FOR: I WMI-ROI Architecture Date: 11/2012018 PROJECT NAME: Project 2020 Revl 11/27/2018 PROJECT NO.: 182100 CONTENTS PAGE 1) Soil Nail Design...............................................................................................................................I THRU 72 Micropile Design (Columns G3, G6, C3, and C6) .................................................................................73 THRU 78 Micropile Design (Columns E3, E5. E7, and F5) ...................................................................................79 THRU 84 Micropile Design (Columns F3. F6. D3, and 136) ..................................................................................85 THRU 112 Micropile Design (Norrth and South VNails) ......................................................................................113 THRU 131 Micropile Design (East and West VNails) ...........................................................................................132 THRU 149 10 FT Cantilever Wall ......................................................................................................................150 THRU 154 810 Fifth Avenue-San Rafael, CA. 94901. TEL 415.259-0191 FAX. 415.526.3028 e-mail: pba@pbandainc.com Soil Nail Design in SNAIL: Facing Analysis-All Schedules SNAIL Version: 2.2.1 Facing Analysis Copyright© State of California. All rights reserved. File Information File Name: lift Wall-perm.snz Run Date: 11/20/18 Run Time: 12:01:45 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Analysis Method: ASD Temporary Shoring Only: No Check Bearing Plate Capacity: Yes ------------ Soil Nails Horizontal Spacing: 6.00 feet Vertical Spacing: 6.00 feet Facing Temporary Permanent Facing Thickness: Vertical Reinforcement Area: Horizontal Reinforcement Area: No. of Vertical Waler Bars: No. of Horizontal Waler Bars: Waler Bar Area: Waler Bar Yield Strength: Concrete Yield Strength: Reinforcement Yield Strength: Punching Correction Factor: Flexural Correction Factor: 4.000 8.000 inches 0.120 0.310 in2/foot 0.120 0.310 in'/foot 2 0 2 0 0.310 0.310 in' 60.0 0.0 ksi 4.0 4.0 ksi 65.0 60.0 ksi 1.50 1.00 1.50 1.00 Page 1 -- Bearing Plates Bearing Plate Width / Height: 10.000 inches Bearing Plate Thickness: 1.000 inches Bearing Plate Hole Diameter: 2.000 inches Wedge Washer Diameter: 3.000 inches Concrete Hole Diameter: 2.000 inches Bearing Plate Yield Strength: 36.0 ksi Bearing Plate Tensile Strength: 58.0 ksi Studs Number of Studs: 4 Stud Head Diameter: 1.250 inches Stud Head Thickness: 0.380 inches Headed-Stud Length: 5.160 inches Stud Shaft Diameter: 0.750 inches Stud Spacing: 8.000 inches Stud Tensile Strength: 51.0ksi Factors of Safety ASD Facing Factors of Safety: Temporary Permanent Seismic Punching: 1.35 1.50 1.10 Flexural: 1.35 1.50 1.10 Stud Tensile: 2.00 1.50 ASD Bearing Plate Factors of Safety: Tensile Stress: 2.00 Flexural: 1.60 Bearing Stress of Steel: 1.25 Bearing Stress of Concrete/Shotcrete: 3.33 Results Facing: Capacity Ratio Allowable (Normalized by Resistance Control Mode Analysis ------------------------------------------------------ Failure Mode kips Capacity) Temporary: Flexure: 30.0 1.00 Punching Shear: 49.8 1.66 Permanent: Flexure: 62.4 1.75 Punching Shear: 35.6 1.00 Stud Tensile: 45.1 1.26 Seismic: Flexure: 85.0 1.75 Punching Shear: 48.6 1.00 Stud Tensile: 60.1 1.24 Bearing Plates: Allowable Resistance Failure Mode kips Page 2 I ------------------------------------ Flexure (Tensile Limit) : 49.0 Flexure (Yield): 38.0 Bearing Stress of Steel: 271.4 Bearing Stress of Concrete or Shotcrete: 116.3 END OF REPORT Page 3 Schedule 1, 34ft Max;- Temporary Analysis I S 13 _.......... 0*Pf0lt101 1.43 133 I lckl_l310 .7 11 ...... .3 . -13 ,., . Al c !:••I — -- 1I( Mw fllsbnce• feet SNAIL S Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 34ft Wall-temp.-snz Run Date: 11/19/18 Run Time: 15:17:39 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Page 4 Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 36.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 6 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength. fy Strength No. feet degrees feet feet inches ksi Factor F 1 40.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.250 75.0 1.00 2 40.00 15 6.00 6.00 1.250 75.0 1.00 3 35.00 15 6.00 6.00 1.250 75.0 1.00 4 30.00 15 6.00 6.00 1.250 75.0 1.00 5 25.00 15 6.00 6.00 1.250 75.0 1.00 6 20.00 15 6.00 6.00 1.250 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 41.7 35.6 48.6 kips Soil Properties Page 5 Unit Weight Friction Angle Cohesion y Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Loads - Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Begin End No. feet feet 1 5.00 25.00 Load Load Begin End psf ----------------------- psf 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal) : 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 40.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.43 Found at Search Point: 7 Found at Grid Point: 46 Page 6 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 32.5 kips Allowable Facing Resistance, F_allowable (Entered): 41.7 kips F_allowable Z To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ----------------------------------------------- 1 Existing Soil 4.524 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design ------------------------------------------------------------------------------------------------------ Force = 32.5 kips (Clouterre) I I I Failure Planes I Reinforcement I I Minimum I Distance I II I I--------------------------------------- Lower I Upper I I-------------------------------I I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance (Point I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------ degrees I feet I Level I ksi I Failure Mode I 1 1.82 4.00 75.96 14.84 88.94 21.60 1 41.5 Facing 2 41.3 Facing 3 41.1 Facing 4 40.9 Facing 5 38.2 Facing 6 35.3 Pullout 2 1.64 7.60 69.19 19.26 87.58 18.02 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 41.7 Bar Yield 5 39.8 Pullout 6 34.6 Pullout 3 1.52 11.20 60.75 20.63 86.44 18.03 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 40.9 Pullout 5 37.3 Pullout 6 33.6 Pullout 4 1.47 14.80 56.66 21.54 80.66 18.24 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 38.8 Pullout 5 35.9 Pullout 6 33.1 Pullout 5 1.46 18.40 54.41 22.13 72.95 18.83 1 41.7 Bar Yield 2 41.7 Bar Yield 3 39.9 Pullout 4 37.5 Pullout 5 35.,2 Pullout 6 32.9 Pullout 6 1.45 22.00 50.83 27.86 73.01 15.06 1 36.3 Pullout 2 39.5 Pullout 3 37.1 Pullout 4 35.5 Pullout 5 34.0 Pullout 6 32.4 Pullout ** 7 1.43 25.60 46.53 29.77 70.43 15.28 1 30.7 Pullout Page 7 2 34.4 Pullout 3 33.5 Pullout 4 32.9 Pullout 5 32.4 Pullout 6 31.8 Pullout 8 1.45 29.20 46.58 29.74 58.69 16.86 1 28.3 Pullout 2 34.3 Pullout 3 33.5 Pullout 4 33.0 Pullout 5 32.4 Pullout 6 31.8 pullout 9 1.46 32.80 39.46 16.99 52.01 31.97 1 25.1 Pullout 2 32.4 Pullout 3 30.6 Pullout 4 28.8 Pullout 5 29.5 Pullout 6 30.7 Pullout 10 1.47 36.40 36.57 18.13 49.09 33.35 1 20.7 Pullout 2 28.8 Pullout 3 27.6 Pullout 4 26.4 Pullout 5 28.1 Pullout 6 30.2 Pullout 11 1.49 40.00 34.02 19.30 46.40 34.80 1 16.5 Pullout 2 25.2 Pullout 3 24.7 Pullout 4 24.2 Pullout 5 26.9 Pullout 6 29.8 Pullout END OF REPORT Page 8 Schedule 1, 34ft Max;- Permanent Analysis 333 0 3 IC 35 30 2S 51 33 40 t•...t•....•. 33a9et. Pnrt Oem 0 1.33 033.teSo* o3 I 511 lid .f.ld 0EOpi5d3. 15 1.$ djl S Iir.ra550.t. ullllau ti_Lu J I LW_LU_WI.ii 1111111 I:1 -IC- - 45- !- .----. AnewI - 5301I3'0D0203014 Distance - feet SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name:: 34ft Wall-perm.snz Run Date: 11/19/18 Run Time: 15:32:20 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Page 9 Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 34.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 6 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet --------------------------------------------------------------------------------------------------- inches ksi Factor F 1 40.00 15 2.50 6.00 1.125 75.0 1.00 2 35.00 15 6.00 6.00 1.125 75.0 1.00 3 30.00 15 6.00 6.00 1.125 75.0 1.00 4 25.00 15 6.00 6.00 1.125 75.0 1.00 5 25.00 15 5.00 6.00 1.125 75.0 1.00 6 20.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Page 10 Unit Weight Friction Angle Cohesion V c Layer. Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Loads Applied Load: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 . 0.00 40.00 75 75 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options - Search Limits: Begin: 4.00 feet End: 40.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced. Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.53 Found at Search Point: 3 Found at Grid Point: 42 Page 11 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 31.9 kips Allowable Facing Resistance, F_allowable (Entered): 35.6 kips F allowable a To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ---------------------------------------------- klf 1 Existing Soil 4.524 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 31.9 kips (Clouterre) I I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement I I Minimum I Distance I II I I ---------------------------------------I Lower I Upper I -------------------------------I I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------ degrees I feet I Level I ksi I Failure Mode I 1 1.81 4.00 78.04 17.38 88.65 17.00 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 41.7 Bar Yield 5 39.8 Facing 6 37.0 Facing 2 1.59 7.60 68.08 18.32 87.44 17.02 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 41.7 Bar Yield 5 41.7 Bar Yield 6 38.0 Facing ** 3 1.53 11.20 62.21 19.22 82.49 17.15 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 41.7 Bar Yield 5 41.7 Bar Yield 6 38.5 Facing 4 1.54 14.80 63.91 30.29 77.72 6.96 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 41.7 Bar Yield 5 41.7 Bar Yield 6 38.4 Facing 5 1.56 18.40 54.19 25.16 74.86 14.09 1 41.7 Bar Yield 2 41.7 Bar Yield 3 40.5 Pullout 4 37.7 Pullout 5 41.7 Bar Yield 6 39.4 Facing 6 1.56 22.00 49.21 26.94 72.07 14.29 1 41.7 Bar Yield 2 37.9 Pullout 3 36.1 Pullout 4 34.6 Pullout 5 41.7 Bar Yield 6 39.9 Facing 7 1.58 25.60 48.70 27.15 60.55 15.62 1 41.5 Pullout Page 12 2 37.1 I I Pullout 3 35.6 Pullout 4 34.3 Pullout 5 41.7 Bar Yield 6 40.0 Facing 8 1.59 29.20 45.54 33.35 60.21 11.75 1 34.3 Pullout 2 33.0 Pullout 3 32.6 Pullout 4 32.2 Pullout 5 41.3 Pullout 6 40.4 Facing 9 1.58 32.80 42.21 35.43 57.25 12.13 1 28.3 Pullout 2 28.5 Pullout 3 29.2 Pullout 4 29.8 Pullout 5 39.8 Pullout 6 40.5 Pullout 10 1.57 36.40 36.77 22.72 48.26 27.34 1 26.1 Pullout 2 24.9 Pullout 3 23.7 Pullout 4 25.6 Pullout 5 37.2 Pullout 6 39.7 Pullout 11 1.57 40.00 34.22 24.19 45.57 28.57 1 21.0 Pullout 2 20.6 Pullout 3 20.2 Pullout 4 23.3 Pullout 5 35.8 Pullout 6 39.3 Pullout END OF REPORT Page 13 Schedule 1, 34ft Max;- Seismic Analysis & PmfSy .14 43. Dbtnce - Iet SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 34ft Wall-seis.snz Run Date: 11/19/18 Run Time: 15:47:43 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Page 14 Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 34.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of.-Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 6 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet --------------------------------------------------------------------------------------------------- feet inches ksi Factor F 1 45.00 15 2.50 6.00 1.125 75.0 1.00 2 40.00 15 6.00 6.00 1.125 75.0 1.00 3 35.00 15 6.00 6.00 1.125 75.0 1.00 4 30.00 15 6.00 6.00 1.125 75.0 1.00 5 30.00 15 5.00 6.00 1.125 75.0 1.00 6 25.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: - Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Page 15 Unit Weight Friction Angle Cohesion y c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: No Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 40.00 feet Below Toe Searches (BPS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.14 Found at Search Point: 11 Found at Grid Point: 41 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (EmPirical), To: 42.6 kips Allowable Facing Resistance, F_allowable (Entered): 48.6 kips Page 16 F_allowable a To OK Nominal Pullout Resistance: Nominal Pullout Resistance - Layer Description klf Existing Soil ---------------------------------------------- 3.845 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design ------------------------------------------------------------------------------------------------------ Force = 42.6 kips (Clouterre) I I I Failure Planes I Reinforcement II I Minimum I Distance I I--------------------------------------- Lower I I Upper I -------------------------------I I I I Factor I From Toe I ---------------------------------------I I I Controlling Search I 'of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------ degrees I feet I Level I ksi I Failure Mode I 1.90 4.00 78.04 17.38 88.65 17.00 1 55.6 Bar Yield 2 55.6 Bar Yield 3 55.6. Bar Yield 4 55.6; Bar Yield 5 53.4 Facing 6 50.2 Facing 2 1.61 7.60 68.08 18.32 97.44 17.02 1 55.6. Bar Yield 2 55.6 Bar Yield 3 55.6: Bar Yield 4 55.6: Bar Yield 5 55.6 Bar Yield 6 51.3' Facing 3 1.51 11.20 62.21 19.22 82.49 17.15 1 55.6 Bar Yield 2 55.6 Bar Yield 3 55.6 Bar Yield 4 55.6 Bar Yield 5 55.6 Bar Yield 6 52.0 Facing 4 1.45 14.80 56.86 24.36 83.79 13.68 1 55.6 Bar Yield 2 55.6 Bar Yield 3 55.6 Bar Yield 4 55.6 Bar Yield 5 55.6 Bar Yield 6 52.6 Facing 5 1.40 18.40 50.93 26.28 82.30 13.72 1 55.6 Bar Yield 2 55.6 Bar Yield 3 55.6 Pullout 4 53.3 Pullout 5 55.6 Bar Yield 6 53.3 Facing 6 1.38 22.00 37.69 22.24 77.83 20.87 1 55.6 Bar Yield 2 52.3 Pullout 3 42.6 Pullout 4 42.7 Pullout 5 55.6 Bar Yield 6 55.3 Facing 7 1.31 25.60 33.59 24.58 75.91 21.03 1 53.6 Pullout 2 44.5 Pullout 3 35.3 Pullout 4 38.7 Pullout 5 53.0 Pullout 6 55.6 Ear Yield Page 17 8 1.26 29.20 33.64 24.55 66.76 22.20 1 48.7 Pullout 2 42.0 Pullout 3 35.3 Pullout 4 38.7 Pullout 5 53.1 Pullout 6 55.6 Bar Yield 9 1.21 32.80 32.94 31.27 68.90 18.22 1 39.0 Pullout 2 31.7 Pullout 3 33.4 Pullout 4 38.0 Pullout 5 52.6 Pullout 6 55.6 Bar Yield 10 1.16 36.40 30.28 33.72 66.82 18.49 1 31.4 Pullout 2 24.7 Pullout 3 29.1 Pullout 4 35.1 Pullout 5 50.7 Pullout 6 55.6 Bar Yield ** 11 1.14 40.00 31.26 32.76 54.78 20.81 1 30.2 Pullout 2 26.8 Pullout 3 30.8 Pullout 4 36.2 Pullout 5 51.4 Pullout 6 55.6 Bar Yield END OF REPORT ------------- Page 18 Schedule 2, 29ft Max;- Temporary Analysis • F.fSt • _ F-T-1-1,71 FFFFFI-171. IT ::1& ::• a -- - S I LZF.45 - - - - - .1 -- -- ____...--•..-•- 40 -- E • - 4ill- - r r wte SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 29ft Wall-temp.snz Run Date: 11/19/18 Run Time: 16:04:48 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page-19 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 29.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No .Soil Nails 6.00 feet 5 Varying Vertical Horizontal Nail Bar Spacing Spacing H Diameter 0 feet feet inches Nail Bar Yield Bond Strength fy Strength ksi Factor F 2.50 6.00 1.125 75.0 1.00 6.00 6.00 1.125 75.0 1.00 6.00 6.00 1.125 75.0 1.00 6.00 6.00 1.125 75.0 1.00 6.00 6.00 1.125 75.0 1.00 Temporary Permanent Seismic 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion y Dimensions and Properties: Maximum Vertical Spacing: Number of Soil Nail Rows: Soil Nail Design Parameters: Soil Nail Inclination Length From Horizontal No. feet degrees ----------------------------------- 1 35.00 15 2 30.00 15 3 25.00 15 4 20.00 15 5 15.00 15 Facing Resistance: ASD Allowable Facing Resistance: Page 20 Layer Description ----------------------------------------------------------------------------------- pcf I degrees psf 1 Existing Soil 125 31.0 150 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End:: 40.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.46 Found at Search Point: 7 Found at Grid Point: 40 Found at Search Level: Toe of the wall Load at Soil Nail Head: Page 21 Calculated Service Load at Soil Nail Head (Empirical), To: 24.9 kips Allowable Facing Resistance, F_allowable (Entered) : 30.0 kips F_allowable ~: To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ---------------------------------------------- klf Existing Soil 4.524 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 24.9 kips (Clouterre) I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement Minimum I Distance I I I I ---------------------------------------I Lower I Upper I -------------------------------I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance Point I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode I 1 1.86 4.00 72.76 12.15 ------------------------------------------------------------------------------------------------------ 88.68 17.40 1 39.4 Facing 2 39.1 Facing 3 38.8 Facing 4 35.9 Facing 5 31.9 Facing 2 1.63 7.60 68.54 18.70 86.25 11.62 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 37.3 Facing 5 32.0 Pullout 3 1.51 11.20 59.92 20.11 84.49 11.65 1 41.7 Bar Yield 2 41.7 Bar Yield 3 39.8 Pullout 4 35.5 Pullout 5 31.2 Pullout 4 1.50 14.80 52.57 14.61 71.21 18.38 1 41.7 Bar Yield 2 41.7 Bar Yield 3 35.6 Pullout 4 32.8 Pullout 5 30.4 Pullout 5 1.49 18.40 51.58 14.81 62.13 19.68 1 41.7 Bar Yield 2 39.6 Pullout 3 34.7 Pullout 4 32.4 Pullout 5 30.3 Pullout 6 1.47 22.00 43.28 21.15 65.53 15.93 1 35.8 Pullout 2 30.2 Pullout 3 28.6 Pullout 4 29.0 Pullout 5 29.3 Pullout ** 7 1.46 25.60 43.35 21.12 54.77 17.75 1 32.4 Pullout 2 29.4 Pullout 3 28.7 Pullout 4 29.0 Pullout 5 29.3 Pullout 8 1.48 29.20 39.61 22.74 51.15 18.62 1 27.0 Pullout 2 25.0 Pullout 3 25.7 Pullout 4 27.2 Pullout Page 22 5 28.8 I Pullout 9 1.51 32.80 36.38 24.44 47.86 19.55 1 21.7 Pullout 2 20.7 Pullout 3 22.9 Pullout 4 25.6 Pullout 5 28.3 Pullout 10 1.54 36.40 33.58 26.22 44.88 20.55 1 16.7 Pullout 2 16.5 Pullout 3 20.2 Pullout 4 24.0 Pullout 5 27.8 Pullout 11 1.58 40.00 35.94 49.41 0.00 0.00 1 16.8 Pullout 2 19.6 Pullout 3 22.5 Pullout 4 25.3 Pullout 5 28.2 Pullout END OF REPORT Page 23 Schedule 2, 29ft Max, Wall B;- Permanent Analysis MflS5cn2e: NTnrt vse 6 C. S* th SdkII ,k% io fl 4, 5 Teo U Olsiluice - frn1 SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 29ft Wall-perm.snz Run Date: 11/19/18 Run Time: 16:22:34 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page 24 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 29.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------- 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 5 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Naiil Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 35.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.125 75.0 1.00 2 30.00 15 6.00 6.00 1.125 75.0 1.00 3 25.00 15 6.00 6.00 1.125 75.0 1.00 4 20.00 15 6.00 6.00 1.125 75.0 1.00 5 15.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion V Page 25 Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Loads Applied Loads: Seismic: - Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet feet psf psf 1 0.00 -------------------------------------------------------------------- 40.00 75 75 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35. Search Options Search Limits: Begin: 4.00 feet End: 40.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.56 Found at Search Point: 8 Found at Grid Point: 40 Found at Search Level: Toe of the wall Load at Soil Nail Head: Page 26 Calculated Service Load at Soil Nail Head (Empirical), To: 22.0 kips Allowable Facing Resistance, F_allowable (Entered) : 35.6 kips F allowable 'a To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- Existing Soil 4.524 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 22.0 Ups (Clouterre) I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement I Minimum I Distance I Lower I II I ---------------------------------------I-------------------------------I Upper I I I I Factor I From Toe - --------------------------------------- I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode I 1 1.87 4.00 72.76 12.15 ------------------------------------------------------------------------------------------------------ 88.68 17.40 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 39.8 Pullout 5 32.4 Pullout 2 1.66 7.60 68.54 18.70 86.25 11.62 1 41.7 Bar Yield 2 41.7 Bar Yield 3 41.7 Bar Yield 4 38.4 Pullout 5 32.0 Pullout 3 1.57 11.20 59.92 20.11 84.49 11.65 1 41.7 Bar Yield 2 41.7 Bar Yield 3 39.8 Pullout 4 35.5 Pullout 5 31.2 Pullout 4 1.59 14.80 48.23 15.55 75.69 17.96 1 41.7 Bar Yield 2 40.4 Pullout 3 32.4 Pullout 4 31.1 Pullout 5 29.9 Pullout 5 1.61 18.40 50.79 26.20 78.06 8.89 1 39.8 Pullout 2 35.9 Pullout 3 34.0 Pullout 4 32.1 Pullout 5 30.2 Pullout 6 1.58 22.00 45.71 28.36 75.81 8.97 1 32.5 Pullout 2 30.9 Pullout 3 30.5 Pullout 4 30.0 Pullout 5 29.6 Pullout 7 1.57 25.60 41.38 30.71 73.60 9.07 1 25.3 Pullout 2 26.2 Pullout 3 27.2 Pullout 4 28.1 Pullout 5 29.0 Pullout ** 8 1.56 29.20 39.61 22.74 51.15 18.62 1 27.0 Pullout 2 25.0 Pullout 3 25.7 Pullout 4 27.2 Pullout Page 27 5 28.8 Pullout 9 1.56 32.80 36.38 24.44 47.86 19.55 1 21.7 Pullout 2 20.7 Pullout 3 22.9 Pullout 4 25.6 Pullout 5 28.3 Pullout 10 1.58 36.40 33.58 26.22 44.88 20.55 1 16.7 Pullout 2 16.5 Pullout 3 20.2 Pullout 4 24.0 Pullout 5 27.8 Pullout 11 1.61 40.00 31.86' 32.97 44.03 16.69 1 10.6 Pullout 2 14.0 Pullout 3 18.5 Pullout 4 23.0 Pullout 5 27.5 Pullout END OF REPORT Page 28 Schedule 2, 29ft Max;- Seismic Analysis b MAIN M.O. NSy l.I t.1 tI Lt4 T' 33 I. 464 S= IMsiance - feet SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 29ft Wall-seis.snz Run Date: .11/19/18 Run Time: 16:23:48 Project Information - ------------ Description: Location:. EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page 29 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 29.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 5 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 40.00 15 2.50 6.00 1.125 75.0 1.00 2 35.00 15 6.00 6.00 1.125 75.0 1.00 3 30.00 15 6.00 6.00 1.125 75.0 1.00 4 25.00 15 6.00 6.00 1.125 75.0 1.00 5 20.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion y c Layer Description pcf degrees psf Page 30 ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: No Factors of Safety Temporary Permanent Seismic Pullout (Distal) : 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 40.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method ASD Scenario: Seismic Factor of Safety: Minimum: 1.14 Found at Search Point: 11 Found at Grid Point: 46 Found at Search Level: Toe of the wall Load at Sail Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 33.2 kips Allowable Facing Resistance, F_allowable (Entered): 48.6 kips F.allowable ~: To OK Nominal Pullout Resistance: Page 31 Nominal Pullout Resistance Layer Description klf Existing Soil ---------------------------------------------- 3.845 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the ------------------------------------------------------------------------------------------------------ wall Facing Design Force = 33.2 kips (Clouterre) I I Failure Planes I Reinforcement II I Minimum I Distance I Lower I I ---------------------------------------I-------------------------------I Upper I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode I 1 1.98 4.00 72.76 12.15 ------------------------------------------------------------------------------------------------------ 88.68 17.40 1 55.6 Bar Yield 2 55.6 Bar Yield 3 55.6 Bar Yield 4 55.4 Facing 5 49.7 Pullout 2 1.70 7.60 59.47 13.47 87.50 17.42 1 55.6 Bar Yield 2 55.6 Bar Yield 3 55.6 Bar Yield 4 52.9 Pullout 5 48.2 Pullout 3 1.53 11.20 49.01 15.37 86.32 17.44 1 55.6 Bar Yield 2 55.6 Bar Yield 3 50.4 Pullout 4 48.5 Pullout 5 46.9 Pullout 4 1.52 14.80 48.23 15.55 75.69 17.96 1 55.6 Bar Yield 2 55.6 Bar Yield 3 49.6 Pullout 4 48.1 Pullout 5 46.8 Pullout 5 1.42 18.40 41.21 22.01 82.77 14.62 1 55.6 Bar Yield 2 45.5 Pullout 3 43.5 Pullout 4 44.6 Pullout 5 45.7 Pullout 6 1.32 22.00 36.22 24.54 81.37 14.67 1 47.7 Pullout 2 37.1 Pullout 3 38.7 Pullout 4 41.8 Pullout 5 44.9 Pullout 7 1.27 25.60 35.30 25.09 70.55 15.38 1 42.9 Pullout 2 35.1 Pullout 3 37.7 Pullout 4 41.2 Pullout 5 44.7 Pullout 8 1.24 29.20 35.35 25.06 58.86 16.94 1 39.5 Pullout 2 35.0 Pullout 3 37.8 Pullout 4 41.3 Pullout 5 44.7 Pullout 9 1.20 32.80 30.52 34.27 74.21 12.05 1 23.5 Pullout 2 26.4 Pullout 3 32.2 Pullout 4 38.0 Pullout 5 43.8 Pullout Page 32 10 1.17 36.40 25.55 40.35 90.00 11.60 1 8.3 Pullout 2 16.9 Pullout 3 25.5 Pullout 4 34.1 Pullout 5 42.6 Pullout ** 11 1.14 40.00 28.54 36.42 55.41 14.09 1 16.9 Pullout 2 22.8 Pullout 3 29.7 Pullout 4 36.5 Pullout 5 43.4 Pullout END OF REPORT Page 33 Schedule 3, 23ft Max;- Temporary Analysis ft•f .n VA— Iu .3 .1 ..-. S p .I-I I 1 .1 Ja -- Th4.;Lo. IM1'.uu - feet SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 23ft Wall-temp.snz Run Date: 11/19/18 Run Time: 16:48:51 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page 34 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 23.00 feet Facing Angle:: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: Number of Soil Nail Rows: Soil Nail Design Parameters: Soil Nail Inclination Length From Horizontal No. feet degrees --------------------------------- 1 25.00 15 2 20.00 15 3 .15.00 15 4 15.00 15 Facing Resistance: ASD Allowable Facing Resistance: 6.00 feet 4 Varying Vertical Horizontal Nail Bar Spacing Spacing H Diameter 0 feet feet inches 2.50 -------------------------------------- 6.00 1.125 6.00 6.00 1.125 6.00 6.00 1.125 6.00 6.00 1.125 Temporary Permanent Seismic 30.0 35.6 48.6 kips Nail Bar Yield Bond Strength fy Strength ksi Factor F ------------------------- 75.0 1.00 75.0 1.00 75.0 1.00 75.0 1.00 Soil Properties Unit Weight Friction Angle Cohesion V 91 1 c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 I Page 35 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Begin End No. feet feet ---------------------------------------- 1 5.00 25.00 Load Load Begin End psf ----------------------- psf 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 40.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.39 Found at Search Point: 5 Found at Grid Point: 40 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 22.7 kips Allowable Facing Resistance, F_allowable (Entered) : 30.0 kips Page 36 F_allowable 2t To OK I Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ---------------------------------------------- klf Existing Soil 4.524 Results by Search Level: ** Indicates. Minimum Factor of Safety Search Level: At the toe of the wall Facing Design ------------------------------------------------------------------------------------------------------- Force = 22.7 kips (Clouterre) I I I Failure Planes I Reinforcement II I Minimum I Distance I I --------------------------------------- Lower I I Upper I -.------------------------------I I . I I Factor I From Toe I ---------------------------------------I I I controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------- degrees I feet I Level I ksi I Failure Mode I 1 1.98 4.00 72.62 12.05 88.01 11.51 1 39.3 Facing 2 36.9 Pullout 3 28.3 Pullout 4 31.9 Facing 2 1.67 7.60 59.26 13.38 86.22 11.53 1 39.7 Pullout 2 29.2 Pullout 3 23.9 Pullout 4 31.1 Pullout 3 1.51 11.20 52.08 14.58 78.98 11.72 1 32.9 Pullout 2 24.1 Pullout 3 21.2 Pullout 4 30.3 Pullout 4 1.43 14.80 47.99 15.48 68.89 12.33 1 27.4 Pullout 2 20.9 Pullout 3 19.6 Pullout 4 29.9 Pullout * 5 1.39 18.40 46.17 15.94 57.38 13.65 1 23.1 Pullout 2 19.4 Pullout 3 18.8 Pullout 4 29.6 Pullout 6 1.40 22.00 41.86 20.68 54.35 11.32 1 17.0 Pullout 2 16.2 Pullout 3 16.9 Pullout 4 29.1 Pullout 7 1.42 25.60 37.60 22.62 50.15 11.98 1 11.6 Pullout 2 12.6 Pullout 3 14.8 Pullout 4 28.5 Pullout 8 1.47 29.20 38.23 37.17 0.00 0.00 1 11.1 Pullout 2 13.2 Pullout 3 15.2 Pullout 4 28.6 Pullout 9 1.51 32.80 35.04 40.06 0.00 0.00 1 7.1 Pullout 2 10.3 Pullout 3 13.5 Pullout 4 28.1 Pullout 10 1.56 36.40 32.29 43.06 0.00 0.00 1 3.2 Pullout 2 7.5 Pullout 3 11.9 Pullout 4 27.6 Pullout Page 37 11 1.61 40.00 29.90 46.14 0.00 0.00 .1 0.0 Pullout 2 5.0 Pullout 3 10.4 Pullout 4 27.1 Pullout ------------------------ END OF REPORT Page 38 Schedule 3, 23ft Max;- Permanent Analysis IM IM SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 23ft Wall-perm.snz Run Date: 11/19/18 Run Time: 17:10:00 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page 39 Layout: Reference Point: At: Top of Wall Distance From origin: 0.00 feet Elevation Above origin: 0.00 feet Wall Dimensions: Wall Height: 23.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 4 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 25.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.125 75.0 1.00 2 20.00 15 6.00 6.00 1.125 75.0 1.00 3 20.00 15 6.00 6.00 1.125 75.0 1.00 4 15.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips ------------ Soil Properties Unit Weight Friction Angle Cohesion y Layer Description ----------------------------------------------------------------------------------- pcf degrees psf 1 Existing Soil 125 31.0 150 Page 40 Loads I Applied Loads: Seismic:: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet feet psf psf 1 0.00 40.00 75 75 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 40.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.66 Found at. Search Point: 7 Found at Grid Point: 45 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 21.8 kips Allowable Facing Resistance, F_allowable (Entered) : 35.6 kips Page 41 F_allowable a To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ---------------------------------------------- klf Existing Soil 4.524 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 21.8 kips (Clouterre) I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement II I Minimum I Distance I I---------------------------------------I Lower I Upper I -------------------------------I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees ------------------------------------------------------------------------------------------------------ I feet I Le,el I ksi I Failure Mode I 1 2.04 4.00 62.45 7.78 88.58 16.10 1 41.7 Bar Yield 2 36.6 Pullout 3 37.0 Pullout 4 31.4 Pullout 2 1.87 7.60 59.26 13.38 86.22 11.53 1 39.7 Pullout 2 29.2 Pullout 3 35.2 Pullout 4 31.1 Pullout 3 1.77 11.20 52.08 14.58 78.98 11.72 1 32.9 Pullout 2 24.1 Pullout 3 32.6 Pullout 4 30.3 Pullout 4 1.69 14.80 50.40 20.90 77.90 7.06 1 25.1 Pullout 2 22.4 Pullout 3 32.0 Pullout 4 30.1 Pullout 5 1.67 18.40 47.56 21.81 61.93 7.82 1 21.7 Pullout 2 20.4 Pullout 3 30.8 Pullout 4 29.8 Pullout 6 1.66 22.00 41.86 20.68 54.35 11.32 1 17.0 Pullout 2 16.2 Pullout 3 28.3 Pullout 4 29.1 Pullout ** 7 1.66 25.60 37.60 22.62 50.15 11.98 1 11.6 Pullout 2 12.6 Pullout 3 26.2 Pullout 4 28.5 Pullout 8 1.67 29.20 34.03 24.66 46.40 12.70 1 6.5 Pullout 2 9.3 Pullout 3 24.3 Pullout 4 27.9 Pullout 9 1.69 32.80 31.01 26.79 43.08 13.47 1 1.7 Pullout 2 6.2 Pullout 3 22.5 Pullout 4 27.4 Pullout 10 1.73 36.40 32.29 43.06 0.00 0.00 1 3.2 Pullout 2 7.5 Pullout 3 23.3 Pullout 4 27.6 Pullout Page 42 11 1.77 40.00 29.90 46.14 0.00 0.00 1 0.0 Pullout 2 5.0 Pullout 3 21.8 Pullout 4 27.1 Pullout END OF REPORT Page 43 I. T Abrb%F_b lb ijtba 1b OR Schedule 3, 23ft Max;- Seismic Analysis Distance feet SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: 23ft Wall-seis.snz Run Date: 11/19/18 Run Time: 17:11:10 Project Information Description: Location: EA: Project ID: Nail No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page 44 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 23.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Watr: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 4 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 .30.00 15 2.50 --------------------------------------------------------------------------------------------------- 6.00 1.125 75.0 1.00 2 25.00 15 6.00 6.00 1.125 75.0 1.00 3 20.00 15 6.00 6.00 1.125 75.0 1.00 4 20.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion V Layer Description ----------------------------------------------------------------------------------- pcf degrees psf 1 Existing Soil 125 31.0 150 Page 45 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Ich0.30: External Load: Apply external load: No Surcharges: Apply surcharges: No Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 30.00 feet Below Toe Searches (BTS) Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.19 Found at Search Point: 11 Found at Grid Point: 48 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To Allowable Facing Resistance, F_allowable (Entered): F_allowable ~ To OX Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description kif 32.5 kips 48.6 kips Page 46 Existing Soil ---------------------------------------------- 3.845 I Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 32.5 kips (Clouterre) I I I Failure Planes I Reinforcement II I Minimum I Distance I ----------------------------------------I Lower I Upper I -------------------------------I I I I Factor I From Toe I ---------------------------------------I I I Controlling Search I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPo'int I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode I 1 2.07 4.00 62.45 7.78 ------------------------------------------------------------------------------------------------------- 88.58 16.10 1 55.6 Bar Yield 2 54.41 Pullout 3 41.9 Pullout 4 48.5 Pullout 2 1.93 6.60 62.68 12.94 86.72 11.52 1 55.6 Bar Yield 2 48.4 Pullout 3 41.3 Pullout 4 48.6 Pullout 3 1.74 9.20 54.25 14.17 85.43 11.54 1 53.8 Pullout 2 42.2 Pullout 3 37.9 Pullout 4 47.6 Pullout 4 1.58 11.80 47.28 15.65 84.14 11.56 1 47.4 Pullout 2 36.1 Pullout 3 34.8 Pullout 4 46.6 Pullout 5 1.60 14.40 35.37 15.89 84.04 13.87 1 40.6 Pullout 2 29.4 Pullout 3 28.4 Pullout 4 44.8 Pullout 6 1.49 17.00 34.08 16.42 76.16 14.21 1 36.3 Pullout 2 27.1 Pullout 3 27.5 Pullout 4 44.5 Pullout 7 1.40 19.60 30.40 18.18 74.14 14.35 1 30.5 Pullout 2 21.8 Pullout 3 25.0 Pullout 4 43.8 Pullout 8 1.33 22.20 34.63 24.28 76.43 9.46 1 23.2 Pullout 2 24.1 Pullout 3 27.9 Pullout 4 44.6 Pullout 9 1.27 24.80 29.09 28.38 -90.00 9.20 1 11.2 Pullout 2 17.5 Pullout 3 24.1 Pullout 4 43.5 Pullout 10 1.22 27.40 26.73 30.68 90.00 9.20 1 6.4 Pullout 2 14.3 Pullout 3 22.2 Pullout 4 42.9 Pullout * 11 1.19 30.00 24.70 33.02 90.00 9.20 1 2.2 Pullout 2 11.3 Pullout 3 20.4 Pullout 4 42.4 Pullout Page 47 END OF REPORT Page 48 Max;- Temporary Analysis Schedule . 4, l7ft _....._. •1 .55 25 S*•L52rSleeIieeciie5s..t. T. 12.7 4 45R5ee55.I_55155 4el* 55.5 ....... H!IUIIIIIIJ!jW' • - E. I4r5.73r.lsJ : q 5- I - I?s..i Distanee - feet SNAIL. Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: l7ft Wall-temp.snz Run Date: 11/19/18 Run Time: 17:14:15 Project Information - - Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page 49 Layout: Reference Point: At: Top of Wall Distance From origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 17.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails --------------- Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 3 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 20.00 15 --------------------------------------------------------------------------------------------------- 2.50 6.00 1.000 75.0 1.00 2 15.00 15 6.00 6.00 1.000 75.0 1.00 3 10.00 15 6.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion y Layer Description ----------------------------------------------------------------------------------- pcf degrees psf 1 Existing Soil 125 31.0 150 Page 50 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End - No. feet feet psf psf -------------------------------------------------------------------- 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 25.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.44 Found at Search Point: 6 Found at Grid Point: 45 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 12.7 kips Allowable Facing Resistance, F_allowable (Entered) : 30.0 kips F allowable ? To 01< Page 51 Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ---------------------------------------------- klf Existing Soil 3.845 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 12.7 kips (Clouterre) I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement II I Minimum I Distance I I--------------------------------------- Lower I I Upper I -------------------------------I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------ degrees I feet I Level I ksi I Failure Mode I 1 1.93 4.00 62.10 7.69 87.76 10.21 1 39.2 Pullout 2 27.5 Pullout 3 21.5 Pullout 2 1.73 6.10 54.34 8.37 83.18 10.27 1 34.7 Pullout 2 24.2 Pullout 3 20.7 Pullout 3 1.54 8.20 58.19 14.00 80.87 5.17 1 30.0 Pullout 2 25.3 Pullout 3 21.1 Pullout 4 1.46 10.30 52.08 15.08 78.58 5.20 1 25.4 Pullout 2 22.8 Pullout 3 20.4 Pullout 5 1.44 12.40 47.64 9.20 58.71 11.94 1 25.2 Pullout 2 21.0 Pullout 3 19.8 Pullout ** 6 1.44 14.50 45.14 14.39 57.39 8.07 1 21.0 Pullout 2 19.8 Pullout 3 19.5 Pullout 7 1.45 16.60 41.28 15.46 53.78 8.43 1 17.7 Pullout 2 17.9 Pullout 3 19.0 Pullout 8 1.47 18.70 37.93 16.59 50.48 8.82 1 14.4 Pullout 2 16.1 Pullout 3 18.4 Pullout 9 1.50 20.80 35.01 17.78 47.46 9.23 1 11.3 Pullout 2 14.5 Pullout 3 17.9 Pullout 10 1.54 22.90 29.11 10.48 40.90 18.18 1 10.2 Pullout 2 11.4 Pullout 3 16.8 Pullout 11 1.58 25.00 34.22 30.23 0.00 0.00 1 10.2 Pullout 2 14.0 Pullout 3 17.8 Pullout END OF REPORT Page 52 Schedule 4, 17ft Max;- Permanent Analysis Jee l Te IS,. ee. Abaft I elOWMMF d~M .V—dk T3 lee W. - feet SNAIL Version: 2.2.1 Copyright@ State of California. All rights reserved. File Information File Name: l7ft Wall-perm.snz Run Date: 11/19/18 Run Time: 17:26:13 Project Information Description: Location.: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Geometry Page 53 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 17.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Dimensions and Properties: Maximum Vertical Spacing: Number of Soil Nail Rows: Soil Nail Design Parameters: Soil Nail Inclination Length From Horizontal No. feet degrees --------------------------------- 1 20.00 15 2 15.00 15 3 10.00 15 Facing Resistance: Soil Nails 6.00 feet 3 Varying Vertical Horizontal Nail Bar Spacing Spacing H Diameter 0 feet feet inches 2.50 ----------------------------------- 6.00 1.000 6.00 6.00 1.000 6.00 6.00 1.000 Nail Bar Yield Bond Strength fy Strength ksi Factor F ------------------------- 75.0 1.00 75.0 1.00 75.0 1.00 Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties - -- Unit Weight Friction Angle Cohesion v c Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Page 54 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Begin End No. feet feet -------------------------------------- 1 0.00 25.00 Load Load Begin End psf ------------------------- psf 75 75 Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 25.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 1.55 Found at Search Point: 4 Found at Grid Point: 50 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 15.4 kips Allowable Facing Resistance, F_allowable (Entered): 35.6 kips F allowable a To OK Page 55 Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ----------------------------------------------- klf Existing Soil 3.845 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 15.4 kips (Clouterre) I I Failure Planes I Reinforcement II I Minimum I Distance I Lower I I---------------------------------------I--------------------------------I Upper I . I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode I 1 1.87 4.00 62.10 769 ------------------------------------------------------------------------------------------------------ 87.76 10.21 1 39.2 Pullout 2 27.5 Pullout 3 21.5 Pullout 2 1.73 6.10 65.23 13.11 83.18 5.14 1 34.7 Pullout 2 27.9 Pullout 3 21.9 Pullout 3 1.61 8.20 58.19 14.00 80.87 5.17 1 30.0 Pullout 2 25.3 Pullout 3 21.1 Pullout ** 4 1.55 10.30 52.08 15.08 78.58 5.20 1 25.4 Pullout 2 22.8 Pullout 3 20.4 Pullout 5 1.59 12.40 47.64 9.20 58.71 11.94 1 25.2 Pullout 2 21.0 Pullout 3 19.8 Pullout 6 1.59 14.50 45.14 14.39 57.39 8.07 1 21.0 Pullout 2 19.8 Pullout 3 19.5 Pullout 7 1.59 16.60 41.28 15.46 53.78 8.43 1 17.7 Pullout 2 17.9 Pullout 3 19.0 Pullout 8 1.61 18.70 37.93 16.59 50.48 8.82 1 14.4 Pullout 2 16.1 Pullout 3 18.4 Pullout 9 .1.63 20.80 35.01 17.78 47.46 9.23 1 11.3 Pullout 2 14.5 Pullout 3 17.9 Pullout 10 1.67 22.90 32.47 19.00 44.71 9.67 1 8.3 Pullout 2 12.9 Pullout 3 17.5 Pullout 11 1.71 25.00 34.22 30.23 0.00 0.00 1 10.2 Pullout 2 14.0 Pullout 3 17.8 Pullout END OF REPORT Page 56 44LtX' MO i.w 4t%dMSMME4M EL4L4I), O4 23J U 4LL 486 68, P. TO 4LOL8 .: lT 86 L88.8. j - -- - - - ---- I Schedule 4, 17ft Max;- Seismic Analysis Dstaiice- (pet SNAIL Version: 2.2.1 Copyright© State cf California. All rights reserved. File Information File Name: 17ft Wall-seis.snz Run Date: 11/19/18 Run Time: 17:27:48 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Page 57 Geometry Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 17.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: Number of Soil Nail Rows: Soil Nail Design Parameters: Soil Nail Inclination Length From Horizontal No. feet degrees --------------------------------- 1 20.00 15 2 15.00 15 3 15.00 15 Facing Resistance: 6.00 feet 3 Varying Vertical Horizontal Nail Bar Nail Bar Yield Bond Spacing Spacing H Diameter 0 Strength fy Strength feet feet inches ksi Factor F 2.50 6.00 --------------------------------------------------------------- 1.000 75.0 1.00 6.00 6.00 1.000 75.0 1.00 6.00 6.00 1.000 75.0 1.00 Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion V P C Page 58 Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: No Factors of Safety Temporary Permanent Seismic Pullout (Distal) : 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 4.00 feet End: 20.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.20 Found at Search Point: 11 Found at Grid Point: 48 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To Allowable Facing Resistance, F_allowable (Entered) F allowable ~t To OK Nominal Pullout Resistance: 23.1 kips 48.6 kips Page 59 Nominal Pullout Resistance Layer Description ---------------------------------------------- klf Existing Soil 3.845 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = ------------------------------------------------------------------------------------------------------ 23.1 kips (Clouterre) I I I Failure Planes I Reinforcement II I Minimum I Distance I I--------------------------------------- Lower I I Upper I -------------------------------I I I I Factor I From Toe I ---------------------------------------I I I Controlling lSearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees! feet I Level I ksi I Failure Mode I 1 2.07 4.00 62.10 7.69 87.76 10.21 1 52.2 Pullout 2 36.7 Pullout 3 45.0 Pullout 2 1.90 5.60 53.46 8.46 86.86 10.22 1 47.1 Pullout 2 31.9 Pullout 3 43.7 Pullout 3 1.81 7.20 49.73 8.91 81.97 10.30 1 43.0 Pullout 2 29.4 Pullout 3 43.1 Pullout 4 1.73 8.80 47.83 9.18 75.49 10.54 1 39.5 Pullout 2 28.1 Pullout 3 42.8 Pullout 5 1.60 10.40 51.81 15.14 78.48 5.20 1 33.6 Pullout 2 30.3 Pullout 3 43.5 Pullout 6 1.50 12.00 43.36 14.86 79.99 6.91 1 28.0 Pullout 2 25.3 Pullout 3 42.0 Pullout 7 1.42 13.60 39.81 15.93 78.69 6.93 1 23.3 Pullout 2 22.9 Pullout 3 41.3 Pullout 8 1.35 15.20 36.71 17.06 77.40 6.97 1 18.6 Pullout 2 20.6 Pullout 3 40.6 Pullout 9 1.28 16.80 31.26 19.65 90.00 6.80 1 9.3 Pullout 2 16.1 Pullout 3 39.3 Pullout 10 1.23 18.40 29.00 21.04 90.00 6.80 1 5.7 Pullout 2 14.0 Pullout 3 38.7 Pullout ** 11 1.20 20.00 27.02 22.45 90.00 6.80 1 2.3 Pullout 2 12.0 Pullout 3 38.1 Pullout END OF ------------- REPORT Page 60 Schedule 5, lift Max;- Temporary Analysis tet SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: lift Wall-temp.snz Run Date: 11/20/18 Run Time: 11:47:20 Project Information Description: Location: EA: Project ID: Wall No.: Structure No.: Station: Engineer: Designer Comments: Page 61 Geometry ----------------- Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 11.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 2 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 10.00 15 --------------------------------------------------------------------------------------------------- 2.50 6.00 1.125 75.0 1.00 2 10.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion y Layer Description pcf degrees psf Page 62 1 Existing Soil 125 31.0 150 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet feet psf psf -------------------------------------------------------------------- 1 5.00 25.00 300 300 Factors of Safety Temporary Permanent Seismic Pullout (Distal) : 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 2.00 feet End: 15.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Temporary Factor of Safety: Minimum: 1.80 Found at Search Point: 9 Found at Grid Point: 40 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated. Service Load at Soil Nail Head (Empirical), To: 13.0 kips Page 63 Allowable Facing Resistance, F_allowable (Entered) : 30.0 kips F_allowable a To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf 1 Existing Soil ---------------------------------------------- 4.524 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design ------------------------------------------------------------------------------------------------------ Force = 13.0 kips (Clouterre) I I I I Failure Planes I Reinforcement II I I I Minimum I Distance I I ---------------------------------------I Lower I Upper -------------------------------I I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------ degrees I feet I Level I ksi I Failure Mode I 1 2.65 2.00 76.84 7.91 86.53 3.31 1 18.5 Pullout 2 21.5 Pullout 2 2.58 3.30 65.77 7.24 85.71 4.41 1 15.6 Pullout 2 20.4 Pullout 3 2.51 4.60 57.90 7.79 84.03 4.42 1 12.8 Pullout 2 19.6 Pullout - 4 2.22 5.90 54.43 8.11 74.99 4.56 1 11.3 Pullout 2 19.2 Pullout 5 2.00 7.20 48.89 8.76 71.88 4.63 1 8.9 Pullout 2 18.6 Pullout 6 1.89 8.50 44.15 9.48 68.88 4.72 1 6.7 Pullout 2 18.0 Pullout 7 1.82 9.80 43.89 9.52 56.25 5.29 1 6.5 Pullout 2 18.0 Pullout 8 1.81 11.10 39.55 8.64 51.09 7.07 1 5.2 Pullout 2 17.4 Pullout ** 9 1.80 12.40 36.47 9.25 47.96 7.41 1 3.5 Pullout 2 16.9 Pullout 10 1.80 13.70 33.79 9.89 45.10 7.76 1 1.9 Pullout 2 16.5 Pullout 11 1.80 15.00 13.74 4.63 43.32 14.43 1 0.1 Pullout 2 11.8 Pullout END OF REPORT Page 64 Schedule 5, lift Max;- Permanent Analysis qWm 110 ie kil fl Jtat! Io - - - SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: lift Wall-perm.snz Run Date: 11/20/18 Run Time: 11:52:19 Project Information ------------ Description:: Location: EA: Project ID: Wall No..: Structure No.: Station:: Engineer: Designer Comments: Geometry Page 65 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 11.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V Ground Surface: - Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 2 V Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksi Factor F 1 10.00 15 2.50 6.00 1.125 75.0 1.00 2 10.00 15 6.00 6.00 1.125 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASO Allowable Facing Resistance: 30.0 V 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion V P I c Layer Description pcf degrees psf 1 Existing Soil 125 31.0 150 Page 66 Loads I Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: Yes Distance from Top of Wall Load Load Begin End Begin End No. feet -------------------------------------------------------------------- feet psf psf 1 0.00 25.00 75 75 Factors of Safety Temporary Permanent Seismic Pullout (Distal): . 2.00 2.00 1.50 Pullout (Proximal) : 2.00 2.00 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 2.00 feet End: 15.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Permanent Factor of Safety: Minimum: 2.05 Found at Search Point: 7 Found at Grid Point: 45 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 13.8 kips Allowable Facing Resistance, F_allowable (Entered) : 35.6 kips Page 67 F_allowable ~t To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description ---------------------------------------------- klf Existing Soil 4.524 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 13.8 kips (Clouterre) I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement II I Minimum I Distance I Lower I I ---------------------------------------I-------------------------------I Upper I I I I Factor I From Toe I ---------------------------------------I I I Controlling Search I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I ------------------------------------------------------------------------------------------------------ degrees I feet I Level I ksi I Failure Mode I 1 2.50 2.00 76.84 7.91 86.53 3.31 1 18.5 Pullout 2 21.5 Pullout 2 2.38 3.30 65.77 7.24 85.71 4.41 1 15.6 Pullout 2 20.4 Pullout 3 2.28 4.60 57.90 7.79 84.03 4.42 1 12.8 Pullout 2 19.6 Pullout 4 2.20 5.90 54.43 8.11 74.99 4.56 1 11.3 Pullout 2 19.2 Pullout 5 2.13 7.20 48.89 8.76 71.88 4.63 1 8.9 Pullout 2 18.6 Pullout 6 2.09 8.50 44.15 9.48 68.88 4.72 1 6.7 Pullout 2 18.0 Pullout ** 7 2.05 9.80 43.89 9.52 56.25 5.29 1 6.5 Pullout 2 18.0 Pullout 8 2.07 11.10 39.55 8.64 51.09 7.07 1 5.2 Pullout 2 17.4 Pullout 9 2.05 12.40 36.47 9.25 47.96 7.41 1 3.5 Pullout 2 16.9 Pullout 10 2.05 13.70 33.79 9.89 45.10 7.76 1 1.9 Pullout 2 16.5 Pullout 11 2.06 15.00 32.15 12.40 44.36 6.29 1 0.4 Pullout 2 16.2 Pullout END OF REPORT Page 68 Schedule 5, lift Max;- Seismic Analysis TAM - - estance- feeL SNAIL Version: 2.2.1 Copyright© State of California. All rights reserved. File Information File Name: lift Wall-seis.snz Run Date: 11/20/18 Run Time: 11:53:47 ------------- Project Information Description: Location: EA: Project ID: Wail No.: Structure No.: Station: Engineer: Designer Continents: Geometry Page 69 Layout: Reference Point: At: Top of Wall Distance From Origin: 0.00 feet Elevation Above Origin: 0.00 feet Wall Dimensions: Wall Height: 11.00 feet Facing Angle: 90.00 degrees Facing Batter: 0.000 :12 H:V 01 Ground Surface: Number of lines that define the ground surface above the wall: 1 Angle Distance No. degrees feet ------------------------ 1 0 Number of lines that define the ground surface in front of the toe: 1 Angle Distance No. degrees feet ------------------------ 1 0 Soil Layers: Number of Layers: 1 Ground Water: Include Ground Water: No Soil Nails Dimensions and Properties: Maximum Vertical Spacing: 6.00 feet Number of Soil Nail Rows: 2 Soil Nail Design Parameters: Varying Soil Nail Inclination Vertical Horizontal Nail Bar Nail Bar Yield Bond Length From Horizontal Spacing Spacing H Diameter 0 Strength fy Strength No. feet degrees feet feet inches ksj Factor F 1 15.00 15 --------------------------------------------------------------------------------------------------- 2.50 6.00 1.000 75.0 1.00 2 10.00 15 6.00 6.00 1.000 75.0 1.00 Facing Resistance: Temporary Permanent Seismic ASD Allowable Facing Resistance: 30.0 35.6 48.6 kips Soil Properties Unit Weight Friction Angle Cohesion V Layer Description pcf degrees psf ----------------------------------------------------------------------------------- 1 Existing Soil 125 31.0 150 Page 70 Loads Applied Loads: Seismic: Horizontal Seismic Coefficient Kh0.30: External Load: Apply external load: No Surcharges: Apply surcharges: No Factors of Safety Temporary Permanent Seismic Pullout (Distal): 2.00 2.00 1.50 Pullout (Proximal): 2.00 2.00 - 1.50 Nail Bar Yield: 1.80 1.80 1.35 Search Options Search Limits: Begin: 2.00 feet End: 20.00 feet Below Toe Searches (BTS): Perform below Toe Search: No Advanced Search Options: Use Advanced Search Options: No Results Analysis: Method: ASD Scenario: Seismic Factor of Safety: Minimum: 1.47 Found at Search Point: 11 Found at Grid Point: 36 Found at Search Level: Toe of the wall Load at Soil Nail Head: Calculated Service Load at Soil Nail Head (Empirical), To: 11.0 kips Allowable Facing Resistance, F_allowable (Entered) : 48.6 kips F allowable > To OK Nominal Pullout Resistance: Nominal Pullout Resistance Layer Description klf ---------------------------------------------- Page 71 1 Existing Soil 3.845 Results by Search Level: ** Indicates Minimum Factor of Safety Search Level: At the toe of the wall Facing Design Force = 11.0 kips (Clouterre) I I I I Failure ------------------------------------------------------------------------------------------------------ Planes I Reinforcement II I I Minimum I Distance I I I--------------------------------------- Lower I I Upper I -------------------------------I I I I I Factor I From Toe I ---------------------------------------I I I Controlling ISearch I of I of Wall I Angle I Length I Angle I Length I I Stress I Resistance IPoint I Safety I feet I degrees I feet I degrees I feet I Level I ksi I Failure Mode I 1 2.59 2.00 74.75 6.84 ------------------------------------------------------------------------------------------------------ 87.40 4.40 1 42.7 Pullout 2 30.5 Pullout 2 2.36 3.80 62.61 7.43 85.07 4.42 1 37.1 Pullout 2 28.8 Pullout 3 2.13 5.60 52.63 8.30 82.75 4.44 1 31.7 Pullout 2 27.3 Pullout 4 1.92 7.40 44.74 9.38 80.45 4.46 1 26.4 Pullout 2 25.9 Pullout 5 1.87 9.20 33.59 9.94 80.51 5.58 1 20.6 Pullout 2 23.6 Pullout 6 1.75 11.00 29.05 11.33 78.69 5.61 1 15.3 Pullout 2 22.4 Pullout 7 1.65 12.80 28.24 11.62 65.04 6.07 1 14.0 Pullout 2 22.1 Pullout 8 1.56 14.60 16.77 15.25 -90.00 6.60 1 0.0 Pullout 2 17.8 Pullout 9 1.51 16.40 18.54 17.30 90.00 5.50 1 1.4 Pullout 2 18.6 Pullout 10 1.50 18.20 19.93 19.36 90.00 4.40 1 3.4 Pullout 2 19.2 Pullout ** 11 1.47 20.00 17.45 14.68 47.73 8.92 1 0.8 Pullout 2 18.1 Pullout END OF REPORT Page 72 PB&A, INC. Micropile-ASD-Case 1.xmcd 11/20/2018 FOR: WMB-ROI JOB: LEGOLAND JOB NO.: 182100 DESCRIPTION: Design of Micropile - Columns G3, G6, C3, and C6 REFERENCE: IBC 2015, AISC 14th Ed., AC! 318-11, FHWA NHI-05-039 LOCATION: Carlsbad, CA DATE: 11/1912018 Micronile Structural Deskn Calculations Design Loads: Case 1: Exterior Footings/Columns (Column G6, G3, C6, C3) Dead Load DLcasel Live Load LLcasei := 104kip Number of Micropiles n := 4 DLcasei + LLcasel Design Load comp_case1 := = 37.5-kip n tension_case1 := Okip Factored Load 1•2DLcasei + lkLLcasei "ultimate_casel := n = 55.4-kip Materials: Cement Grout Rod Casing Geometric Prooerties: Effective Casing Wall Thickness Effective Casing Diameter Area of Casing Rod is corrosion and abrasion free. Area of Rod Neat cement concrete 4000 psi comp. @28 days #8ASTMA615 Grade 75 75 ksi mm. yield stress 6"dia. Sche. 40 OD := 6-in tcasing := 0.261 in twall tcasing - 1 -in (Allowing 1/16" corrosion/abrasion loss) 16 Diaeff := OD - 2--in = 5.87. in 16 Areacasing ..[Dia if - (Diaeff - 2•tcasing)21 Area Od 0.79-in 2 (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 73 PB&A, INC. Micropile-ASD-Case 1.xmcd 11/20/2018 GroutArea inside Casing Bond Length GroutArea Material Strength: Casing Steel Yield Strength Steel Yield Strength Grout Compressive Strength For strain compatabilit Steel Modulus of Elasticity Grout Modulus of Elasticity Cap Concrete Compressive Strength Areagrouti := .(Diaeff - 21casing)2 - Arearod = 21.72 -in 2 Area 0 t2 2.(OD + 0.5. in)2 - Arearod = 32.39. in Fy casing 35•ksi Fy_rod 75.ksi := 4•ksi Fysteel := min(Fy rod Fy casing) Esteel 29000 ksi Egrout := 4000 ksi ic_cap := 4ksi Design AssumDtion: The steel casing is considered to provide equivalent area of hoop reinforcement, thus providing a high level of confinement and flexural shear strength. There is sufficiently competent soil for the full length of all piles, hence the piles are considered to be laterally restrained over the entire pile length. Section 1: Axial actions of the steel pipe encased portion (top) of pile Axial The axial compression is (FHWAEq. 5-1) - nc_cased := 0.4.f groutAreagrouti + 0.47Fy steer(eacasing + Arearod) = 123.46-kip >P comp_casel =37.5kip The axial tension is (FHWAEq. 5-2) - nt_cased := O•SSFy steer(Meacasing + Arearod) = 103.82-kip > P tension_casel = 0kip Section 2: Axial actions of the steel pipe uncàsed portion (bottom) of pile Axial The axial compression is (FHWA Eq. 5-7) - c_uncased := 0.4fc 9outeagrout2 + 0.47.F rodearod = 79.68-kip > comp_casei = 37.5-kip (1)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 74 PB&A, INC. Micropile-ASD-Case 1.xmcd 11/20/2018 The axialtenshn is (FHWAEq. 5-8) - 'tuncased := 0.55.F rod.Aarod = 33-kip > tension_case1 = O•kip Section 3: Axial and shear transfer from pile cap to pile Axial and shear transfer from pile cap to pile occurs at a plane just above the steel pipe casing. The compressible filler material, which prevents bearing of the steel pipe onto the undersider and sides around pile of pile cap, limits the transfer section to consist of the grout and centrally placed rod. Immediately beneath this plane, flexural shear resistance is provided by the steel pipe casing. Bond Length Assumed Allowable Bond Strength: Drill Hole: Diameter DiabOfld 8in Ultimate Bond Strength °bond_u1timate_strength 2500psf Factor of Safety FSbofld 2 Cased Length Lcased 10'ft Pcomp case1FSbond = 1!4.32.ft Uncased Length (FHWAEq. 5-9) Luncased bond_u1timate_strength.(Dmbond) Luncased := 15ft Micropile Length Lpile := Lcased + Lunced = 25 ft Design Strength for Field Test Load in Cased Length Tension Verification Test (FHWAEq. 5-23) test compression := 0.8.(0.85. + Fy casingAreacasing + Fy_r.Are%d = 235.36 'test_tension := 0.8(Fy casingAreacasing + Fy rod1e%d) = 176.29-kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 75 PB&A, INC. Micropile-ASD-Case 1.xrncd 11/20/2018 Required Plate Thickness per ATSC 14th Ed. Eq. 14-7b. pg 14-6 Diameter of Casing: d OD = 6-in Width of Plate: B := 10•in Length of Plate: N:= B = 10-in m N - 0.95d = 2.15-in B 0.8-d = 2.6-in ni :=Ed = 1.5-in Distance from edge of Hole to edge of 1 := max(m, n, X.nl) = 2.6-in Plate: Yield Strength of Plate: Fyj,late 36kSj I X:= 1.0 tplate := Ij = 0.48. in Use 1!2"x10" SO plate supported by threadbar hex nut. tplate := 0.5in Plate Weld to Casing Weld Length Weld Size Weld Strength Factor of Safety I Weld Strength Ltop weld := 7r-013 = 18.85-in tweld := 1 in FE70Q := 70ksi FS := 2 0.6 FE70xx.O.707.tweld.Ltop weld = 69.96-kip top_we1d := 2 (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 76 PB&A, INC.Micropile-ASD-Case 1.xmcd 11/20/2018 Pile Cap Deaign: Punching Shear Check: ......................d2 cone ....design ....strength Cap Beam Depth Depth := 2ft Embedded MkropiIe Depth DePthpiie := ift Cover Depth Cover := Depth — Depthpjje — tplate = 0.96 ft I Shear Dimensions dl := B d2:= dl + 2-Cover = 33-in I Effectivearea of cone 4.d2.Cover = 1518in2 Minimum Cone Design Strength per ACI 11.11.2.1-Eq 11-33,,\=1.0 cone_design_strength := 4.0.75.Psi.j = 288.02-kip psi Main Reinforcement: Width of footing B 6-ft Length of footing L:= 6-ft Distance from edge of Dist 3-ft footing to center of pile Two micropiles is provided under the tributary width; "* P ultimate_casel = 55.4-kip Ultimate moment- M 2Pu1timateceiDiSt = 332.4-kip-ft (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 77 PB&A, INC. Micropile-ASD-Case 1.xmcd 11/20/2018 Yield strength of reinforcing bar f := 60ksi Strength reduction factor d := 0.9 Effective depth of footing d:= Depth - 2.5. in = 21.5. in f I 2•M Reinforcement ratio P:= 0.85-c cap - - -0.0023 .j u0.85_capBd12 Min Reinforcement ratio Pmm 00018 Req. Reinforcement area A := ma4pmjn,p).B.d = 3.51in2 I Asavai 0.44.in2(-- + 1) = 5.72-in (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 78 PB&A, INC. Micropile-ASD-Case 2.xmcd 11/20/2018 FOR: WMB-ROI JOB: LEGOLAND JOB Na: 182100 DESCRIPTION: Design of Micropile - Columns E3, ES and E7 and F5 REFERENCE: IBC 2015, AISC 14th Ed.,ACI 318-11, FHWA NHI-05-039 LOCATION: Carlsbad, CA DATE: 11/19/2018 MicroDile Structural Design Calculations Design Loads: Case 2: Interior Footings/Columns Load I (Column E7) DL1 := 45k1p LL1 37kip Load 2 (Column E5) DL2 5lkip LL2 23kip LR2 := 18kip Number of Micropiles n := 4 Design Load (ASD) LCI := DL1 + LL1 Factored Load (LRFD) LC2 := DL2 + LL2 LC3 := DL2 + 0.75 LL2 + 0.75•LR2 m n ax(LCI,LC2,LC3) 1'ASD_comp = 20.5-kip ASD_tension := Okip LC1 := 1.4 DL1 LC2 1.2•DL1 + 1.6.LL1 LC3 := 1.4-DL2 LC4 1.2•D½ + 1.6-LL2 + 0.5•LR2 max(LCI , LC2, LC3, LC4) LRFD_comp = 28.3. kip Materials: Cement Grout Neat cement concrete 4000 psi comp. @28 days Rod #8ASTM A615 Grade 75 75 ksi mm. yield stress Drill Hole OD := 8in (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 79 PB&A, INC. Micropile-ASD-Case 2.xmcd 11/20/2018 Geometric Properties: Rod is corrosion and abrasion free. ==> Area of Rod Arearod := 0.79 in2 Bond Length GroutArea Areagrout := OD2 - Area rod = 49.48•in2 Material Strength: Steel 'Yield Strength Fy rOd := 75ksi Grout Compressive Strength ic_grout := 4ksi Steel Modulus of Elasticity Eti := 29000ksi Grout Modulus of Elasticity Egrout := 4000 ksi Cap Concrete Compressive Strength ccap := 4ksi Design Assumption: There is sufficiently competent soil for the full length of all piles, hence the piles are considered to be laterally restrained over the entire pile length. Axial The axial compression is (FHWAEq. 5-7) - c_uncased := 0.4fc groutJeagrout + 047.F d.Asead = 107.01 -kip > ASD_comp = 20.5-kip The axial tension is (FHWAEq. 5-8) - Uncased Length (FHWAEq. 5-9) > ASD_tension = 0kip DiabOfld := 8in %ond_ultimate_strength := 2500psf FSbofld 2 Luncased ASDcomp FSbofld = 7.83-ft °bond_ultimate_strength (Th%ond) t_uncased := 0.55.F rod Arearod = 33-kip Bond Length Assumed Allowable Bond Strength: Drill Hole Diameter Ultimate Bond Strength Factor of Safety (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 80 PB&A, INC. Micropile-ASD-Case 2.xmcd 11/20/2018 Luncased := 'Oft Micropila Length Lpile Luncased = lOft Design Strength for Field Test Load Tension Verdication Test (FHWAEq. 5-23) test—compression := 0.8(0.85fc_groutAreagrout + Fy rodArearod) = 181.97-kip test—tension := O.8.(F rodrearod) = 47.4-kip Required Plate Thickness per AISC 14th Ed. Eq. 14-7b, pa 14-6 I Diameterof Casing: d:= tin Width of Plate: B:= 4-in I Length of Plate: N:= B = 4-in N—O.95d .8.d rd = 1.53- in n:= B_: = 1.6. in nl:= =0.25-in Distance from edge of Hole to edge of I := max(m, n, X.nl) = 1.6-in Plate: Yield Strength of Plate: I comp 1 := I• I - = 0.53in j P a e 09FyIate BN X:= 1.0 Fy_plate := 36ksi Use 314"x4" SQ plate supported by threadbar hex nut. 3 i tplate := —n (T)4115-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba©pbandainc.com Page 81 PB&A, INC. Micropile-ASD-Case 2.xmcd 11/20/2018 Plate Weld to Casing Weld Length Ltop weld :7r-OD = 25.13-in Weld Se 1. tweld in Weld Strength FE70 := 70ksi Factor of Safety FS 2 Weld Strength top_weld := O.6FE70XX0.7O71weldLtop weld = 93.29-kip 2 Pile Cap Deaign: Punching Shear Check: - d2 cone ....design —strength Cap Beam Depth Embedded Micropile Depth Cover Depth Shear Dimensions Effective area of cone Depth := 211 Depthpjje := 111 Cover := Depth - DePth 1l - tplate = 0.94 ft dl := B d2 := dl + 2•Cover = 263 in 4-d2-Cover = 1192.5in2 Minimum Cone Design Strength per ACI 11.11.2.1- Eq 11-33,,\=1.0 rcapLfcp conedesign_sfrength 40.75Ps Ap = 226.26-kip > LRFD_comp = 28.3-kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 82 PB&A, INC. Micropile-ASD-Case 2.xmcd 11/20/2018 Main Reinforcement: Width of footing B:= 6-ft Length of footing L:= 6.111 Distance-from edge of Dist := 3-ft footing to center of pile Two micropiles is provided under the tributary width; Ultimate moment- M := 2LRFD compSt = 169.8.kipft Yield strength of reinforcing bar f 60ksi I Strength reduction factor (1)1 := 0.9 Effective depth of footing d:= Depth - 2.5- in = 21.5- in Reinforcement ratio p 0.85 Lc cap I - II - 2.M -0.0011 Y J 1085_çapB12 Min Reinforcement ratio Pmjn 0.0018 Req. Reinforcement area A max(pmjn,p).B.d = 2.79in2 rovided#6 ( 6" at-bottom in both direction I : 0.44.in2{__ + i) = 5.72•1n2 Main Reinforcement (Column F5): Width of Iboting B := 4-ft Length of footing L:= 4-ft Distance from edge of Dist := 2-ft footing to center of pile Two micropites is provided under the tributary width; Ultimate moment- M := 2PLRFD compDiSt = 113.2kip•ft Yield strength of reinforcing bar f), := 60•ksi Strength reduction factor := 0.9 (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 83 PB&A, INC. Micropile-ASD-Case 2.xmcd 11/20/2018 Effective depth of footing d := Depth - 2.5. in = 21.5- in I Reinforcement ratio 0.80.85A=221 - Ii - 2M = 0.0011 4 J iO.85fccapBd2) Min Reinforcement ratio Pmjn 0.0018 Req. Reinforcement area A := max(pmjn,p).B.d = 1.86in2 2(8 '\ 2 Provided #6@6"atbottom:iñ both direction I Asavai := 0.44 in ._ + 1) = 3.96 in (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 84 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 FOR: WMB-ROI JOB: LEGOLAND JOB NO.: 182100 DESCRIPTION: Design of Micropile - Columns F3 F6, 133, D6 REFERENCE: IBC 2015, AISC 14th Et,ACI 318-11, FIIWA NHI-05-039 LOCATION: Carlsbad, CA DATE: 1111912018 MicroDile Structural Desiirn Calculations Design Loads: Case 2: Interior Footings/Columns (Columns F3, F6, D3, D6) Load 1 (Column E7) DL := 45kip LL := 37kip E:= 19kip Number of Micropiles n := 4 I Design Load (ASD) LC1 := DL + LL LC2 := DL + 0.7•E WIO Seismic Load ASD_comp 1 LCI = 20-5-kip PASD_tension := Okip I W/ Seismic Load Factored Load (LRFD) I W/O Seismic Load Materials: Cement Grout Rod Casing Neat cement concrete #8ASTMA6I5 Grade 75 6"dia. Sche. 40 OD := 6-in tcasing := 0.261. in ASD_comp2 := DL = 11.25-kip PASD_seisrnic : 0.7E = 3.32-kip LCI := 1.4DL LC2 := 1.2. DL + 1.6-LL LC3 := i.2DL + 0.5- LL + 1 E I max(LC1, LC2) LRFD_comp1 := n = 28.3-kip 4000 psi comp. @ 28 days 75 ksi mm. yield stress (1)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 85 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 Geometric Properties: Effective Casing Wall Thickness Effective Casing Diameter Area of Casing Rod is corrosion and abrasion free. ==> Area of Rod GroutArea inside Casing Bond Length GroutArea Material Strength: Casing Steel Yield Strength Steel Yield Strength Grout Compressive Strength For strain compatability, Steel Modulus of Elasticity Grout Modulus of Elasticity Cap Concrete Compressive Strength twa!! := tcasjflg - 1 -in- (Allowing 1/16" corrosion/abrasion loss) 16 Diaeff := OD - 2.-1 Zin = 5.87. in 16 Areacasing := 2! [Dia ff - (Diaff - 21casing)21 Arearod := 0.79-in 2 Area&outl := -.(Diaeff - 2•tcasing)2 - Area.1.od = 21.72-in 2 Areagrout2 := (OD + 0.5in)2 - Area1.od = 32.39in2 Fy casing := 35• ksi FyrOd := 75.ksi c_grout := 4ksi Fysteel := min(Fy rod' Fy casing) Estee! := 29000•ksi Egrout := 4000 ksi ic_cap := 4ks1 (1)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 86 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 Design Case 1: W/O Seismic Load Design Assumption: The steel casing is considered to provide equivalent area of hoop reinforcement, thus providing a high level of confinement and flexural shear strength. There is sufficiently competent soil for the frill length of all piles, hence the piles are considered to be laterally restrained over the entire pile length. Section 1: Axial actions of the steel pipe encased portion (top) of pile Axial The axial compression is (FHWA Eq. 5-1) - nc_cased := 0.4fcrout1eagrouti + 0•47.Fy steer(Aeacasing + Arearod) = 123.46-kip > ASD_comp1 = 20.5kip The axialitension is (FHWA Eq. 5-2) - pt_cased := 0.55.Fy steei.(A1 casjng + Arearod) = 103.82-kip Section 2: Axial actions of the steel pipe uncased portion (bottom) of pile Axial The axial compression is (FHWA Eq. 5-7) - c_uncased := 04.f .Area2 + 0.47.F rod.Arearod = 79.68-kip The axial tension is (FHWA Eq. 5-8) - t_uncased := 0.55.F rod AIrod = 33-kip > PAM—tension = Okip > ASD_com131 = 20.5.kiP > PAM—tension = O.kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 87 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 4 Design Case 2: W/ Seismic Load LPILE is used to calculate maximum moment in micropile due to seimic load. Bending Moment. in-kips 10 20 30 40 50 60 _ rj r: ----------- 10 13 is Case Moment of Inertia 'case fDiaeff - (Diaeff - 2twaii)'] = 14.28•1n' 64 Case Modulus - 'case = 486j Scase := Diaeff .2 Maximum Moment in Pile MASDmax := 70k1p•in Casing Allowable Moment MASD allowable SSF'y_casingScase = 93.55-kip-in MaximumAxial Load in Seismic Event ASD_COIW = 11.25-kip MAsD_max + - =0.84 <1,0K! Combined Axial and Bending (FHWAEq. 5.6) Pc—cased MASD allowable (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 88 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 Section 3: Axial and shear transfer from pile cap to pile Axial and shear transfer from pile cap to pile occurs at a plane just above the steel pipe casing. The compressible filler material, which prevents bearing of the steel pipe onto the undersider and sides around pile of pile cap, limits the transfer section to consist of the grout and centrally placed rod. Immediately beneath this plane, flexural shear resistance is provided by the steel pipe casing. Bond Length Assumed Allowable Bond Strength: Drill Hole: Diameter Ultimate Bond Strength Factor of Safety Cased Length DiabOfld Sin OLbond ultimate strength := 2500psf FSbofld 2 Lcased := lOft Uncased Length (FHWA Eq. 5-9) Micropile Length ASD_comp1bond Luncased := = 7.83-ft bond_uItimate_strength(t DiabOfld) Luncased := lOft Lpile := Lcased + Luncased = 20 ft I Design Strength for Field Test Load in Cased Length I Tension Veritcation Test (FHWAEq. 5-23) test_compression := 0.8.(0.85. grout reai + Fy casing.Areacasing + Fy rod re%d) 235.36-kip test—tension := 0.8.(Fy casingacasing + Fy rod 8Je%d) = 176.29-kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave. Ste. 207 San Rafael. CA e-mail: pba©pbandainc.com Page 89 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 Reciuired Plate Thickness per AISC 14th Ed. Eq. 14-7b. pa 14-6 Diameter of Casing: d:= OD = 6-in Width of Plate: B:= 10-in Length of Plate: N:= B = 10 in m N - 0.95d = 2.15-in B - 0.8d = 2.6-in ni := -- = 1.5-in 2 2 4 Distance from edge of Hole to edge of 1:= max(m, n, >vnl) = 2.6 in Plate: Yield Strength of Plate: Fyj,iate := 36•ksi I 2•P11 co I - X:= 1.0 tplate := I. I = 0.34•in Use 112"x1O" SQ plate supported by threadbar hex nut. sj O.9•Fy_pl•B•N tplate := 0.5in Plate Weld to Casing Weld Length LtOp weld := irOD = 18.85-in Weld Size 1. tweEd In Weld Strength FE70 := 70ksi Factor of Safety FS := 2 Weld Strength O.6.F7Q( O7O7tweId Ltop weld top_weId := = 69.96-kip 2 (1)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 90 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 Pile Cap Design: Punching Shear Check: -.' ___ cone—design strenqth Cap Beam Depth Embedded Micropile Depth Cover Depth Shear Dimensions Effective area of cone Depth := 2ft DePthpjie := Ift Cover Depth - DePth1i - tplate = 0.96 ft di := B d2 dl + 2-Cover = 33-in Acp:= 4-d2-Cover = 1518in2 Minimum Cone Design Strength per ACI 11.11.2.1- Eq 11-33, A1.0 cone_desi_sfrength : 40.75psif - = 288.02-kip > LD_compi = 29.3-kip c cap psi (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 91 PB&A, INC. Micropile-ASD-Case 3.xmcd 11/20/2018 Main Reinforcement: Width of footing B:= 6-ft Length of footing L := 6-ft Distance from edge of Dist := 3-ft footing to center of pile Two micropiles is provided under the tributary width; Ultimate moment- M := 2PLRFD comp1DiSt = 169.8kip•ft Yield strength of reinforcing bar := 60•ksi Strength reduction factor d 0.9 Effective depth of footing d := Depth - 2.5. in = 21.5. in f I 2•M Reinforcement ratio 0.85.1c Cap 1 - - = 0.0011 .,J (k10.85capBd2 Min Reinforcement ratio Pmjn 0.0018 Req. Reinforcement area A5 := max(pmjn, P).B.d = 2.79- in' .2(8 \ .2 Provided #6 @6" at bcttcrn:in both direction.; I Asavai := 0.44 in 2. (_!I_ + 1) = 5.72. in (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 92 10 5 -C 4- a a, le -C 4- a. a, a Deflection, inches Bending Moment, in-kips 0 0.05 0.1 0 20 40 60 -C CL a, Shear Force, kips -2 -1 0 1 2 0.—I. 2. 6. 8: 10 12 4 '4: 164 18 0 Ut Mobilized El, kip-in2 0 500,000 0.0 0.001 Curvature, radians/inch Mobilized Soil Reaction, p, lbs/inch 00 -150 -100 -50 0 5( Page 93 Micropile. 1pl0o LPile for Windows, Version 2018-10.001 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method 0 1985-2017 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: PB&A San Rafael Serial Number of Security Device: 228736876 This copy of LPile is licensed for exclusive use by: PB&A, Inc., San Anselmo, Califor Use of this program by any entity other than PB&A, Inc., San Anselmo, Califor is a violation of the software license agreement. -------------------------------------------------------------------------------- Files Used for Analysis -------------------------------------------------------------------------------- Path to file locations: \D\18000-AAA\182100- Legoland\Calcs\ Name of input data file: Micropile. 1plO Name of output report file: Micropile. 1plO Name of plot output file: Micropile. 1plO Name of runtime message file: Micropile. 1ple -------------------------------------------------------------------------------- Date and Time of Analysis -------------------------------------------------------------------------------- Date: November 20, 2018 Time: 15:39:04 -------------------------------------------------------------------------------- Problem Title -------------------------------------------------------------------------------- Project Name: Job Number: Client: Page 1 Page 94 Micropile. 1pleo Engineer: Description: Program Options and Settings -------------------------------------------------------------------------------- Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 50 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = iBO Loading Type and Number of Cycles of Loading: - Static loading specified - Use of p-y modification factors for p-y curves not selected - Analysis uses layering correction (Method of Georgiadis) - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - Output files use decimal points to denote decimal symbols. - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats Pile Structural Properties and Geometry Number of pile sections defined = 2 Total length of pile = 20.000 ft Depth of ground surface below top of pile = 0.0000 ft Pile diameters used for p-y curve computations are defined using 4 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches 1 0.000 6.0000 Page 2 Page 95 Micropile. 1pleo 2 10.000 6.0000 3 10.000 8.0000 4 20.000 8.0000 Input Structural Properties for Pile Sections: ---------------------------------------------- Pile Section No. 1: Section 1 is a drilled shaft with permanent casing Length of section = 10.000000 ft Casing outside diameter . = 6.000000 in Shear capacity of section = 0.0000 lbs Pile Section No. 2: Section 2 is a round drilled shaft, bored pile1 or CIDH pile Length of section = 10.000000 ft Shaft Diameter = 8.000000 in Shear capacity of section = 0.0000 lbs -------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians -------------------------------------------------------------------------------- Soil and Rock Layering Information -------------------------------------------------------------------------------- The soil profile is modelled using 1 layers Layer 1 is cemented silt with cohesion and friction Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 20.000000 ft Effective unit weight at top of layer = 125.000000 pcf Effective unit weight at bottom of layer = 125.000000 pcf Undrained cohesion at top of layer = 150.000000 psf Undrained cohesion at bottom of layer = 150.000000 psf Friction angle at top of layer = 31.000000 deg. Friction angle at bottom of layer = 31.000000 deg. Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for Epsilon-50 will be computed for this layer. NOTE: Default values for subgrade k will be computed for this layer. (Depth of the lowest soil layer extends 0.000 ft below the pile tip) -------------------------------------------------------------------------------- Summary of Input Soil Properties Page 3 Page 96 ------------------------------------------------------------------------------- Micropile. 1plOo I Layer Soil Type Layer Effective Undrained Angle of E50 Layer Name Depth Unit Wt. Cohesion Friction or kpy Num. (p-y Curve Type) ft pcf psf deg. krm pci 1 Cemented 0.00 125.0000 150.0000 31.0e00 default default Silt 20.0000 125.0000 150.0000 31.0000 default default -------------------------------------------------------------------------------- I Static Loading Type Static loading criteria were used when computing p-y curves for all analyses. --------------------------------------------------------------------------------- I Pile-head Loading and Pile-head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 1 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length 1 1 V = 3320. lbs M = 0.0000 in-lbs 11250. No V = shear force applied normal to pile axis M = bending: moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. -------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness --------------------------------------------------------------------------------- Axial thrust force values were determined from pile-head loading conditions Number of Pile Sections Analyzed = 2 Pile Section No. 1: Dimensions and Properties of Drilled Shaft (Bored Pile) with Permanent Casing: ------------------------------------------------------------------------------ Length of Section = 10.000000 ft Outer Diameter of Casing = 6.000000 in Concrete Cover Thickness Inside Casing = 2.000000 in Casing Wall Thickness = 0.261000 in Moment of Inertia of Steel Casing = 19.413614 inA4 Yield Stress of Casing = 35000. psi Elastic Modulus of Casing = 29000000. psi* Number of Reinforcing Bars = I bar Area of Single Reinforcing Bar = 0.790000 sq. in. Edge-to-Edge Bar Spacing = -1.000000 in Maximum Concrete Aggregate Size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = -1.33 Page 4 Page 97 Micropile. 1pleo Offset of Center of Rebar Cage from Center of Pile = 0.0000 in Yield Stress of Reinforcing Bars = 75000. psi Modulus of Elasticity of Reinforcing Bars = 290000e0. psi Gross Area of Pile = 28.274334 sq. in. Area of Concrete = 22.778608 sq. in. Cross-sectional Area of Steel Casing = 4.705726 sq. in. Area of All Steel (Casing and Bars) = 5.495726 sq. in. Area Ratio of All Steel to Gross Area of Pile = 19.44 percent Axial Structural Capacities: ---------------------------- Nom. Axial Structural Capacity. = 0.85 Fc Ac + Fy As = 301.398 kips Tensile Load for Cracking of Concrete = -27.861 kips Nominal Axial Tensile Capacity = -223.950 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X V Number inches sq. in. inches inches 1 1.000000 0.790000 0.00000 0.00000 NOTE: The positions of the above rebars were computed by LPile Concrete Properties: -------------------- Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete = -474.341649 psi Compression Strain at Peak Stress = 0.001886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.0000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1 Number Axial Thrust Force kips 1 11.250 Definitions of Run Messages and Notes: -------------------------------------- C = concrete in section has cracked in tension. V = stress in reinforcing steel has reached yield stress. I = ACI 318 criteria for tension-controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (El) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 11.250 kips Page 5 Page 98 Page 6 Page 99 Micropile. 1plOo Bending Bending Bending Depth to Max Comp Max Tens Max Conc Steel Max Casing Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-1n2 in in/in in/in ksi ksi 0.00e00125 0.9329131 746330. 38.3147472 0.8e004789 0.000e4039 e.2e03906 1.3878221 1.3878221 0.00000250 1.8670998 746840. 20.6577975 0.00005164 0.00003664 0.2157253 1.4955153 1.4955153 0.00000375 2.8012861 747010. 14.7723106 0.00005540 0.00003290 0.2310316 1.6032262 1.6032262 0.00000500 3.7354716 747094. 11.8296895 0.00005915 0.00002915 0.2463094 1.7109549 1.7109549 0.80000625 4.6696561 747145. 10.0642147 0.00806290 0.00002540 0.2615586 1.8187014 1.8187014 0.00000750 5.6038395 747179. 8.8873130 0.000e6665 0.00002165 0.2767793 1.9264655 1.9264655 0.00000875 6.5380214 747202. 8.0467388 0.00007041 0.00001791 0.2919715 2.0342475 2.0342475 0.00001000 7.4722017 747220. 7.4163693 0.00007416 0.00001416 0.3071351 2.142e471 2.1420471 0.00001125 8.4063801 747234. 6.9261363 0.00007792 0.00001042 0.3222701 2.2498645 2.2498645 0.08001250 9.3405564 747245. 6.5339988 0.00008167 0.00000667 0.3373765 2.3576996 2.3576996 0.00001375 10.2747304 747253. 6.2132035 0.00008543 0.00000293 0.3524543 2.4655524 2.4655524 0.00001500 11.2089018 747260. 5.9459148 0.00008919 -8.11277E-07 0.3675035 2.5734230 2.5734230 0.00001625 12.1430704 747266. 5.7197851 0.00009295 -0.00000455 0.3825240 2.6813113 2.6813113 0.00001750 13.0772300 747270. 5.5259941 0.00009670 -0.00000830 0.3975158 2.7892171 2.7892171 0.00001875 14.0113483 747272. 5.3580714 0.0001005 -0.00001204 0.4124788 2.8971389 2.8971389 0.00002000 14.9453838 747269. 5.2111634 0.0001042 -0.00001578 0.4274125 3.0050749 3.0050749 0.00802125 15.8793000 747261. 5.0815587 0.0001080 -0.00001952 0.4423168 3.1130231 3.1130231 0.00002250 16.8130662 747247. 4.9663708 0.0001117 -0.00002326 0.4571914 3.2209820 3.2209820 0.00002375 17.7466580 747228. 4.8633214 0.0001155 -0.0000270e 0.4720361 3.3289502 3.3289502 0.00002500 18.6800555 747202. 4.7705881 0.0001193 -0.00003074 0.4868508 3.4369265 3.4369265 0.00002625 19.6132429 747171. 4.6866960 0.0001230 -0.00003447 0.5016352 3.5449099 3.5449099 0.00802750 20.5462072 747135. 4.6104382 0.00e1268 -0.00003821 0.5163894 3.6528995 3.6528995 0.00002875 21.4789381 747093. 4.5408182 0.0001305 -0.00004195 0.5311131 3.7608948 3.7608948 0.00003000 22.4114272 747048. 4.4770055 0.0001343 -0.00004569 0.5458063 3.8688949 3.8688949 0.00003125 23.3436675 746997. 4.4183027 0.0001381 -0.00004943 0.5604689 3.9768995 3.9768995 0.08003250 24.2756531 746943. 4.3641197 0.0001418 -0.00005317 0.5751009 4.0849079 4.0849079 0.00003375 25.2073795 746885. 4.3139539 0.0001456 -0.00005690 0.5897022 4.1929280 4.1929200 0.00003500 26.1388426 746824. 4.2673746 0.0001494 -0.00006064 0.6042727 4.3009353 4.3009353 0.00003625 27.0700391 746760. 4.2240104 0.0001531 -e.e0006438 0.6188124 4.4089535 4.4089535 Max Stress ksi Micropile. 1ploo 0.0000375e 28.0009659 746692. 4.1835395 0.0001569 -0.00e06812 0.6333213 4.5169743 4.5169743 0.00003875 28.9316210 746622. 4.1456819 0.0001606 -0.00007185 0.6477993 4.6249977 4.6249977 0.00004000 29.8620022 746550. 4.1101923 0.0e01644 -0.00007559 0.6622464 4.7330232 4.7330232 0.e0004125 30.7921077 746475. 4.0768553 0.0001682 -0.00007933 0.6766625 4.8410508 4.8410508 0.00004250 31.7219361 746398. 4.0454809 0.0001719 -0.00008307 0.6910478 4.9490803 4.9490803 0.00004375 32.6514860 746320. 4.0159007 0.0001757 -0.00008680 0.7054020 5.0571116 5.0571116 0.00004500 33.5807564 746239. 3.9879650 0.0001795 -0.00009054 0.7197253 5.1651445 5.1651445 0.00004625 34.5097462 746157. 3.9615406 0.0001832 -0.00009428 0.7340176 5.2731790 5.2731790 0.00004750 35.4384545 746073. 3.9365079 0.0001870 -0.00009802 0.7482789 5.3812148 5.3812148 0.00004875 36.3668808 745987. 3.9127600 0.0001907 -0.0001018 0.7625091 5.4892520 5.4892520 0.00005125 38.2228842 745812. 3.8687418 0.0001983 -0.0001092 0.7908764 5.7053301 5.7053301 0.00005375 38.2228842 711123. 3.7192022 0.0001999 -0.0001226 0.7967964 5.7505440 5.7505440 C 0.00005625 38.8824663 691244. 3.6773930 0.0002069 -0.0001306 0.8228219 5.9498099 5.9498099 C 0.00005875 40.4872481 689145. 3.6389964 0.0002138 -0.0001387 0.8487090 6.1488277 6.1488277 C 0.00006125 42.0897696 687180. 3.6035886 0.0002207 -0.0001468 0.8744567 6.3475868 6.3475868 C 0.00006375 43.6912904 685354. 3.5709236 0.0002276 -0.0001549 0.9000907 6.5462827 6.5462827 C 0.00006625 45.2903015 683627. 3.5405557 0.0002346 -0.0001629 0.9255777 6.7446552 6.7446552 C 0.00006875 46.8888647 682020. 3.5124070 0.0002415 -0.0001710 0.9509622 6.9430492 6.9430492 C 0.00007125 48.4853355 680496. 3.4860995 0.0002484 -0.0001791 0.9762063 7.1411658 7.1411658 C 0.00007375 50.0812567 679068. 3.4615763 0.0002553 -0.0001872 1.0013455 7.3392840 7.3392840 C 0.00007625 51.6760418 677719. 3.4386084 0.0002622 -0.0001953 1.0263652 7.5372856 7.5372856 C 0.00007875 53.2697003 676441. 3.4170484 0.0002691 -0.0002034 1.0512656 7.7351720 7.7351720 C 0.00008125 54.8629769 675237. 3.3968287 0.0002760 -0.0002115 1.0760652 7.9330903 7.9330903 C 0.00008375 56.4550844 674091. 3.3777590 0.0002829 -0.0002196 1.1007429 8.1308698 8.1308698 C 0.00008625 58.0463824 673002. 3.3597703 0.0002898 -0.0002277 1.1253083 8.3285882 8.3285882 C 0.00008875 59.6372991 671970. 3.3428074 0.0002967 -0.0002358 1.1497733 8.5263384 8.5263384 C 0.00009125 61.2276332 670988. 3.3267678 0.0003036 -0.0002439 1.1741316 8.7240720 8.7240720 C 0.00009375 62.8168079 670046. 3.3115265 0.0003105 -0.0002520 1.1983664 8.9216504 8.9216504 C 0.00009625 64.4056018 669149. 3.2970883 0.0003173 -0.0002602 1.2225006 9.1192604 9.1192604 C 0.00009875 65.9940147 668294. 3.2833922 0.0003242 -0.0002683 1.2465344 9.3169022 9.3169022 C 0.0001013 67.5820463 667477. 3.2703833 0.0003311 -0.0002764 1.2704675 9.5145757 9.5145757 C 0.0001038 69.1689443 666689. 3.2579444 0.0003380 -0.0002845 1.2942756 9.7120781 9.7120781 C 0.0001063 70.7554383 665934. 3.2460992 0.0003449 -0.0002926 1.3179824 9.9096059 9.9096059 C Page 7 Page 100 Micropile. 1pleo 0.0001088 72.3415463 665210. 3.2348086 0.0003518 -0.00030e7 1.3415883 10.1071625 10.1071625 C 0.0001113 73.9272787 664515. 3.2240353 e.00e3587 -0.0003088 1.3650941 10.3047540 10.3047540 C 0.00e1138 75.5126296 663847. 3.2137453 e.0e03656 -0.00e3169 1.3884992 10.5023774 10.5023774 C 0.0801163 77.0972292 6632e2. 3.2038731 0.0803725 -0.0003250 1.4117905 10.6999201 10.6999201 C 0.0081188: 78.6812141 662579. 3.1944058 0.0003793 -0.0003332 1.4349724 10.8974205 10.8974205 C 0.0001213 80.2648225 661978. 3.1853380 0.0083862 -0.0003413 1.4580541 11.0949552 11.0949552 C 0.0081238 81.8480496 661398. 3.1766454 0.0003931 -0.0003494 1.4810351 11.2925218 11.2925218 C 0.0001263 83.4308952 660839. 3.1683058 0.0004000 -0.0003575 1.5039155 11.4901204 11.49812e4 C 0.0001288 85.e133590 660298. 3.1602986 0.0004069 -0.0003656 1.5266951 11.6877509 11.6877589 C 0.0001313 86.5954406 659775. 3.1526e49 0.0004138 -0.0003737 1.5493740 11.8854133 11.8854133 C 0.0001338 88.1768521 659266. 3.1451802 0.0004207 -0.0083818 1.5719405 12.0830057 12.0830057 C 0.0001363 89.7577203 658772. 3.1380221 0.0004276 -0.0003899 1.5943995 12.2805709 12.2805709 C 0.0001388 91.3382100 658293. 3.1311299 0.0004344 -0.0003981 1.6167580 12.47817e8 12.4781700 C 0.0001413 92.9183177 657829. 3.1244895 0.0004413 -0.0004062 1.6390156 12.6758012 12.6758012 C 0.0001438 94.4980429 657378. 3.1180877 0.0004482 -8.0004143 1.6611725 12.8734645 12.8734645 C 0.0001463 96.0773855 656939. 3.1119124 0.0004551 -e.0004224 1.6832285 13.0711600 13.0711600 C 0.0801488 97.6563451 656513. 3.1059522 0.0004620 -0.0e04305 1.7051835 13.2688876 13.2688876 C 0.0001588 103.9679915 654916. 3.0840250 0.0004896 -0.0004629 1.7919769 14.0599681 14.0599681 C - 0.0081688 110.2725959 653467. 3.0647237 0.0005172 -0.0004953 1.8771111 14.8511795 14.8511795 C 0.0001788 116.5710469 652146. 3.0476822 0.0005448 -0.0805277 1.9606259 15.5429104 15.6429104 C 0.0081888 122.8633249 650932. 3.0325416 0.0005724 -0.0805601 2.0425182 16.4351627 16.4351627 C 0.0081988 129.1487461 649805. 3.0189533 0.0006000 -0.0005925 2.1227489 17.2275801 17.2275881 C 0.0082088 135.4278231 648756. 3.0067408 0.0006277 -0.0806248 2.2013448 18.0284454 18.0284454 C 0.0082188 141.7006830 647775. 2.9957282 0.0006553 -0.0006572 2.2783107 -18.8680360 -18.8680360 C 0.0082288 147.9673855 646852. 2.9857584 0.0006830 -0.0006895 2.3536434 -19.7967128 -19.7967120 C 0.0002388 154.2276705 645980. 2.9767006 0.0007107 -0.0007218 2.4273398 -20.7248558 -2e.7248558 C 0.0082488 160.4816700 645152. 2.9684363 0.0007384 -0.0007541 2.4993908 -21.6525294 -21.6525294 C 0.0002588 166.7298065 644363. 2.9608471 0.8007661 -0.0007864 2.5697757 -22.5799370 -22.5799370 C 0.0082688 172.9700482 643609. 2.9538921 8.8007939 -.0808186 2.6385168 -23.5067967 -23.5067967 C 0.0082788 179.2047620 642887. 2.9475031 0.0008216 -0.0808509 2.7056101 -24.4331143 -24.4331143 C 0.0082888 185.4331272 642193. 2.9416216 0.0008494 -0.0008831 2.7710523 -25.3588878 -25.3588878 C 0.0082988 191.6551227 641523. 2.9361970 0.0008772 -0.0009153 2.8348401 -26.2841149 -26.2841149 C 0.0003088 197.8707273 640877. 2.9311850 0.0009850 -0.0009475 2.8969701 -27.2087937 -27.2087937 C Page 8 Page 101 Micropile. 1pleo 0.0003188 204.0799198 640251. 2.9265470 0.0009328 -0.0009797 2.9574391 -28.1329221 -28.1329221 C e.0003288 210.2826787 639643. 2.9222491 0.0009607 -0.0010118 3.0162437 -29.0564979 -29.0564979 C 0.0003388 216.4789825 639052. 2.9182614 0.0009886 -0.0010439 3.0733804 -29.9795190 -29.9795190 C 0.0003488 222.6688094 638477. 2.9145575 0.0010165 -0.0010760 3.1288458 -30.9019833 -30.9019833 C 0.0003588 228.8521377 637915. 2.9111138 0.0010444 -0.0011081 3.1826365 -31.8238886 -31.8238886 C 0.0003688 235.0288461 637366. 2.9078972 0.0010723 -0.0011402 3.2347409 -32.7453611 -32.7453611 C 0.0003788 241.1989581 636829. 2.9048957 0.0011002 -0.0011723 3.2851599 -33.6663406 -33.6663406 C 0.0083888 247.3625161 636302. 2.9020991 0.0011282 -0.0812043 3.3338950 -34.5867493 -34.5867493 C 0.0003988 253.4420682 635591. 2.8991767 0.0011560 -0.0812365 3.3887326 -35.5102343 -35.0000000 CV 0.0004088 259.2434500 634235. 2.8953470 0.0011835 -0.0012690 3.4251730 -36.4461673 -35.0000000 CV 0.0004188 264.5862645 631848. 2.8899119 0.0012102 -0.0013023 3.4667993 -37.4038290 -35.0000000 CV 0.0004288 269.4229041 628392. 2.8832687 0.0012362 -0.0e13363 3.5059286 -38.3796446 35.0000000 CV 0.0004388 273.7681042 623973. 2.8761708 0.0012619 -0.0013706 3.5430902 -39.3651076 35.0000000 CV 0.e004488 277.6879943 618803. 2.8692018 0.0012876 -0.0e14049 3.5786832 -40.3530119 35.0000000 CV 0.0004588 281.2206801 613015. 2.8626273 0.0013132 -0.0014393 3.6128880 -41.3397086 35.0000000 CV 0.0004688 284.4069150 606735. 2.8565474 0.0013390 -0.0014735 3.6457716 -42.3234951 35.0000000 CV 0.0004788 287.2956852 600095. 2.8589310 0.0013649 -0.0015076 3.6773167 -43.3043734 35.0000000 CV 0.0004888 289.9195309 593186. 2.8457592 0.0013909 -0.0015416 3.7075114 -44.2822065 35.0000000 CV 0.0004988 292.3547257 586175. 2.8407661 0.0014168 -0.0015757 3.7362075 -45.2604557 35.0000000 CV 0.0005088 294.6286687 579123. 2.8359260 0.0014428 -0.0016097 3.7633997 -46.2393425 35.0000000 CV 0.0005188 296.7533344 572055. 2.8312850 0.0014687 -0.0016438 3.7891189 -47.2180567 35.0000000 CV 0.0005288 298.7319465 564978. 2.8269403 0.0014947 -0.0016778 3.8134176 -48.1949035 35.0000000 CV 0.0005388 300.6095926 557976. 2.8226866 0.0015207 -0.0017118 3.8361969 -49.1728585 35.0000000 CV 0.0005488 302.3674237 551011. 2.8185712 0.0815467 -0.0017458 3.8574864 -50.1510614 35.0000000 CV 0.0006088 311.1226223 511084. 2.7966382 0.0017025 -0.0019500 3.9540910 -56.0217347 35.0000000 CV 0.0006688 317.6762223 475030. 2.7786155 0.0018582 -0.0021543 3.9973953 -61.8929186 35.0000000 CV 0.0007288 322.7895429 442936. 2.7636524 0.0020140 -0.0023585 3.9992806 -67.7621456 35.0000000 CV 0.0007888 326.8651331 414409. 2.7515859 0.0021703 -0.0025622 3.9993754 -73.6171964 35.0000000 CV 0.0008488 330.1574225 388993. 2.7420351 0.0023273 -0.8027652 3.9979448 -75.0008000 35.0000000 CV 0.0809088 332.8544227 366277. 2.7344765 0.0024850 -0.0829675 3.9990963 -75.0080000 35.0000000 CV 0.8009688 335.0748261 345884. 2.7288232 0.0026435 -0.0031690 3.9991553 75.0000000 35.0000000 CV 0.8010288 336.9266974 327511. 2.7245826 0.0028029 -0.0033696 3.9981928 75.0000000 35.0000000 CV 0.0010888 338.4895453 310897. 2.7216014 0.8029631 -0.8035694 3.9999989 75.0000000 35.0000080 CV Page 9 Page 102 Micropile. 1plOo 0.0011488 339.8115642 295810. 2.7196598 0.0031242 -0.0037683 3.9984464 75.0000000 35.000e000 cv 0.0012088 340.9398353 282060. 2.7185513 0.0032860 -0.0039665 3.9997649 75.0000000 35.0000000 CV 0.0012688 341.9071365 269483. 2.7181889 0.0034487 -0.0041638 3.9994141 75.0000000 35.0000000 CV 0.0013288 342.7318804 257936. 2.7186413 0.0036124 -0.0043601 3.9962263 75.000000e 35.0000000 CV 0.0013888 343.4357161 247298. 2.7193919 0.0037766 -0.0045559 3.9951491 75.0000000 35.0000000 CV 0.0014488 344.0533902 237483. 2.7205703 0.0039414 -0.0047511 3.9961068 75.0000000 35.0000000 CV -------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 -------------------------------------------------------------------------------- Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 1 11.250 338.792 e.003000e0 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according toACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in A2 1 0.65 338.792061 7.312500 220.214840 638705. 1 0.70 338.792061 7.875000 237.154443 637181. 1 0.75 338.792061 8.437500 254.094046 635439. Pile Section No. 2: ------------------- Dimensions and Properties of Drilled Shaft (Bored Pile): -------------------------------------------------------- Length of Section = 10.000000 ft Shaft Diameter = 8.000000 in Concrete Cover Thickness = 1.000000 in Number of Reinforcing Bars = 1 bar Yield Stress of Reinforcing Bars =: 75000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 50.265482 sq. in. Total Area of Reinforcing Steel = 0.790000 sq. in. Area Ratio of Steel Reinforcement = 1.57 percent Page 10 Page 103 Micropile. 1pleo Edge-to-Edge Bar Spacing = -1.000000 in Maximum Concrete Aggregate Size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = -1.33 Offset of Center of Rebar Cage from Center of Pile = 0.0000 in Axial Structural Capacities: ---------------------------- Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 227.467 kips Tensile Load for Cracking of Concrete = -23.220 kips Nominal Axial Tensile Capacity = -59.250 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X V Number inches sq. in. inches inches 1 1.000000 0.790000 e.eeeee 0.00000 NOTE: The positions of the above rebars were computed by LPile Concrete Properties: -------------------- Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete = -474.341649 psi Compression Strain at Peak Stress = 0.001886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1 Number Axial Thrust Force kips 1 11.250 Definitions of Run Messages and Notes: -------------------------------------- C = concrete in section has cracked in tension. V = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension-controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete morethan 0.003. See ACI 318, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (El) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 11.250 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg Page 11 Page 104 Micropile. 1plOo rad/in. in-kip kip-in2 in in/in in/in ksi 0.00000125 1.0385463 830837. 43.1277705 0.00005391 0.00004391 0.2251671 1.5619317 e.00e80250 2.0785042 831402. 23.5658135 0.00005891 0.00003891 0.2455537 1.7056215 0.80000375 3.1184514 831587. 17.0459897 0.00006392 0.00003392 e.2658979 1.8494014 0.00008500 4.1583825 831676. 13.7866993 0.00006893 0.00002893 8.2861995 1.9932714 0.00000625 5.1982922 831727. 11.8316222 0.00007395 0.00002395 0.3064584 2.1372315 0.00000750 6.2381753 831757. 10.5286518 0.00007896 0.00001896 0.3266745 2.2812818 0.00000875 7.2780266 831774. 9.5983138 0.00008399 0.00001399 0.3468477 2.4254222 0.00001000 8.3178407 831784. 8.9008710 0.00008901 0.00000901 0.3669780 2.5696526 0.00001125 9.3576124 831788. 8.3586918 0.80009404 e.00080404 0.3870652 2.7139732 0.08001250 10.3973364 831787. 7.9251970 0.00009906 -9.35037E-07 0.4071091 2.8583836 0.00001375 11.4369347 831777. 7.5707395 0.0001041 -0.00000590 0.4271095 3.0e28824 0.00001508 12.4761000 831740. 7.2755356 0.0001091 -0.00001087 0.4470646 3.1474580 0.00001625 13.514499e 831661. 7.0258853 0.0001142 -0.00001583 0.4669728 3.2920985 0.00001750 14.5518666 831535. 6.8128061 0.0001192 -0.00002079 0.4868325 3.4367931 e.00801875 15.5880020 831360. 6.6267276 0.0001243 -0.00802575 0.5066424 3.5815332 0.00002000 16.6227551 831138. 6.4646753 e.0001293 -0.00003071 0.5264016 3.7263118 0.00002125 17.6560129 830871. 6.3217413 0.0001343 -0.00003566 0.5461091 3.8711231 0.80082250 18.6876897 830564. 6.1947321 0.0081394 -0.00004062 0.5657645 4.0159628 0.00002375 19.7177198 830220. 6.0811280 0.0001444 -0.00084557 0.5853671 4.1608270 0.00002508 20.7460523 829842. 5.9789141 0.0001495 -0.00005053 0.6049164 4.3057128 0.00002625 21.7726480 829434. 5.8864598 0.0081545 -0.00005548 0.6244122 4.4506176 0.00002750 22.7974752 828999. 5.8024319 0.0081596 -0.00006043 0.6438542 4.5955395 0.08002875 23.8205088 828539. 5.7257290 0.0001646 -0.00006539 0.6632420 4.7404767 0.00003000 24.8417287 828058. 5.6554340 0.0001697 -0.00007034 0.6825756 4.8854277 0.00003125 25.8611189 827556. 5.5907765 0.0001747 -0.00007529 0.7018546 5.0303913 0.00003250 26.8786661 827036. 5.5311049 0.0001798 -0.00008024 0.7210790 5.1753665 0.00003375 27.8943586 826500. 5.4758644 0.0001848 -0.00008519 0.7402486 5.3203524 0.00003500 28.9081874 825948. 5.4245793 0.0001899 -0.00009014 0.7593632 5.4653481 0.00003625 29.9201460 825383. 5.3768400 0.0001949 -0.00009509 0.7784230 5.6103531 0.00003750 30.9302262 824806. 5.3322912 0.0002000 -0.0001000 0.7974276 5.7553668 0.00003875 31.9384245 824217. 5.2906238 0.0002050 -0.0001050 0.8163770 5.9003886 Page 12 ksi Page 105 Micropile. 1ploo 0.00004000 32.9447345 823618. 5.2515672 0.0002101 -0.0001099 0.8352713 6.e454181 0.00004125 33.9491540 823010. 5.2148840 0.0002151 -e.00e1149 0.8541102 6.1904550 0.00004250 33.9491540 798804. 4.6682429 0.0001984 -0.0001416 0.7907427 5.7043095 C 0.00004375 33.9491540 775981. 4.6166113 0.0e02020 -0.0001480 0.8041253 5.8065757 C 0.00004500 33.9491540 754426. 4.5672539 0.0002055 -0.0001545 0.8173787 5.9080664 C 0.00004625 33.9491540 734036. 4.5202854 0.0002091 -0.0001609 0.8305559 6.0091829 C 0.00004750 33.9491540 714719. 4.4749468 0.0002126 -0.0001674 0.8435550 6.1091394 C 0.00004875 33.9491540 696393. 4.4317973 0.0002161 -0.0001739 0.8565025 6.2089036 C e.000e5125 33.9491540 662423. 4.3504716 0.0002230 -0.0001870 0.8820603 6.4064386 C e.00e05375 33.9491540 631612. 4.2754812 0.0002298 -0.0002002 0.9072672 6.6020565 C 0.00005625 33.9491540 603541. 4.2060191 0.0002366 -0.0002134 0.9321342 6.7958189 C 0.00005875 33.9491540 577858. 4.1414433 0.0002433 -0.0002267 0.9566779 6.9878341 C 0.00006125 33.9491540 554272. 4.0813664 0.0002500 -0.0002400 0.9809488 7.1784773 C 0.00006375 33.9491540 532536. 4.0253992 0.0002566 -0.0002534 1.0049815 7.3680069 C 0.00006625 33.9491540 512440. 3.9729628 0.0002632 -0.0002668 1.0287504 -7.6600950 C 0.00006875 33.9491540 493806. 3.9236807 0.0002698 -0.0002802 1.0522595 -8.0474113 C 0.00007125 33.9491540 476479. 3.8776172 0.0002763 -0.0002937 1.0756133 -8.4352233 C 0.00007375 33.9491540 460328. 3.8338912 0.0002827 -0.0003073 1.0986651 -8.8247150 C 0.00007625 33.9491540 445235. 3.7929306 0.0002892 -0.0003208 1.1215976 -9.2144320 C 0.00007875 33.9491540 431100. 3.7539457 0.0002956 -0.0003344 1.1442628 -9.6055762 C 0.00008125 33.9491540 417836. 3.7173433 0.0003020 -0.0003480 1.1668336 -9.9967597 C 0.00008375 33.9491540 405363. 3.6822711 0.0003084 -0.0003616 1.1891199 -10.3895337 C 0.00008625 33.9491540 393613. 3.6492688 0.0003147 -0.0003753 1.2113293 -10.7822161 C 0.00008875 33.9491540 382526. 3.6176669 0.0003211 -0.0003889 1.2333070 -11.1760795 C 0.00009125 33.9491540 372046. 3.5876324 0.0003274 -0.0004026 1.2551451 -11.5703775 C 0.00009375 33.9491540 362124. 3.5592144 0.0003337 -0.0004163 1.2769015 -11.9646356 C e.0e009625 33.9491540 352718. 3.5316795 0.0003399 -0.0004301 1.2983723 -12.3605494 C 0.00009875 33.9491540 343789. 3.5055694 0.0003462 -0.0004438 1.3197687 -12.7563754 C 0.0001013 33.9491540 335300. 3.4807787 0.0003524 -0.0004576 1.3410904 -13.1521134 C 0.0001038 33.9491540 327221. 3.4566226 0.0003586 -0.0004714 1.3621270 -13.5495364 C 0.0001063 33.9491540 319521. 3.4336121 0.0003648 -0.0004852 1.3830831 -13.9469324 C 0.0001088 33.9491540 312176. 3.4116869 0.0003710 -0.0004990 1.4039659 -14.3442422 C 0.0001113 33.9491540 305161. 3.3905278 0.0003772 -0.0005128 1.4246820 -14.7422593 C Page 13 Page 106 Micropile. 1plOo 0.0001138 33.9491540 298454. 3.3700269 0.0003833 -0.0005267 1.4452102 -15.1411734 C e.00e1163 33.9491540 292036. 3.3504329 0.0003895 -0.0005405 1.4656662 -15.5400028 c 0.0001188 34.1503673 287582. 3.3316885 e.e003956 -0.0005544 1.4860498 -15.9387474 C 0.0001213 34.4778309 284353. 3.3135700 e.0004018 -0.0005682 1.5062914 -16.3380091 C 0.0001238 34.8016051 281225. 3.2959003 0.0004079 -0.0005821 1.5263342 -16.7382876 C 0.0001263 35.1249650 278218. 3.2789532 0.0004140 -0.0005960 1.5463057 -17.1384824 C 0.0001288 35.4479097 275324. 3.2626866 0.0004201 -0.0006099 1.5662059 -17.5385934 C 0.0001313 35.7704384 272537. 3.2470619 0.0004262 -0.0006238 1.5860345 -17.9386205 C 0.0001338 36.0902284 269833. 3.2318191 0.0004323 -0.0006377 1.6056934 -18.3394312 C 0.0001363 36.4075910 267212. 3.2169657 0.0004383 -0.0006517 1.6251962 -18.7409139 C 0.0001388 36.7245485 264681. 3.2026682 0.0004444 -0.0006656 1.6446285 -19.1423136 C 0.0001413 37.0411000 262238. 3.1888970 0.0004504 -0.0006796 1.6639903 -19.5436302 C 0.0001438 37.3572445 259876. 3.1756249 0.0004565 -0.0006935 1.6832815 -19.9448634 C 0.0001463 37.6729811 257593. 3.1628261 0.0004626 -0.0007074 1.7025019 -20.3460132 C 0.0001488 37.9854789 255365. 3.1502016 0.0004686 -0.0007214 1.7215204 -20.7482674 C 0.0001588 39.2281910 247107. 3.1035588 0.0004927 -0.0007773 1.7967434 -22.3578406 C 0.0001688 40.4592356 239758. 3.0622013 0.0005167 -0.0008333 1.8705770 -23.9686021 C 0.0001788 41.6772387 233159. 3.0251070 0.0005407 -0.0008893 1.9429544 -25.5812509 C 0.0001888 42.8865578 227214. 2.9919486 0.0005647 -0.0009453 2.0140833 -27.1938711 C 0.00e1988 44.0824337 221798. 2.9616697 0.0005886 -0.0010014 2.0836941 -28.8091254 C 0.0002088 45.2720769 216872. 2.9345165 0.0006126 -0.ee2e574 2.1521982 -30.4230202 C 0.0002188 46.4523919 212354. 2.9097458 0.0006365 -0.0011135 2.2193935 -32.0375496 C 0.0002288 47.6222698 208185. 2.8869299 0.0006604 -0.0911696 2.2852103 -33.6534782 C 0.0002388 48.7859214 204339. 2.8662272 0.0006843 -0.0012257 2.3499191 -35.2680089 C 0.0002488 49.9432893 200777. 2.8473846 0.0097083 -0.0012817 2.4135133 -36.8811283C 0.0002588 51.0913483 197454. 2.8298637 0.0007322 -0.0013378 2.4757664 -38.4952599 C 0.0002688 52.2309986 194348. 2.8136072 0.0007562 -0.0013938 2.5367465 -40.1096984 C 0.0002788 53.3643480 191442. 2.7986981 0.0007801 -0.0014499 2.5966085 -41.7226738 C 0.0002888 54.4913366 188715. 2.7849981 0.0008042 -0.0015058 2.6553456 -43.3341710 C 0.0002988 55.6119028 186149. 2.7723878 0.0008283 -0.0015617 2.7129510 -44.9441744 C 0.0003088 56.7259845 183728. 2.7607629 0.0008524 -0.0016176 2.7694178 -46.5526683 C 0.0003188 57.8306420 181429. 2.7496861 0.0008765 -0.0016735 2.8244851 -48.1628385 C e.0003288 58.9286091 179251. 2.7394224 0.0009006 -0.0017294 2.8783948 -49.7716811 C Page 14 Page 107 Micropile. 1plOo 0.0003388 60.0200356 177181. 2.7299256 0.00e9248 -0.0017852 2.9311586 -51.3789424 C e.00e3488 61.1048551 175211. 2.7211316 0.0009490 -0.0018410 2.9827693 -52.9846041 C 0.0003588 62.1829996 -173332. 2.7129834 0.0009733 -0.0018967 3.0332192 -54.5886479 C 0.0003688 63.2543998 171537. 2.7054302 0.0009976 -0.0019524 3.0825007 -56.1910548 C 0.0003788 64.3189851 169819. 2.6984266 0.0010220 -0.0020080 3.1306060 -57.7918055 C 0.0003888 65.3766834 168172. 2.6919320 0.0010465 -0.0020635 3.1775271 -59.3908804 C 0.0003988 66.4274213 166589. 2.6859098 0.0010710 -0.0021190 3.2232560 -60.9882592 C 0.0004088 67.4711237 165067. 2.6803271 0.0010956 -0.0021744 3.2677845 -62.5839213 C 0.0004188 68.5065630 163598. 2.6749738 0.0011201 -0.0022299 3.3109713 -64.1800353 C 0.0004288 69.5348364 162180. 2.6700037 0.0011448 -0.0022852 3.3529430 -65.7744904 C 0.0004388 70.5559406 160811. 2.6654036 0.0011694 -0.0023406 3.3936999 -67.3671197 C 0.0004488 71.5697932 159487. 2.6611507 0.0011942 -0.0023958 3.4332329 -68.9578989 C 0.0004588 72.5763098 158204. 2.6572241 0.0012190 -0.0024510 3.4715330 -70.5468032 C 0.0004688 73.5754043 156961. 2.6536049 0.0012439 -0.0025061 3.5085907 -72.1338074 C 0.0084788 74.5669885 155754. 2.6502755 0.0012688 -0.0025612 3.5443965 -73.7188855 C 0.0004888 75.5509722 154580. 2.6472202 0.0012938 -0.0026162 3.5789407 -75.0000000 CV 0.0004988 76.5272159 153438. 2.6444244 0.0013189 -0.0026711 3.6122127 -75.0000000 CV 0.0005088 77.4957259 152326. 2.6418745 0.0013441 -0.0027259 3.6442038 -75.0000000 CV 0.0005188 78.4563512 151241. 2..6395584 0.0013693 -0.0027807 3.6749029 -75.0000000 CV 0.0005288 79.4089927 150182. 2.6374647 0.0013946 -0.0028354 3.7042993 -75.0000000 CV 0.0005388 80.3535490 149148. 2.6355829 0.0014199 -0.0028901 3.7323822 -75.0000000 CV 0.0005488 81.2899161 148137. 2.6339034 0.0014454 -0.0029446 3.7591407 -75.0000000 CV 0.0006088 86.7299807 142472. 2.6276226 0.0015996 -0.0032704 3.8912253 -75.0000000 CV 0.0006688 91.8458031 137340. 2.6268798 0.0017567 -0.0035933 3.9725374 -75.0000000 CV 0.0007288 96.6075093 132566. 2.6307423 0.0019172 -0.0039128 3.9994568 -75.0000000 CV 0.0007888 100.9615031 128002. 2.6387984 0.0020814 -0.0042286 3.9992535 -75.0000000 CV 0.0008488 104.8894001 123581. 2.6505393 0.0022496 -0.0045404 3.9998859 -75.0000000 CV 0.0009088 108.4118878 119298. 2.6653093 0.0024221 -0.0048479 3.9999002 -75.0000000 CV 0.0009688 111.5597554 115158. 2.6824084 0.0025986 -0.0051514 3.9993558 -75.0000000 CV 0.0010288 114.3775251 111181. 2.7006203 0.0027783 -0.0054517 3.9966660 75.0000000 CV 0.0010888 116.8854488 107357. 2.7202842 0.0029617 -0.0057483 3.9998008 75.0000000 CV 0.0011488 119.1027447 103680. 2.7411678 0.0031489 -0.0060411 3.9945064 75.00000e0 CV e.0012088 121.0551987 100149. 2.7628764 0.0033396 -0.0063304 3.9976732 75.0000000 CV Page 15 Page 108 Micropile. 1pleo 0.0012688 122.7888777 96779. 2.7842685 0.0035325 -0.0066175 3.9990881 75.0000000 CV 0.0013288 124.2964527 93544. 2.8062564 0.0037288 -0.0069012 3.9996475 75.0008000 CV 0.0013888 124.6381815 89748. 2.8338109 0.0039355 -0.0071745 3.9999573 75.0000080 CV -------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 2 -------------------------------------------------------------------------------- Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 1 11.250 117.339 0.00300080 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding, bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in A2 1 8.65 117.338965 7.312500 76.270327 153739. 1 0.70 117.338965 7.875000 82.137276 147254. 1 0.75 117.338965 8.437500 88.804224 141194. -------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 --------------------------------------------------------------------------------- Pile-head conditions are Shear and Moment (Loading Type 1) Shear force at pile head = 3320.0 lbs Applied moment at pile head = 0.0 in-lbs Axial thrust load on pile head = 11250.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S S tress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* in_lbA2 lb/inch lb/inch lb/inch Page 16 Page 109 Micropile. 1plOo 0.00 0.1374 -3.60E-09 3320. -0.00426 0.00 7.46E+08 -13.1489 114.8784 e.ee 0.2000 8.1271 8045. 3277. -0.00425 0.00 7.46E+08 -23.0274 434.7204 0.00 0.4008 0.1170 15957. 3207. -0.00421 0.00 7.47E+08 -35.1115 720.4253 0.00 0.6000 0.1069 23665. 3105. -0.00414 0.00 7.47E+08 -49.5319 1112. 0.00 0.8000 0.09708 31086. 2967. -0.00406 0.ee 7.46E+08 -65.7941 1627. 0.00 1.0000 0.08746 38125. 2790. -0.00394 e.ee 7.46E+08 -81.5014 2236. 0.00 1.2000 0.07814 44691. 2575. -0.00381 0.00 6.84E+08 -97.5875 2997. 0.80 1.4000 0.06920 50691. 2322. -0.00364 0.00 6.79E+08 -113.3576 3932. 0.00 1.6000 0.06069 56034. 2032. -0.00345 0.00 6.74E+08 -128.6210 5087. 0.00 1.8000 0.05265 60630. 1706. -0.00324 0.00 6.71E+08 -143.1897 6527. 0.00 2.0000 0.04514 64395. 1347. -0.00302 0.00 6.69E+08 -155.5854 8273. 0.00 2.2000 0.03817 67258. 957.6380 -0.00278 0.00 6.68E+08 -168.8715 10617. 0.00 2.4000 0.03179 69142. 538.4939 -0.00253 0.00 6.67E+08 -180.4152 13619. 0.00 2.6000 0.02601 69980. 93.7904 -0.00228 0.00 6.66E+08 -190.1710 17546. 0.00 2.8000 0.02083 69715. -371.9142 -0.00203 0.80 6.66E+08 -197.9162 22800. 0.00 3.0000 0.01626 68304. -848.2130 -0.00178 0.00 6.67E+08 -198.9995 29376. 0.00 3.2000 0.01227 65740. -1279. -0.00154 0.00 6.68E+08 -160.2290 31334. 0.00 3.4000 0.00885 62247. -1619. -0.00131 0.00 6.70E+08 -122.8123 33293. 0.00 3.6000 0.00597 58040. -1872. -0.00110 0.00 6.73E+08 -87.6711 35251. 0.00 3.8000 0.00358 53323. -2043. -9.00E-04 0.00 6.76E+08 -55.5242 37210. 0.00 4.0000 0.00165 48281. -2142. -7.21E-04 0.00 6.81E+08 -26.8913 39168. 0.00 4.2000 1.23E-04 43079. -2177. -5.60E-04 0.00 6.86E+08 -2.1039 41126. 0.00 4.4000 -0.00104 37861. -2157. -4.24E-04 0.00 7.46E+08 18.6792 43085. 0.00 4.60e0 -0.00191 32748. -2092. -3.10E-04 0.00 7.46E+08 35.8731 45043. 0.00 4.8000 -0.00253 27838. -1989. -2.13E-04 0.00 7.47E+08 49.5386 47002. 0.00 5.0000 -0.00293 23211. -1858. -1.31E-04 0.00 7.47E+08 59.8321 48960. 0.00 5.2000 -0.00316 18927. -1706. -6.31E-05 0.00 7.47E+08 66.9869 50918. 0.00 5.4000 -0.00324 15027. -1540. -8.59E-06 0.00 7.47E+08 71.2935 52877. 0.00 5.6000 -0.00320 11536. -1367. 3.41E-05 0.00 7.47E+08 73.0817 54835. 0.00 5.8000 -0.00307 8465. -1192. 6.62E-05 0.00 7.47E+08 72.7048 56794. 0.00 6.0000 -0.00288 5813. -1020. 8.91E-05 0.00 7.47E+08 70.5246 58752. 0.00 6.2000 -0.00264 3566. -854.8559 1.04E-04 0.00 7.47E+08 66.8983 60710. 0.00 6.4000 -0.00238 1704. -699.9756 1.13E-04 0.00 7.47E+08 62.1686 62669. 0.00 6.6000 -0.00210 199.6594 -557.3878 1.16E-04 0.00 7.46E+08 56.6546 64627. 0.00 6.8000 -0.00183 -978.0388 -428.6273 1.14E-04 0.00 7.46E+08 50.6458 66586. 0.00 7.0000 -0.00155 -1864. -314.5744 1.10E-04 0.00 7.47E+08 44.3982 68544. 0.00 7.2000 -0.00130 -2494. -215.5395 1.03E-04 0.00 7.47E+08 38.1308 70502. 0.00 7.4000 -0.00106 -2904. -131.3521 9.42E-05 0.00 7.47E+08 32.0254 72461. 0.00 7.6000 -8.46E-04 -3130. -61.4494 8.45E-05 0.00 7.47E+08 26.2270 74419. 0.00 7.8000 -6.55E-04 -3204. -4.9622 7.43E-05 0.00 7.47E+08 20.8457 76378. 0.00 8.0000 -4.89E-04 -3157. 39.2039 6.41E-05 0.00 7.47E+08 15.9594 78336. 0.00 8.2000 -3.47E-04 -3019. 72.2949 5.42E-05 0.00 7.47E+08 11.6164 80294. 0.00 8.4000 -2.29E-04 -2813. 95.6424 4.48E-05 0.00 7.47E+08 7.8399 82253. 0.00 8.6000 -1.32E-04 -2562. 110.6078 3.62E-05 0.00 7.47E+08 4.6312 84211. 0.00 8.8000 -5.50E-05 -2284. 118.5340 2.84E-05 0.00 7.47E+08 1.9740 86170. 0.00 9.0000 4.41E-06 -1995. 120.7083 2.15E-05 0.00 7.47E+08 -0.1621 88128. 0.00 9.2000 4.84E-05 -1706. 118.3325 1.56E-05 0.00 7.47E+08 -1.8177 90086. 0.08 9.4000 7.93E-05 -1428. 112.5029 1.06E-05 0.00 7.47E+08 -3.0404 92045. 0.00 9.6000 9.91E-05 -1167. 104.1959 6.39E-06 0.00 7.47E+08 -3.8821 94003. 0.00 9.8000 1.10E-04 -927.8421 94.2618 3.02E-06 0.00 7.46E+08 -4.3963 95962. 0.00 10.0000 1.14E-04 -714.3164 83.4231 3.83E-07 0.00 7.46E+08 -4.6360 97920. 0.00 10.2000 1.12E-04 -527.4320 72.2772 -1.53E-06 0.00 8.31E+08 -4.6523 99878. 0.00 10.4000 1.06E-04 -367.3035 61.2820 -2.82E-06 0.00 8.31E+08 -4.5104 101837. 0.00 10.6000 9.83E-05 -233.1262 50.7702 -3.69E-06 0.00 8.31E+08 -4.2494 103795. 0.00 10.8000 8.86E-05 -123.4075 40.9859 -4.20E-06 0.00 8.31E+08 -3.9041 105754. 0.00 11.0000 7.81E-05 -36.1670 32.0954 -4.43E-06 0.00 8.31E+08 -3.5047 107712. 0.00 11.2000 6.73E-05 30.8895 24.1978 -4.44E-06 0.00 8.31E+08 -3.0766 109670. 0.00 11.4000 5.68E-05 80.2224 17.3368 -4.28E-06 0.00 8.31E+88 -2.6409 111629. 0.00 11.6000 4.68E-05 114.3372 11.5105 -4.00E-06 0.00 8.31E+08 -2.2144 113587. 0.00 11.8080 3.76E-05 135.6885 6.6817 -3.64E-06 0.00 8.31E+08 -1.8096 115546. 0.00 12.0000 2.93E-05 146.6056 2.7869 -3.23E-06 0.00 8.31E+08 -1.4360 117504. 0.00 12.2000 2.21E-05 149.2401 -0.2556 -2.80E-06 0.00 8.31E+08 -1.0994 119462. 0.00 12.4000 1.59E-05 145.5302 -2.5389 -2.38E-06 0.00 8.31E+08 -0.8034 121421. 0.00 12.6000 1.07E-05 137.1815 -4.1619 -1.97E-06 0.00 8.31E+08 -0.5491 123379. 0.00 12.8000 6.43E-06 125.6592 -5.2240 -1.59E-06 0.00 8.31E+08 -0.3360 125338. e.e0 13.0000 3.06E-06 112.1919 -5.8218 -1.24E-06 0.00 8.31E+08 -0.1622 127296. 0.00 Page 17 Page 110 Micropile. 1pleo 13.2000 4.59E-07 97.7818 -6.0460 -9.42E-07 0.00 8.31E+08 -0.02470 129254. 0.00 13.4000 -1.46E-06 83.2218 -5.9797 -6.80E-07 0.00 8.31E+08 e.e7994 131213. 0.00 13.6000 -2.81E-06 69.1157 -5.6970 -4.60E-e7 0.00 8.31E+08 e.1557 133171. e.ee 13.8000 -3.67E-06 55.9011 -5.2622 -2.80E-07 0.0e 8.31E+08 0.2067 135130. 0.00 14.0000 -4.15E-06 43.8724 -4.7299 -1.35E-e7 e.ee 8.31E+e8 0.2369 137088. 0.00 14.2800 -4.32E-06 33.2050 -4.1452 -2.41E-08 0.00 8.31E+08 0.2503 139046. 0.00 14.4000 -4.26E-06 23.9767 -3.5443 5.85E-08 0.00 8.31E.+08 0.2505 141005. 0.00 14.6000 -4.04E-06 16.1892 -2.9550 1.17E-07 0.00 8.31E.+08 0.2406 142963. 0.00 14.8000 -3.70E-06 9.7865 -2.3978 1.54E-07 0.00 8.31E+08 0.2236 144922. 0.00 15.0000 -3.30E-06 4.6713 -1.8871 1.75E-07 0.00 8.31E408 0.2020 146880. 0.00 15.2000 -2.86E-e6 0.7190 -1.4316 1.83E-07 0.00 8.31E+08 0.1776 148838. 0.00 15.4000 -2.42E-06 -2.2102 -1.0357 1.81E-07 0.00 8.31E+08 0.1523 150797. 0.00 15.6000 -2.00E-06 -4.2623 -0.7005 1.71E-07 0.00 8.31E+08 0.1271 152755. 0.00 15.800e -1.60E-06 -5.5817 -0.4240 1.57E-07 0.00 8.31E+08 0.1032 154714. e.0e 16.0000 -1.24E-06 -6.3061 -0.2027 1.40E-07 0.00 8.31E+08 0.08121 156672. 0.00 16.2000 -9.30E-07 -6.5622 -0.03146 1.21E-07 0.00 8.31E+08 0.06149 158630. e.00 16.4000 -6.62E-07 -6.4636 0.e9548 1.02E-07 0.00 8.31E+08 0.04430 160589. 0.00 16.6000 -4.39E-07 -6.1094 e.1843 8.43E-08 0.00 8.31E+08 0.02971 162547. 0.00 16.8000 -2.58E-07 -5.5836 0.2411 6.74E-08 0.00 8.31E+08 0.01766 164506. 0.00 17.00ee -1.15E-07 -4.9556 0.2719 5.21E-08 0.00 8.31E+08 0.00800 166464. 0.00 17.2000 -7.30E-09 -4.2812 0.2821 3.88E-08 0.00 8.31E+08 5.12E-04 168422. 0.00 17.4000 7.10E-08 -3.6035 0.2767 2.74E-e8 0.00 8.31E+08 -0.00504 170381. 0.00 17.6000 1.24E-07 -2.9545 0.2599 1.79E-08 0.00 8.31E+08 -0.00893 172339. 0.00 17.8080 1.57E-07 -2.3567 0.2355 1.03E-08 0.00 8.31E+08 -0.01141 174298. 0.00 18.0000 1.74E-07 -1.8245 0.2065 4.24E-09 0.00 8.31E+08 -0.01275 176256. 0.00 18.2000 1.77E-07 -1.3656 0.1754 -3.70E-10 0.00 8.31E+08 -0.01318 178214. 8.00 18.4000 1.72E-07 -0.9825 0.1441 -3.76E-09 0.00 8.31E+08 -0.01290 180173. 0.00 18.6000 1.59E-07 -0.6737 0.1141 -6.15E-09 0.80 8.31E+08 -0.01210 182131. 0.00 18.8000 1.42E-07 -0.4344 0.08650 -7.75E-09 0.00 8.31E+08 -0.01092 184090. 0.00 19.0000 1.22E-07 -0.2580 0.06203 -8.75E-09 0.80 8.31E+08 -0.00947 186048. 0.08 19.2000 1.00E-07 -0.1362 0.04123 -9.32E-09 0.00 8.31E+08 -0.00786 188006. 0.00 19.4000 7.74E-08 -0.05962 0.02445 -9.61E-09 0.00 8.31E+08 -0.00613 189965. 0.ee 19.6080 5.42E-08 -0.01833 0.01189 -9.72E-09 0.08 8.31E+08. -0.00433 191923. 0.00 19.8000 3.88E-08 -8.00200 0.00371 -9.75E-09 0.00 8.31E+08 -0.08249 193882. 0.08 20.0000 7.39E-09 0.00 0.00 -9.75E-09 e.ee 8.31E+08 -6.03E-04 97920. 0.00 * This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile-head deflection = 0.13735124 inches - Computed slope at pile head = -0.00425919 radians Maximum bending moment = 69980. inch-lbs Maximum shear force = 3320. lbs Depth of maximum bending moment = 2.6000000e feet below pile head Depth of maximum shear force = 0.000000 feet below pile head Number of iterations = 13 Number of zero deflection points = 5 -------------------------------------------------------------------------------- Summary of Pile-head Responses for Conventional Analyses I Definitions of Pile-head Loading Conditions: Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs - Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, 5, radians Load Type 3: Load 1 = Shear, V1 lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Page 18 Page 111 I Micropile. 1pløo Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, 5, radians Load Load Load Axial Pile-head Pile-head Max Shear Max Moment Case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs 1 V, lb 3320. M, in-lb 0.00 11250. 0.1374 -e.00426 3320. 6998e. Maximum pile-head deflection = 0.1373512413 inches Maximum pile-head rotation = -0.0042591906 radians = -0.244034 deg. The analysis ended normally. Page 19 Page 112 PB&A, INC. Micropile-ASD-Case 4.xmcd 11/20/2018 FOR: WMB-ROI JOB: LEGOLAND JOB NO.: 182100 DESCRIPTION: Design of Micropile - North and South Wall REFERENCE: IBC 2015, AISC 14th Ed., AC! 318-11, FIIWA NHI-05-039 LOCATION: Carlsbad, CA DATE: 11/19/2018 Micropile Structural Desi2n Calculations Design Loads: Length of the Wall Lwaii Nails at North and South Wall tota1 2.33 = 66 CMU Wall Dimensions . WTJ := 12in Micropile Spacing Space 3ft Level 2 and 3 Loads DL1 2.200kip = 5.71• (Ref. Structural Plans) Lwaii ft Roof Loads (Ref. Structural Plans) DL2 := 53 lbf LR2 := 58 Ibf ft ft CMU Wall DL3 := 105P\7CMU'HwalI = 3.15A LIP ft Seismic Load E:= l07kip = 1.62-kip fltotal Design Load (ASD) LC 1 := [(DL1 + DL2 + DL3) + LR2]. Space = 26.93 Skip LC2 [(DL, + DL2 + DL3) +0.7- 131 - Space WIO seismic ASD_comp1 := LCI = 26.93-kip ASD_tension := Okip WI Seismic ASDcomp2 := (DL1 + DL2 + DL3). Space = 26.75-kip ASD_seismic := 0.7E = 1.13-kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 113 PB&A, INC. Micropile-ASD-Case 4.xmcd 11/20/2018 Factored Load (LRFD) LC := 1.4.(DL1 + DL2 + DL3'LC2 := 1.2.(DL1 + DL2 + DL3) + 1.6LR. LC3 := L2.(DL1 + DL2 DL3) + i.E LRFD_comp1 := max(LCI , LC2).Space = 37.45-kip LRFD_comp2 1.2 (DL 1 + D½ + DL3).Space = 32.1kip LRFD_seismic : E = i.62kip Materials: Cement Grout Rod Drill Hole Geometric Prooerties: Neat cement concrete #8ASTMA615 Grade 75 OD := 6in 4000 psi comp. @28 days 75 ksi mm. yield stress Rod is corrosion and abrasion free. ==> Area of Rod Bond Length GroutArea Material Strength: Steel Yield Strength Grout Compressive Strength Steel Modulus of Elasticity Grout Modulus of Elasticity Cap Concrete Compressive Strength Areal.Od := 0.79 in 2 Area 0 t 0D2 - Area..od = 27.48in2 Fy rod 75.j ic_grout := 4•ksi Estee] := 29000ksi Egrout := 4000ksi 1'c_cap 4ksi (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 114 PB&A, INC. Micropile-ASD-Case 4.xmcd 11/20/2018 Design Assumption: There is sufficiently competent soil for the full length of all piles, hence the piles are considered to be laterally restrained over the entire pile length. Design Case 1: W/O Seismic Load Axial The axial compression is (FHWAEq. 5-7) - c_uncased := 0.4.f; grout.Aseagrout + 0.47.Fy rodrod = 71.82-kip > ASD_comp1 = 26.93-kip The axial tension is (FHWAEq. 5-8) - t_uncased OSS.F derd = 33-kip > ASD_tension = Okip Design Case 2: W/ Seismic Load LPILE is used to calculate maximum moment in micropile due to seimic load. Bending Moment. in-kips Maximum Moment in Pile Mmax := 27kipin Moment Capacity MLRFD—max:= 0.7.63kip.in = 44.1.kip.in Resistance Factor (Table 10.5.5.2.5-2) 0.75 The axial compression resistance is perMSHTO Eq. 10.9.3.10.2b-1 & 10.9.3.10.2b-2 LRFD_max := p. (0.85.fcout.Area&out + Fy rodArearod) = 114.52-kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 115 PB&A, INC. Micropile-ASD-Case 4.xmcd 11/20/2018 Maximum Axial Load in Seismic Event Combined Axial and Bending (FHWA Eq. 5-6) Bond Length Assumed Allowable Bond Strength: Drill Hole Diameter Ultimate Bond Strength Factor of Safety Uncased Length (FHWA Eq. 5-9) Micropile Length 1max LRFD_comp1 = 37.45-kip max Mmax = 0.94 <1,0K! + LRFD_max MLD max DiabOfld := Bin abond ultimate strength := 2500psf FSbofld 2 ASD comp1bond Luncased . - = 10.28-ft %ond_uItimate_strength(Th DlabOfld) Luncased := lift L1i := Luncased = lift Design Strength for Field Test Load Tension Verification Test (FHWA Eq. 5-23) test—compression := 0.8(0.85.fc grout AJeagrout + Fy rod'%d) = 122.16-kip "test—tension: 0.8(Fyrod.Are%d) = 47.4-kip Reauired Plate Thickness Der AISC 14th Ed. Ea. 14-7b. ne 14-6 Diameter of Casing: d:= tin Width of Plate: B := 4-in Length of Plate: N := B = 4.j m := N - 0.95.d = 1.53-in B - 0.8•d = 1.6in ni := Ed = 0.25-in 2 2 4 Distance from edge of Hole to edge of I := max(m, n, X.nl) = 1.6•in Plate: Yield Strength of Plate: Fyj,iate 36kj X:= 1.0 (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 116 PB&A, INC. Micropile-ASD-Case 4.xmcd 11/20/2018 I2•PLRFD comp1 plate ()•9. = 0.61•in Use 314"x4" SO plate supported by threadbar hex nut. tplate:= 3—in Plate Weld to casing Weld Length Ltop weld := irOD = 18.85-in Weld Size tweld 1 in Weld Strength FE70 70ksi Factor of Safety FS 2 Weld Strength top_weld :... O.6FE7OXXO.7O7iweldLtop_weld = 69.96-kip 2 Pile Cap Deaign: Punching Shear Check: / r Cap Beam Depth Embedded Micropile Depth Cover Depth Shear Dimensions Effective area of cone cone_desigrLstrenqth Depth := 1 f Depthpiie := 0.5ft Cover := Depth - DePth.pjie - tplate = 0.44 ft dl := B d2 := dl + 2Cover = 14.5 in Acp := 4•d2•Cover = 304.5•in2 Minimum Cone Design Strength per ACI 11.11.2.1 - Eq 11-33, A=1.0 F~c ap conedesign_strenh 4•0.75•psi•= 57.77•kip >LRFDcompl37.45•kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail: pba@pbandainc.com Page 117 5 -c CL 10 a) a 15 20 25 Deflection, inches Bending Moment, in-kips 0.02 0.04 0.06 0.08 0 5 10 15 20 2 4- a a) Shear Force, kips -1 -0.5 0 0.5 1 1.5 0.0 0.001 Curvature, radians/inch Mobilized El, kip-in2 Mobilized Soil Reaction, p, lbs/inch 0 100,000 200,000 -100 -50 0 rie I Page 118 Vnails . 1plOo LPile for Windows, Version 2818-18.001 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method ® 1985-2017 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: PB&A San Rafael Serial Number of Security Device: 228736876 This copy of LPile is licensed for exclusive use by: PB&A, Inc., San Anselmo, Califor Use of this program by any entity other than PB&A, Inc., San Anselmo, Califor is a violation of the software license agreement. -------------------------------------------------------------------------------- Files Used for Analysis -------------------------------------------------------------------------------- Path to file locations: \D\18000-AAA\182108- Legoland\Calcs\ Name of input data file: Vnails . 1p10 Name of output report file: Vnails. 1plO Name of plot output file: Vnails.lplO Name of runtime message file: Vnails.lplO -------------------------------------------------------------------------------- Date and Time of Analysis -------------------------------------------------------------------------------- Date: November 20, 2018 Time: 19:49:54 -------------------------------------------------------------------------------- Problem Title -------------------------------------------------------------------------------- Project Name: Job Nuffiber: Client: Pagel Page 119 Vnails.lpleo Engineer: Description: -------------------------------------------------------------------------------- Program Options and Settings Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, Feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - Static loading specified - Use of p-y modification Factors for p-y curves not selected - Analysis uses layering correction (Method of Georgiadis) - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile-head Foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - Output.Files use decimal points to denote decimal symbols. - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats -------------------------------------------------------------------------------- Pile Structural Properties and Geometry -------------------------------------------------------------------------------- Number of pile sections defined = 1 Total length of pile = 25.000 Ft Depth of ground surface below top of pile = 0.0000 Ft Pile diameters used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. Feet inches 1 0.000 6.0000 Page 2 Page 120 Vnails.. 1plOo 2 25.000 6.0000 Input Structural Properties for Pile Sections: I ----------------------------------------------- Pile Section No. 1: Section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 25.000000 ft Shaft Diameter = 6.000000 in Shear capacity of section = 0.0000 lbs -------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians -------------------------------------------------------------------------------- Soil and Rock Layering Information --------------------------------------------------------------------------------- The soil profile is modelled using 1 layers Layer 1 is cemented silt with cohesion and friction Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 50.0000e0 ft Effective unit weight at top of layer = 125.00000e pcf Effective unit weight at bottom of layer = 125.000000 pcf Undrained cohesion at top of layer = 150.000000 psf Undrained cohesion at bottom of layer = 150.000000 psf Friction angle at top of layer = 31.000e00 deg. Friction angle at bottom of layer = 31.000000 deg. Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for Epsilon-SO will be computed for this layer. NOTE: Default values for subgrade k will be computed for this layer. (Depth of the lowest soil layer extends 25.000 ft below the pile tip) ------------------------------------------------------------------------------ Summary of Input Soil Properties Layer Soil Type Layer Effective Undrained Angie of E50 Layer Name Depth Unit Wt. Cohesion Friction or kpy Num. (p-y Curve Type) ft pcf psf deg. krm pci 1 Cemented 0.00 125.0000 150.0000 31.0000 default default Silt 50.0000 125.0000 150.0000 31.0000 default: default Page 3 Page 121 Vnails.lplOo -------------------------------------------------------------------------------- Static Loading Type -------------------------------------------------------------------------------- Static loading criteria were used when computing p-y curves for all analyses. --------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 1 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length 1 1 V = 162e. lbs •M = 0.8800 in-lbs 32108. No V = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. -------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness -------------------------------------------------------------------------------- Axial thrust force values were determined from pile-head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: ------------------- Dimensions and Properties of Drilled Shaft (Bored Pile): -------------------------------------------------------- Length of Section = 25.e08000 ft Shaft Diameter = 6.008000 in Concrete Cover Thickness = 1.088000 in Number of Reinforcing Bars = 1 bar Yield Stress of Reinforcing Bars = 75800. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 28.274334 sq. in. Total Area of Reinforcing Steel = 0.790800 sq. in. Area Ratio of Steel Reinforcement = 2.79 percent Edge-to-Edge Bar Spacing = -1.008000 in Maximum Concrete Aggregate Size = 0.758800 in Ratio of Bar Spacing to Aggregate Size = -1.33 Offset of Center of Rebar Cage from Center of Pile = 0.0800 in Axial Structural Capacities: ---------------------------- Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 152.697 kips Tensile Load for Cracking of Concrete = -14.874 kips Nominal Axial Tensile Capacity = -59.250 kips Page 4 Page 122 Vnails . 1plOo Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X V Number inches sq. in. inches inches 1 1.000000 0.790000 0.00000 0.0000 NOTE: The positions of the above rebars were computed by LPile Concrete Properties: --------------------- Compressive Strength of Concrete 4000. psi Modulus of Elasticity of Concrete 3604997. psi Modulus of Rupture of Concrete = -474.341649 psi Compression Strain at Peak Stress = e.0e1886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1 Number Axial Thrust Force kips 1. 32.100 Definitions of Run Messages and Notes: ------------------------------------- C = concrete in section has cracked in tension. V = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension-controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (El) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 32.100 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc. Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad!/in. in-kip kip-in2 in in/in in/in ksi ksi 0.00000125 0.2883004 230640. 197.6060487 0.0002470 0.0002395 0.9788716 7.1621318 0.00000250 0.5836832 233473. 100.3042195 0.0002508 0.0002358 0.9925509 7.2698809 0.00e00375 0.8790639 234417. 67.8707551 0.0002545 0.0002320 1.0062058 7.3776821 0.00000500 1.1744416 234888. 51.6543818 0.0002583 0.0002283 1.0198361 7.4855354 Page 5 Page 123 Vnails.lplOo 0.00000625 1.4698153 235170. 41.9248450 0.0002620 0.0002245 1.0334419 7.5934407 0.00000750 1.7651841 235358. 35.4387265 0.0002658 0.0002208 1.0470231 7.7013980 0.00000875 2.0605468 235491. 30.8059898 0.0002696 0.0002171 1.0605797 7.8094074 0.00001000 2.3559027 235590. 27.3316168 0.0002733 0.0002133 1.0741116 7.9174689 0.00001125 2.6512508 235667. 24.6294862 0.0002771 0.0002096 1.0876188 8.0255824 0.00001250 2.9465900 235727. 22.4679254 0.0002808 0.0002058 1.1011012 8.1337480 0.00801375 3.2419194 235776. 20.6995061 0.0002846 0.0002021 1.1145588 8.2419656 0.00001500 3.5372381 235816. 19.2259431 0.0002884 0.0001984 1.1279915 8.3502353 0.00001625 3.8325451 235849. 17.9791925 0.0002922 0.0001947 1.1413994 8.4585570 0.00001750 4.1278394 235877. 16.9106518 0.0002959 0.0001909 1.1547823 8.5669308 0.00001875 4.4231201 235900. 15.9846789 0.0802997 0.0001872 1.1681402 8.6753567 0.00002000 4.7183862 235919. 15.1745424 0.0003035 0.0001835 1.1814730 8.7838346 0.00002125 5.0136368 235936. 14.4598005 0.0003073 0.8001798 1.1947808 8.8923646 e.0000225e 5.3088708 235950. 13.8245542 0.0003111 0.0001761 1.2080634 9.0009467 0.00002375 5.6040873 235962. 13.2562516 0.0003148 0.0001723 1.2213209 9.1095808 0.00002500 5.8992854 235971. 12.7448510 0.8003186 0.0001686 1.2345531 9.2182670 0.00002625 6.1944641 235980. 12.2822237 0.0003224 0.0001649 1.2477601 9.3270053 0.00002750 6.4896224 235986. 11.8617187 0.0003262 0.0001612 1.2609418 9.4357957 0.00002875 6.7847594 235992. 11.4778418 0.0003300 0.0001575 1.2740981 9.5446382 0.00003000 7.0798741 235996. 11.1260145 0.0003338 0.0001538 1.287229e 9.6535327 0.00003125 7.3749655 235999. 10.8023909 0.0003376 0.0001501 1.3003345 9.7624794 0.00003250 7.6700327 236001. 10.5037167 0.0003414 0.0001464 1.3134145 9.8714781 0.00003375 7.9650748 236002. 10.2272197 0.0003452 e.0001427 1.3264690 9.9805289 0.00003500 8.2600906 236003. 9.9705239 0.0003490 0.0001390 1.3394978 10.0896318 0.00003625 8.5550794 236002. 9.7315808 0.0003528 0.0001353 1.3525011 10.1987869 0.00003750 8.8500401 236001. 9.5086151 0.0003566 0.0001316 1.3654787 10.3079940 0.00003875 9.1449717 235999. 9.3000807 0.0003604 0.0081279 1.3784305 10 .4172533 0.00004000 9.4398733 235997. 9.1046246 0.0003642 0.0801242 1.3913566 10.5265646 0.00804125 9.7347440 235994. 8.9210579 0.0003680 0.0001205 1.4042569 10.6359281 0.00004250 10.0295827 235990. 8.7483315 0.0003718 0.0001168 1.4171314 10.7453437 0.00004375 10.3243886 235986. 8.5855163 0.0003756 0.0001131 1.4299799 10. 8548115 0.00004500 10.6191605 235981. 8.4317864 0.0003794 0.0001094 1.4428025 9643314 0.00004625 10.9138977 235976. 8.2864050 0.0003832 0.0001057 1.4555992 0739034 Page - Page 124 Vnails.lplOo 0.00004758 11.208599e 235971. 8.1487132 0.00e3871 0.0001e21 1.4683697 11.1835276 0.00004875 11.5032636 235964. 8.0181194 0.0003909 0.00089838 1.4811143 11. 2932039 0.00005125 12.0924786 235951. 7.7761483 0.0003985 0.80009103 1.5065249 11.5127130 0.00005375 12.6815350 235936. 7.5568200 0.0004062 e.00008368 1.5318306 11. 7324308 0.00005625 13.2704251 235919. 7.3571155 0.0004138 0.00007634 1.5570312 9523573 0.00005875 13.8591411 235900. 7.1745296 0.0004215 0.00006900 1.5821262 1724925 0.00006125 i4.4476753 235880. 7.0069663 0.0004292 0.00006168 1.6071152 12.3928366 0.00006375 15.0360199 235859. 6.8526582 0.0004369 0.00005436 1.6319980 12. 6133896 0.00006625 15.6241672 235836. 6.7101048 0.0004445 0.00004704 1.6567741 12.8341515 0.00006875 16.2121095 235813. 6.5780237 0.0004522 0.00003974 1.6814431 13.0551224 0.00007125 16.7998390 235787. 6.4553126 0.00e4599 0.00003244 1.7060048 13.2763023 0.00007375 17.3873480 235761. 6.3410186 0.0004677 0.00002515 1.7304587 13.4976913 0.00007625 17.9746287 235733. 6.2343140 0.0004754 0.00001787 1.7548045 13.7192895 If 0.00007875 18.5616734 235704. 6.1344759 0.0004831 0.00001059 1.7790418 13.9410970 0.00008125 19.1484743 235674. 6.0408705 0.0004908 0.00000332 1.8031702 14.1631137 0.00008375 19.7350229 235642. 5.9529396 0.0004986 -0.00000394 1.8271895 14.3853399 0.00008625 20.3212841 235609. 5.8701891 8.0005063 -0.00001120 1.8510989 14.6077731 0.00008875 20.9071811 235574. 5.7921788 0.0005141 -0.80001844 1.8748975 14.8304079 0.00009125 21.4926196 235536. 5.7185164 0.0005218 -0.00002569 1.8985842 15.0532367 0.00009375 22.0775012 235493. 5.6488511 0.0005296 -0.00003292 1.9221577 2762517 0.00009625 22.6617310 235447. 5.5828686 0.0005374 -0.00004015 1.9456170 15.4994449 0.00009875 23.2452180 235395. 5.5202866 0.0005451 -0.00004737 1.9689608 15.7228085 0.0001013 23.8278769 235337. 5.4608505 0.0005529 -0.00005459 1.9921881 15.9463349 0.0001038 24.4096281 235274. 5.4043305 0.0005607 -0.00006180 2.0152979 16.1700171 0.0001063 24.9903980 235204. 5.3505186 0.0005685 -0.00006901 2.0382891 16.3938481 0.0001088: 25.5701188 235128. 5.2992259 0.0005763 -0.00007621 2.0611609 16.6178217 0.0001113 26.1487275 235045. 5.2502809 0.0005841 -0.00008341 2.0839124 8419315 0.0001138 26.7261681 234955. 5.2035269 0.0005919 -0.00009060 2.1065428 17.0661723 0.0001163 27.3023902 234859. 5.1588212 0.0005997 -0.00009779 2.1290514 17.2905388 0.0001188 27.8773446 234757. 5.1160329 0.0006075 -0.0001050 2.1514373 17.5150261 0.0001213 28.4509849 234647. 5.0750420 0.0006153 -0.0001122 2.1737000 17.7396292 0.0001238 28.4509849 229907. 4.9924839 0.0006178 -0.0001247 2.1805601 17.8091143 C 0.0001263 28.4509849 225354. 4.9502561 0.0006250 -0.0001325 2.2007409 18.0142880 C Page 7 Page 125 Vnails.lploo 0.0001288 28.4509849 220979. 4.9092824 e.e006321 -0.00e1404 2.2206686 18.218e208 C 0.0001313 28.5221439 217312. 4.8696873 0.e006391 -0.0001484 2.2404181 18.421e601 C 0.0001338 28.8773180 215905. 4.8314083 0.0006462 -0.0001563 2.2599960 18.6234628 C 0.0001363 29.2202531 214461. 4.7941706 0.0e06532 -0.0001643 2.2793267 18.8244296 C 0.0001388 29.5583629 213033. 4.7581600 0.0006602 -0.0001723 2.2985052 19.0249340 C 0.0001413 29.8880202 211597. 4.7231875 0.0006672 -0.0001803 2.3174844 19.2244699 C 0.0001438 30.2100784 210157. 4.6892192 0.0006741 -0.0001884 2.3362737 19.4231206 C 0.0001463 30.5272046 208733. 4.6562928 0.0006810 -0.0001965 2.3549100 19.6212648 C 0.0001488 30.8347178 207292. 4.6241899 0.0006878 -0.0002047 2.3733273 19.8181871 C 0.0001588 32.e100948 201638. 4.5044989 0.0007151 -0.0082374 2.4453763 20.5994749 C 0.0001688 33.8992859 196144. 4.3968035 e.00e7420 -0.0002705 2.5148385 21.3700449 C 0.0001788 34.1132333 190843. 4.2992650 0.0007685 -0.0003040 2.5818588 22.1308029 C 0.0001888 35.0607177 185752. 4.2103975 0.0007947 -0.0003378 2.6465570 22.8824510 C 0.0001988 35.9527078 180894. 4.1291309 0.0008207 -0.0003718 2.7091023 23.6263663 C 0.0002088 36.7969897 176273. 4.0545343 0.0008464 -0.0004061 2.7696201 24.3635250 C 0.0002188 37.5955404 171865. 3.9856734 0.0008719 -0.0004406 2.8281405 25.0938034 C 0.0002288 38.3543795 167669. 3.9219199 0.0008971 -0.0004754 2.8847674 25.8180246 C 0.e002388 39.0792410 163683. 3.8627648 0.0009222 -0.0005103 2.9396050 26.5371059 C 0.0002488 39.7737097 159894. 3.8077273 0.0009472 -0.0005453 2.9927222 27.2515808 C 0.0002588 40.4381250 156283. 3.7562936 0.0009719 -0.0005806 3.0441258 27.9611766 C 0.0002688 41.0760764 152841. 3.7081391 0.0009966 -0.0006159 3.0938857 28.6664970 C 0.0002788 41.6919423 149568. 3.6630302 0.0010211 -0.0006514 3.1420914 29.3685086 C 0.0002888 42.2888360 146455. 3.6207401 0.0010455 -0.0006870 3.1888110 30.0679609 C 0.0002988 42.8640383 143478. 3.5808650 0.0010698 -0.0007227 3.2339919 30.7638071 C 0.0003088 43.4199875 140632. 3.5432221 0.0010940 -0.0007585 3.2776831 31.4565128 C 0.0003188 43.9640962 137927. 3.5078622 0.0011181 -0.0007944 3.3200474 32.1484896 C 0.0003288 44.4862279 135319. 3.4741839 0.0011421 -0.0008304 3.3608699 32.8359892 C 0.0003388 44.9995967 132840. 3.4425055 0.0011661 -0.0008664 3.4004352 33.5236020 C 0.0003488 45.4961560 130455. 3.4123497 0.0011901 -0.0009024 3.4385733 34.2082404 C 0.0003588 45.9847403 128180. 3.3839047 0.0012140 -0.0009385 3.4754747 34.8931870 C 0.0003688 46.4576754 125987. 3.3567352 0.0012378 -0.0009747 3.5109756 35.5752760 C 0.0003788 46.9255955 123896. 3.3311376 0.0012617 -0.0010108 3.5453070 36.2588715 C 0.0003888 47.3771190 121870. 3.3065427 0.0012854 -0.0010471 3.5782208 36.9389240 C Page 8 Page 126 Vnails.lpleo 0.e003988 47.8231051 119933. 3.2832905 0.0013092 -0.0010833 3.6099558 37.6202391 C: 0.0004088 48.2598643 118067. 3.2611329 0.0013330 -0.0011195 3.6404274 38.3010427 C 0.0004188 48.6854014 116264. 3.2399099 0.0013567 -0.0011558 3.6695967 38.9803451 C 0.0004288 49.1059164 114533. 3.2197992 0.0013805 -0.0011920 3.6975934 39.6611676 C 0.0004388 49.5169315 112859. 3.2005400 0.0014042 -0.0012283 3.7243190 40.3411599 C 0.0004488 49.9183606 111239. 3.1820700 0.0014280 -0.0e12645 3.7497755 41.0202524 C 0.0004588 50.3147347 109678. 3.1645211 0.0014517 -0.0013008 3.7740526 41.7008864 C e.e004688 50.7049840 108171. 3.1477911 0.0014755 -0.0013370 3.7971226 42.3824744 C 0.0004788 51.0835000 1067e2. 3.1315889 0.0014992 -0.0013733 3.8188767 43.0616867 C 0.0004888 51.4569247 105283. 3.1161605 0.0015230 -0.0014095 3.8394433 43.7424688 C e.e004988 51.8252027 103910. 3.1014603 0.0015469 -0.0014456 3.8588144 44.4248359 C 0.0005088 52.1870958 102579. 3.0873928 0.0015707 -0.0014818 3.8769614 45.1080104 C 0.0005188 52.5386233 101279. 3.0737436 0.0015945 -0.0015180 3.8938161 45.7893189 C 0.0005288 52.8849611 100019. 3.0607164 0.0016184 -0.0015541 3.9894655 46.4722493 C 0.0005388 53.2260518 98795. 3.0482778 0.0016423 -0.0015902 3.9239011 47.1568187 C 0.00e5488 53.5618375 97607. 3.0363965 0.0016662 -0.0016263 3.9371141 47.8430444 C 0.0006088 55.4357589 91065. 2.9741069 0.0018105 -0.0818420 3.9900567 -52.8887463 C 0.0006688 57.8829702 85358. 2.9251907 0.0019562 -0.0020563 3.9989636 -59.0502696 C 0.0007288 58.4922557 80264. 2.8871466 0.0e21040 -0.0022685 3.9994181 -65.1522507 C 0.0007888 59.6807456 75665. 2.8578108 0.0022541 -0.0824784 3.9986669 -71.1874354 C 0.0008488 60.6749297 71487. 2.8350671 0.0024863 -0.0026862 3.9997564 -75.0000000 CV 0.0009088 61.5052081 67681. 2.8176406 0.0025605 -0.0028920 3.9999401 -75.0000000 CV 0.0009688 62.1954175 64202. 2.8045480 0.0027169 -0.0030956 3;9998333 75.0000000 CV 0.e010288 62.7646020 61011. 2.7948781 0.0028752 -0.0032973 3.9990215 75.0000000 CV 0.0010888 63.2295287 58075. 2.7878546 0.0030353 -0.0034972 3.9981758 75.0000000 CV 0.0011488 63.6009693 55365. 2.7829502 0.0031969 -0.0036956 3.9987463 75.0000000 CV 0.e012088 63.8935211 52859. 2.7798471 0.0033601 -0.0038924 3.9998131 75.0000000 CV 0.0012688 64.1151435 50534. 2.7782248 0.0035249 -0.0040876 3.9994001 75.0000000 CV 0.0013288 64.2725384 48371. 2.7778383 0.0036910 -0.0042815 3.9965642 75.0000000 CV 0.0013888 64.2725384 46281. 2.7815972 0.0038629 -0.0044696 3.9952808 75.0000000 CV --------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 --------------------------------------------------------------------------------- Page9 Page 127 Vnails . 1pleo Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 1 32.100 63.127 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in A2 1 0.65 63.127051 20.865000 41.032583 153076. 1 0.70 63.127051 22.470000 44.188936 136804. 1 0.75 63.127051 24.075000 47.345288 122013. --------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 -------------------------------------------------------------------------------- Pile-head conditions are Shear and Moment (Loading Type 1) Shear force at pile head = 1620.0 lbs Applied moment at pile head = 0.0 in-lbs Axial thrust load on pile head = 32100.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi inlbA2 lb/inch lb/inch lb/inch 0.00 0.09577 -5.33E-09 1620. -0.00379 0.00 2.31E+08 -18.1133 283.6941 0.00 0.2500 0.08439 5144. 1552. -0.00376 0.00 2.31E+08 -26.9498 958.0422 0.00 0.5000 0.07321 10039. 1453. -0.00366 0.00 2.36E+08 -39.6178 1623. 0.00 0.7500 0.06241 14565. 1311. -0.00351 0.00 2.36E+08 -54.5931 2624. 0.00 1.0000 0.05217 18582. 1124. -0.00330 0.00 2.36E+08 -70.0869 4030. 0.00 1.2500 0.04263 21945. 893.8322 -0.00304 0.00 2.36E+08 -83.5036 5876. 0.00 1.5000 0.03394 24530. 626.6944 -0.00274 0.00 2.35E+08 -94.5883 8361. 0.00 1.7500 0.02618 26233. 327.6881 -0.00242 0.00 2.35E+08 -104.7492 12002. 0.00 2.0000 0.01943 26962. 5.7242 -0.00208 0.00 2.35E+08 -109.8934 16966. 0.00 2.2500 0.01371 26668. -332.2374 -0.00174 0.00 2.35E+08 -115.4144 25250. 0.00 2.5000 0.00902 25302. -643.2958 -0.00140 0.00 2.35E+08 -91.9578 30600. 0.00 2.7500 0.00529 23078. -870.2051 -0.00110 0.00 2.35E+08 -59.3151 33660. 0.00 Page 10 Page 128 Vnails. 1plOo 3.0000 0.00244 20292. -1004. -8.20E-04 0.00 2.36E+08 -29.8648 36720. 0.00 3.2500 3.68E-04 17212. -1056. -5.81E-04 0.00 2.36E+e8 -4.8858 39780. 0.00 3.5000 -0.00105 14068. -1041. -3.82E-04 0.00 2.36E+08 14.9362 42840. 0.00 3.7500 -0.00192 11040. -974.4731 -2.22E-04 0.00 2.36E+08 29.4320 45900. 0.00 4.0000 -0.00238 8264. -872.0554 -9.97E-05 0.00 2.36E+e8 38.8465 48960. 0.00 4.25e0 -0.00252 5827. -748.1935 -1.e1E-05 0.00 2.36E+08 43.7281 52020. 0.00 4.5000 -0.00244 3776. -615.3739 5.09E-05 0.00 2.36E+08 44.8182 55080. 0.00 4.7500 -0.00222 2125. -483.7204 8.85E-05 0.00 2.36E+08 42.9508 58140. 0.00 5.0000 -0.00191 857.0029 -360.8418 1.87E-04 0.00 2.34E+08 38.9683 61208. 0.00 5.2500 -0.00157 -61.0450 -251.9044 1.13E-04 0.00 2.31E+08 33.6566 64260. 0.00 5.5080 -0.00123 -676.1069 -159.8591 1.08E-04 0.00 2.34E+08 27.7069 67320. 0.00 5.7500 -9.24E-04 -1041. -85.7771 9.69E-05 0.00 2.35E+08 21.6811 70380. 0.00 6.0000 -6.54E-04 -1209. -29.2571 8.25E-05 0.00 2.35E+08 15.9989 73440. 0.ee 6.2500 -4.29E-04 -1232. 11.1605 6.69E-05 0.00 2.35E+08 10.9461 76500. 0.00 6.5000 -2.52E-04 -1155. 37.6113 5.16E-05 0.00 2.35E+08 6.6877 79560. 0.00 6.750e -1.19E-04 -1017. 52.5740 3.78E-05 0.00 2.35E+08 3.2874 82620. 0.00 7.0000 -2.55E-05 -847.1768 58.5996 2.59E-05 0.00 2.34E+08 0.7297 85680. 0.00 7.2500 3.57E-05 -670.0616 58.1086 1.61E-05 0.00 2.34E+e8 -1.0570 88740. 0.00 7.5000 7.12E-05 -501.6317 53.2538 8.60E-06 0.00 2.33E+08 -2.1795 91800. 0.00 7.7500 8.73E-05 -352.1957 45.8417 3.09E-06 0.00 2.32E+08 -2.7618 94860. 0.00 8.0e00 8.98E-05 -227.1770 37.3034 -6.66E-07 e.ee 2.31E+08 -2.9304 97920. 0.00 8.2500 8.33E-05 -128.2472 28.6995 -2.98E-06 0.00 2.31E+08 -2.8055 100980. 0.00 8.5800 7.19E-05 -54.4066 20.7502 -4.17E-06 0.00 2.31E+08 -2.4940 104040. 0.00 8.7500 5.84E-05 -2.9435 13.8843 -4.54E-06 0.00 2.31E+08 -2.0833 107100. 0.00 9.0008 4.47E-05 29.7734 8.2982 -4.36E-06 0.00 2.31E+08 -1.6408 110160. 0.00 9.2500 3.22E-05 47.6861 4.0157 -3.86E-06 0.00 2.31E+08 -1.2142 113220. 0.00 9.5088 2.15E-85 54.6113 0.9432 -3.19E-06 0.00 2.31E+08 -0.8342 116280. 0.00 9.7500 1.30E-05 53.9603 -1.0841 -2.49E-06 0.00 2.31E+08 -0.5173 119340. 0.00 10.0000 6.59E-86 48.5863 -2.2632 -1.82E-06 0.00 2.31E+08 -0.2689 122400. e.ee 10.2500 2.07E-06 40.7318 -2.7965 -1.24E-06 0.00 2.31E+08 -0.08666 125460. 0.00 10.5000 -8.56E-07 32.0462 -2.8715 -7.68E-07 0.00 2.31E+08 0.03667 128520. 0.00 10.7500 -2.53E-06 23.6506 -2.6498 -4.05E-07 0.00 2.31E+08 0.1111 131580. 0.00 11.0000 -3.29E-06 16.2254 -2.2618 -1.46E-07 0.00 2.31E+08 0.1476 134640. e.ee 11.2500 -3.41E-06 10.1082 -1.8056 2.52E-08 0.00 2.31E+08 0.1565 1377e0. 0.00 11.50e0 -3.14E-06 5.3868 -1.3501 1.26E-07 0.00 2.31E+08 0.1472 140760. 0.00 11.7500 -2.65E-06 1.9835 -0.9384 1.74E-07 0.00 2.31E+08 0.1272 143820. 0.00 12.0000 -2.09E-06 -0.2773 -0.5938 1.85E-07 0.00 2.31E+08 0.1025 146880. 0.00 12.2500 -1.54E-06 -1.6152 -0.3243 1.73E-07 0.00 2.31E+08 0.07716 149940. 0.00 12.5000 -1.06E-06 -2.2566 -0.1277 1.48E-07 0.00 2.31E+08 0.05392 153000. 0.00 12.7500 -6.59E-07 -2.4099 0.00456 1.17E-07 0.00 2.31E+08 0.03427 156060. 0.00 13.0000 -3.54E-07 -2.2518 0.08414 8.69E-08 0.00 2.31Ei-08 0.01879 159120. 0.00 13.2500 -1.38E-07 -1.9218 0.1235 5.97E-08 0.00 2.31E+08 0.00744 162180. 0.00 13.5000 4.10E-09 -1.5225 0.1343 3.73E-08 0.00 2.31E+08 -2.26E-04 165240. 0.00 13.7500 8.63E-08 -1.1233 0.1267 2.01E-08 0.00 2.31E+08 -0.00484 168300. 0.00 14.0000 1.25E-07 -0.7663 0.1087 7.82E-09 0.00 2.31E+08 -0.00713 171360. 0.00 14.2500 1.33E-07 -0.4724 0.08642 -2.35E-10 0.00 2.31E+08 -0.00775 174420. 0.00 14.5000 1.23E-07 -0.2477 0.06385 -4.92E-89 0.00 2.31E+08 -0.00730 177480. 0.00 14.7500 1.04E-07 -0.08837 0.04354 -7.10E-09 0.00 2.31E+08 -0.00624 180540. 0.00 15.0000 8.07E-08 0.01488 0.02676 -7.58E-09 0.00 2.31E+08 -0.00494 183600. 0.00 15.2500 5.83E-08 0.07365 0.01391 -7.01E-09 0.00 2.31E+08 -0.00363 186660. 0.00 15.5000 3.87E-08 0.09970 0.00481 -5.88E-09 0.00 2.31E+08 -0.00245 189720. 0.00 15.7500 2.30E-08 0.1036 -0.00108 -4.56E-09 0.00 2.31E+08 -0.00148 192780. 0.00 16.0000 1.13E-08 0.09410 -0.00441 -3.27E-09 0.00 2.31E+08 -7.40E-04 195840. 0.00 16.2500 3.36E-09 0.07781 -0.00585 -2.15E-09 0.00 2.31E+08 -2.23E-04 198900. 0.00 16.5000 -1.58E-09 0.05941 -0.00602 -1.26E-09 0.00 2.31E+08 1.06E-04 201960. 0.00 16.7500 -4.20E-09 0.04190 -0.00543 -6.02E-10 0.00 2.31E+08 2.87E-04 205020. 0.00 17.0000 -5.19E-09 0.02692 -0.00446 -1.54E-10 0.00 2.31E+08 3.60E-04 208080. 0.00 17.2500 -5.13E-09 0.01515 -0.00338 1.19E-10 0.00 2.31E+08 3.61E-04 211140. 0.00 17.5000 -4.48E-89 0.00661 -0.00236 2.61E-10 0.00 2.31E+08 3.20E-04 214200. 0.00 17.7500 -3.56E-09 9.36E-04 -0.00149 3.10E-10 0.00 2.31E+08 2.58E-04 217260. 0.00 18.0000 -2.62E-09 -8.00241 -8.18E-04 3.00E-10 0.00 2.31E+08 1.92E-04 220320. 0.00 18.2500 -1.76E-09 -0.00403 -3.33E-04 2.58E-10 8.00 2.31E+08 1.31E-04 223380. 0.00 18.5000 -1.07E-09 -0.00446 -1.53E-05 2.03E-10 0.00 2.31E+08 8.05E-05 226440. 0.00 18.7500 -5.45E-10 -0.00416 1.68E-04 1.47E-10 0.00 2.31E+08 4.17E-05 229500. 0.00 19.0000 -1.85E-10 -0.00348 2.52E-04 9.73E-11 0.00 2.31E+08 1.44E-05 232560. 0.00 19.2500 3.87E-11 -0.00267 2.69E-04 5.73E-11 0.00 2.31E+08 -3.04E-06 235620. 0.00 Page 11 Page 129 Vnails.lpleo 19.5eee 1.58E-10 -0.00188 2.46E-04 2.77E-11 0.00 2.31E+e8 -1.26E-05 238680. 0.00 19.7500 2.05E-10 -0.00120 2.02E-04 7.69E-12 0.00 2.31E+08 -1.65E-05 241740. 0.00 20.000e 2.05E-10 -6.68E-04 1.52E-04 -4.45E-12 0.00 2.31E+08 -1.67E-05 244800. 0.00 20.2580 1.78E-10 -2.86E-04 1.05E-04 -1.06E-11 0.00 2.31E+08 -1.47E-05 247860. 0.00 20.5000 1.41E-10 -3.55E-05 6.53E-05 -1.27E-11 0.00 2.31E+08 -1.18E-05 250920. 0.00 20.7500 1.02E-10 1.09E-04 3.47E-05 -1.23E-11 0.00 2.31E+08 -8.62E-06 253980. 0.00 21.0000 6.72E-11 1.75E-04 1.31E-05 -1.04E-11 0.00 2.31E+08 -5.76E-06 257040. 0.00 21.2500 3.93E-11 1.89E-04 -6.19E-07 -8.05E-12 0.00 2.31E+08 -3.41E-06 260100. 0.00 21.5000 1.89E-11 1.73E-04 -8.22E-06 -5.69E-12 0.00 2.31E+08 -1.66E-06 263160. 0.00 21.7500 5.19E-12 1.41E-04 -1.14E-05 -3.65E-12 0.00 2.31E+08 -4.60E-07 266220. 0.00 22.0000 -3.01E-12 1.05E-04 -1.17E-05 -2.05E-12 0.00 2.31E+08 2.70E-07 269280. 0.00 22.2500 -7.09E-12 7.15E-05 -1.03E-05 0.00 0.00 2.31E+08 6.44E-07 272340. 0.00 22.5000 -8.39E-12 4.35E-05 -8.19E-06 0.00 0.00 2.31E+08 7.7eE-e7 27540e. 0.00 22.7500 -7.99E-12 2.24E-05 -5.92E-06 0.00 0.00 2.31E+08 7.42E-07 278460. 0.00 23.0000 -6.72E-12 7.93E-06 -3.86E-06 0.00 0.00 2.31E+08 6.30E-07 281520. 8.00 23.2500 -5.14E-12 -8.61E-07 -2.18E-06 0.00 0.00 2.31E+08 4.87E-07 284580. 0.00 23.5000 -3.59E-12 -5.27E-06 -9.38E-07 0.00 0.00 2.31E+08 3.44E-07 287640. 0.00 23.7500 -2.24E-12 -6.58E-06 -9.64E-08 0.00 0.00 2.31E+08 2.17E-07 290700. 0.00 24.0000 -1.15E-12 -5.93E-06 3.99E-07 0.00 0.00 2.31E+08 1.13E-07 293760. 0.00 24.2500 0.00 -4.25E-06 6.13E-07 0.00 0.00 2.31E+08 2.95E-08 296820. 0.00 24.5ee0 0.00 -2.30E-06 5.99E-07 0.00 0.00 2.31E+08 -3.91E-08 299880. 0.00 24.7500 0.00 -7.00E-07 3.90E-07 0.00 0.00 2.31E+08 -1.00E-07 302940. 0.00 25.0000 1.56E-12 0.00 0.00 0.00 0.00 2.31E+08 -1.60E-07 153000. 0.00 * This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile-head deflection = Computed slope at pile head = Maximum bending moment = Maximum shear force = Depth of maximum bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.09577218 inches -0.00379403 radians 26962. inch-lbs 1620. lbs 2.00000000 feet below pile head 0.000000 feet below pile head 12 8 -------------------------------------------------------------------------------- Summary of Pile-head Responses for Conventional Analyses -------------------------------------------------------------------------------- Definitions of Pile-head Loading Conditions: Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M. in-lbs Load Type 2: Load 1 = Shear, V. lbs, and Load 2 = Slope, 5, radians Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R. in-lbs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M. in-lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, 5, radians Load Load Load Axial Pile-head Pile-head Max Shear Max Moment Case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs 1 V, lb 1620. M. in-lb 0.00 32100. 0.09577 -0.00379 1620. 26962. Maximum pile-head deflection = 0.0957721835 inches Maximum pile-head rotation = -0.0037940322 radians = -0.217382 deg. Page 12 Page 130 Vnails.lpleo The analysis ended normally. Page 13 Page 131 PB&A, INC. Micropile-ASD-Case 5.xmcd 11/20/2018 FOR: WMB-ROI JOB: LEGOLAND JOB NO.: 182100 DESCRIPTION: Design of Micropile - East and West Wall REFERENCE: IBC 2015, AJISC 14th Ed.,ACI 318-11, FHWA NHI-05-039 LOCATION: Carlsbad, CA DATE: 11/19/2018 Micronile Structural Design Calculations Design Loads: Length of the Wall Lwaii Nails at East and West Wall ILtotal := 215 = 30 CMU Wall Dimensions Hwall := 30ft WCMU := 12in Micropile Spacing Space 6ft Roof Loads (Ref. Structural Plans) DL1 := 376 lbf LR1 := 251 lbf ft ft CMU Wall DL2 lOSPCfWCMijHwall = 3-15.2 LIP ft Seismic Load E l07kip = 3.57-kip "total Design Load (ASD) LCI := [(DL, + DL2) + LR1].Space = 22.66-kip LC2 := [(DL, + DL2) + 0.71.Space W/O seismic ASD— compl LC1 = 22.66-kip ASD_tension Okip W/ Seismic ASD_comp2 := (DL, + DL2).Space = 21.16-kip ASD_seismic 0.7E = 2.5-kip (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 132 PB&A, INC. Micropile-ASD-Case 5.xmcd 11/20/2018 Factored Load (LRFD) W/O seismic W/ Seismic LC1 := 1.4.(DL1 + D½) L2 := 1.2.(DL1 + DL2) + 1.6•LR1 LC3 := 1.2.(DL1 + D½) + i.:t LRFD_comp1 := max(LCI , LC2): Space = 29.62 kip LRFD_comp2 := 1.2.(DL1 + DL).Space = 25.39-kip LRFD_seismic := E = 3.57-kip Materials: Cement Grout Rod Drill Hole Geometric Properties: Rod is corrosion and abrasion free. ==> Area of Rod I Bond Length GroutArea Neat cement concrete #8ASTMA615 Grade 75 OD 6in Area.Od := 0.79-in 2 Areagrout 7r.OD2 - Arearod = 27.48in2 4000 psi comp. @28 days 75 ksi mm. yield stress Material Strength: Steel Yield Strength Grout Compressive Strength Steel Modulus of Elasticity Grout Modulus of Elasticity I Cap Concrete Compressive Strength FyrOd := 75•ksi _grout := 4•ksi Esteel := 29000ksi Egrout := 4000•ksi fc _cap := 4ksi (1)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 133 PB&A, INC. Micropile-ASD-Case 5.xmcd 11/20/2018 Design Assumption: There is sufficiently competent soil for the full length of all piles, hence the piles are considered to be laterally restrained over the entire pile length. Design Case 1: W/O Seismic Load Axial The axial compression is (FHWAEq. 5-7) - c_uncased 0.4 _grout agrout + 0.47.FY rodarod = 71.82-kip. > ASD_comp1 = 22.66-kip The axial tension is(FHWAEq. 5-8)- t_uncased := O.SSFy rod Area0d = 33. kip > ASD_tension = 0kip Design Case 2: W/ Seismic Load LPILE is used to calculate maximum moment in micropile due to seimic load. Bending Moment. in-kips -c 0 Maximum Moment in Pile Mmax 76kip.in Moment Capacity MLRFD maX 0.7i26kip = 88.2-kip-in Resistance Factor (Table 10.5.5.2.5-2) 0.75 The axial compression resistance is perAASHTO Eq. 10.9.3.10.2b-1 & 10.9.3.102b-2 LRFD_max := 1Pcu (0.85f groutreagrout + Fy rod Aze%d) = 114.52-kip (1)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 134 PB&A, INC. Micropile-ASD-Case 5.xmcd 11/20/2018 Maximum Axial Load in Seismic Event Combined Axial and Bending (FHWA Eq. 5-6) Bond Length Assumed Allowable Bond Strength: Drill Hole Diameter Ultimate Bond Strength Factor of Safety Uncased Length (FHWA Eq. 5-9) Micrope Length "max LRFD_comp2 = 25.39-kip "max Mmax + - 1.08 Acceptable LRFD_max MLpJD m - DiabOfld 8in OLbond ultimate strength := 2500psf FSbofld := 2 ASD comp1bond Luncased := Qbond_u1timate_stretgth.()abond) = 8.66-ft Luncased := lift Lpiie := Luncased = ii ft Design Strength for Field Test Load Tension Verification Test (FHWA Eq. 5-23) "test_compression := 0.8.(0.85.fc grout1eagrout + F rod.Ar rod) = 122.16-kip "test—tension: 0.8.(Fy rod.Are%d) = 47.4-kip Required Plate Thickness per AISC 14th Ed. Eq. 14-7b. pg 14-6 Diameter of Casing: d:= 1in Width of Plate: B:= 4-in Length of Plate: N := lB = 4-in m:= N— 0.95.d = 1.53. in n:= B _:.8.d = 1.6in ni := '= 0.25- in Distance from edge of Hole to edge of I:= max(m, n, >vnl) = 1.6-in, Plate: Yield Strength of Plate: Fy_plate := 36•ksi X := 1.0 (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael. CA e-mail:pba@pbandainc.com Page 135 PB&A, INC. Micropile-ASO-Case 5.xmcd 11/20/2018 tplate I J 2LRFD_comp1 O.9Fy_pIateBN = 0.54 in Use 314"x4" SO plate supported by threadbar hex nut. 3 tplate := in Plate Weld to Casing Weld Length Ltop weld : ITOD = 18.85-in Weld Size . tweld 1 I n Weld Strength FE70 := 70ksi Factor of Safety FS := 2 Weld Strength top_weld := O.6FE7OXXO.7O74weldLtop_weld 2 = 69.96-kip Pile Cap Deaign: Punching Shear Check: Cap Beam Depth Embedded Micropile Depth Cover Depth Shear Dimensions Effective area of cone con e.....desiqn....strenq th Depth := Ift DePthpiie 0.5f't Cover := Depth - DePthpiie - tplate = 0.44 ft dl := B d2 := dl + 2•Cover = 14.5 in Acp := 4d2• Cover = 304.5 •in2 Minimum Cone Design Strength perACi 11.112.1- Eq 11-33, A1.0 cone_design_sfrength : 4.0.75.psi.J_c_cap = > LRFD_compl = 29.62-kip ps psi (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste. 207 San Rafael, CA e-mail:pba@pbandainc.com Page 136 Deflection, inches Bending Moment, in-kips 0 0.05 0.1 0.15 0.2 0.25 20 . 40 60 15 20 25 CL 0) ra Shear Force, kips -2 -1 0 1 2 3 .0 0.001 Curvature, radians/inch Mobilized El, kip-in2 Mobilized Soil Reaction, p, lbs/inch 0 500,000 -200 -100 0 CL 0) Iw EZ- 4- a 0) 10 15 Page 137 Vnails - 2.1plOo LPile for Windows Version 2018-10.001 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method 0 1985-2017 by EnsoFt, Inc. All Rights Reserved This copy of LPile is being used by: PB&A San Rafael Serial Number of Security Device: 228736876 This copy of LPile is licensed for exclusive use by: PB&A, Inc., San Anselmo, Califor Use of this program by any entity other than PB&A, Inc., San Anselmo, Califor is a violation of the software license agreement. Files Used for Analysis ----------------------- Path to file locations: \D\18000-AAA\182100- Legoland\Calcs\ Name of input data file: Vnails - 2.1plO Name of output report file: Vnails - 2.1plO Name of plot output file: Vnails - 2.1plO Name of runtime message file: Vnails - 2.1plO -------------------------------------------------------------------------------- Date and Time of Analysis -------------------------------------------------------------------------------- Date: November 20, 2018 Time: 20:04:39 -------------------------------------------------------------------------------- Problem Title -------------------------------------------------------------------------------- Project Name: Job Number: Client: Page 1 Page 138 Wails - 2.1pleo Engineer: Description: -------------------------------------------------------------------------------- Program Options and Settings -------------------------------------------------------------------------------- Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - Static loading specified - Use of p-y modification factors for p-y curves not selected - Analysis uses layering correction (Method of Georgiadis) - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - Output files use decimal points to denote decimal symbols. - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats --------------------------------------- Pile Structural Properties and Geometry Number of pile sections defined = :1 Total length of pile = 25.000 ft Depth of ground surface below top of pile = 0.0000 ft Pile diameters used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches 1 0.000 8.0eee Page 2 Page 139 Vnails - 2.1plOo 2 25.000 8.0000 Input Structural Properties for Pile Sections: ---------------------------------------------- Pile Section No. 1: Section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 25.000080 ft Shaft Diameter = 8.00000 in Shear capacity of section = 0.0000 lbs -------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.800 degrees = 0.080 radians Pile Batter Angle = 0.000 degrees = 0.000 radians -------------------------------------------------------------------------------- Soil and Rock Layering Information -------------------------------------------------------------------------------- The soil profile is modelled using 1 layers Layer 1 is cemented silt with cohesion and friction Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 50.000ee0 ft Effective unit weight at top of layer = 125.000000 pcf Effective unit weight at bottom of layer = 125.000000 pcf Undrained cohesion at top of layer = 150.000000 psf Undrained cohesion at bottom of layer =' 150.000000 psf Friction angle at top of layer = 31.000000 deg. Friction angle at bottom of layer = 31.000000 deg. Epsilon-50 at top of layer = 0.0000 Epsilon-SO at bottom of layer = 0.0000 Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for Epsilon-Se will be computed for this layer. NOTE: Default values for subgrade k will be-computed for this layer. (Depth of the lowest soil layer extends 25.000 ft below the pile tip) -------------------------------------------------------------------------------- Summary of Input Soil Properties -------------------------------------------------------------------------------- Layer Soil Type Layer Effective Undrained Angle of E50 Layer Name Depth Unit Wt. Cohesion Friction or kpy Num. (p-y Curve Type) ft pcf psf deg. krm pci 1 Cemented 0.00 125.0000 150.0000 31.0000 default default Silt 50.0000 125.0000 150.0000 31.0000 default default Page 3 Page 140 Vnails - 2.1plOo --------------------------------------------------------------------------------- Static Loading Type --------------------------------------------------------------------------------- Static loading criteria were used when computing p-y curves for all analyses. -------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 1 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length 1 1 V = 3570. lbs M = 0.0080 in-lbs 25398. No V = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness -------------------------------------------------------------------------------- Axial thrust force values were determined from pile-head loading conditions. Number of Pile Sections Analyzed = 1 Pile Section No. 1: ------------------- Dimensions and Properties of Drilled Shaft (Bored Pile): -------------------------------------------------------- Length of Section = 25.000800 ft Shaft Diameter . = 8.000800 in Concrete Cover Thickness = 1.000800 in Number of Reinforcing Bars = 1 bar Yield Stress of Reinforcing Bars = 75800. psi Modulus of Elasticity of Reinforcing Bars = 29008080. psi Gross Area of Shaft = 50.265482 sq. in. Total Area of Reinforcing Steel = 0.790008 sq. in. Area Ratio of Steel Reinforcement = 1.57 percent Edge-to-Edge Bar Spacing = -1.888800 in Maximum Concrete Aggregate Size = 0.750008 in Ratio of Bar Spacing to Aggregate Size = -1.33 Offset of Center of Rebar Cage from Center of Pile = 8.8808 in Axial Structural Capacities: ----------------------------- Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 227.467 kips Tensile Load for Cracking of Concrete = -23.220 kips Nominal Axial Tensile Capacity = -59.250 kips Page Page 141 Vnails - 2.1plOo Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X V Number inches sq. in. inches inches 1 1.ee0000 0.790000 0.00080 0.00000 NOTE: The positions of the above rebars were computed by LPile Concrete Properties: -------------------- Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete = -474.341649 psi Compression Strain at Peak Stress = 0.001886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1 Number Axial Thrust Force kips 1 25.390 Definitions of Run Messages and Notes: -------------------------------------- C = concrete in section has cracked in tension. V = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension-controlled section met) tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (El) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 25.390 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi 0.00000125 1.0010054 800804. 93.6754345 0.0001171 0.0001071 0.4810039 3.3942845 0.00000250 2.0052625 802105. 48.8397074 0.0001221 0.0001021 0.5006872 3.5379788 0.00000375 3.0095084 802536. 33.8953200 0.0001271 0.00009711 0.5203280 3.6817661 0.00000500 4.0137378 802748. 26.4237676 0.0001321 0.00009212 0.5399262 3.8256463 Page 5 Page 142 Wails - 2.1plOo e.e0008625 5.0179451 802871. 21.9413492 0.0001371 0.00008713 0.5594816 3.9696196 0.00000750 6.0221250 80295e. 18.9534978 0.0001422 0.00008215 0.5789942 4.1136858 0.00000875 7.0262719 803003. 16.8196848 0.0001472 e.00007717 0.5984639 4.2578450 0.00001000 8.0303806 803038. 15.2196456 0.0001522 0.00007220 0.6178904 4.4020973 0.00001125 9.0344455 803062. 13.9754558 0.0001572 0.00006722 0.6372739 4.5464425 0.00001250 10.0384611 803077. 12.9803605 0.0001623 0.00006225 0.656614e 4.6908807 0.00001375 11.0424222 803085. 12.1664248 0.0001673 0.00005729 0.6759108 4.8354119 0.00001500 12.0463231 803088. 11.4883589 0.0001723 0.00005233 0.6951641 4.9800362 0.00001625 13.0501586 803087. 10.9148083 0.0001774 0.00004737 0.7143738 5.1247534 0.00001750 14.0539231 803081. 10.4233767 0.0001824 0.00084241 0.7335398 5.2695637 0.00081875 15.e576112 8e3073. 9.9976404 0.0001875 0.00003746 0.7526620 5.4144670 0.00002008 16.0612174 803061. 9.6252816 0.0081925 0.00003251 0.7717403 5.5594634 0.00002125 17.0647364 803046. 9.2968807 0.0001976 0.00002756 0.7907746 5.7045528 0.00002250 18.0681627 803029. 9.0051114 0.00e2026 0.00002262 0.8097647 5.8497352 0.00002375 19.0714988 803010. 8.7441897 0.0082077 8.00001767 0.8287106 5.9950107 0.00002500 20.0747154 882989. 8.5894886 0.0882127 0.00001274 0.8476122 6.1403793 0.00082625 21.0778309 882965. 8.2972622 8.0082178 0.00000780 0.8664693 6.2858409 0.00082750 22.0808319 802939. 8.1844459 0.0082229 0.00808287 0.8852819 6.4313957 0.00002875 23.0837123 802912. 7.9285078 0.0082279 -0.00080206 8.9840498 6.5778435 8.88003088 24.0864269 802881. 7.7673367 0.0002330 -0.00808698 0.9227727 6.7227830 0.08003125 25.0888471 802843. 7.6191557 0.8002381 -0.00001190 0.9414501 6.8686899 0.80003250 26.0908174 802794. 7.4824682 0.0082432 -0.00001682 0.9600810 7.8145188 0.00003375 27.0921856 802731. 7.3559684 0.0082483 -0.00e02174 0.9786647 7.1605041 0.08003588 28.0928098 802652. 7.2385816 0.0082534 -0.00882665 0.99720e5 7. 3065605 0.08003625 29.0925612 882553. 7.1293532 0.0002584 -0.00003156 1.0156875 7.4526827 0.00003750 30.0913245 882435. 7.0274630 0.0002635 -0.00883647 1.0341252 7.5988661 0.00003875 31.8889993 802297. 6.9321970 0.0002686 -0.00004138 1.0525129 7.7451064 0.00004000 32.0854959 802137. 6.8429308 0.0002737 -e.000e4628 1.0708500 7.8913998 0.00004125 33.0807349 801957. 6.7591160 0.0002788 -0.00005119 1.0891361 8.0377426 0.08004250 34.0746466 801756. 6.6802690 0.0002839 -0.00005609 1.1073707 8.1841317 0.00004375 35.0671699 801535. 6.6059616 0.0002890 -0.00806099 1.1255533 8.3305639 0.00084500 36.0582510 801294. 6.5358136 0.0002941 -0.80006589 1.1436836 8.4770368 0.00004625 37.0478427 801034. 6.4694858 0.0002992 -0.00e07079 1.1617613 8.6235480 Page 6 Page 143 Vnails - 2.1pleo 0.08084750 38.0359026 800756. 6.4066751 e.00e3043 -0.00007568 1.1797860 8.7700951 0.80004875 39.0223928 880459. 6.3471095 0.8803094 -0.00008058 1.1977575 8.9166763 e.00005125 40.9905341 799815. 6.2367591 0.0003196 -0.08809037 1.2335397 9.2099334 0.00085375 42.9520439 799108. 6.1367484 0.0003299 -0.0001001 1.2691059 9.5033067 0.00005625 44.9067438 798342. 6.0456923 0.0003401 -e.e001099 1.3044548 9.7967858 0.00005875 44.9067438 764370. 5.7680223 0.0083384 -0.0081316 1.2982926 9.7454877 C 0.00006125 44.9067438 733171. 5.6614402 0.0803468 -0.0001432 1.3270135 9.9850834 C 0.00006375 44.9067438 704420. 5.5691244 0.8003550 -0.0001550 1.3552586 10.2219689 C 0.00006625 44.9067438 677838. 5.4824161 0.0803632 -0.0001668 1.3830446 10.4562421 C 0.00086875 44.9067438 653189. 5.4007591 0.0003713 -0.0001787 1.4103896 10.6880137 C 0.00007125 44.9067438 630270. 5.3236821 0.0003793 -e.00e1907 1.4373127 10.9174083 C 0.00807375 44.9067438 608905. 5.2507845 0.0003872 -0.0002028 1.4638346 11.1445656 C 0.00007625 44.9067438 588941. 5.1817253 0.0003951 -0.0082149 1.4899772 11.3696402 C 0.00007875 45.1381695 573183. 5.1162137 0.0004029 -0.0002271 1.5157641 11.5928032 C 0.00008125 45.7644686 563255. 5.0540023 0.0004106 -0.0002394 1.5412203 11.8142431 C 0.08008375 46.3728570 553706. 4.9948806 0.0004183 -0.0002517 1.5663724. 12.0341665 C 0.08008625 46.9578963 544439. 4.9383305 0.0004259 -0.0802641 1.5911523 12.2519494 C 0.00008875 47.5264977 535510. 4.8843794 0.0004335 -0.0002765 1.6156348 12.4682216 C 0.00009125 48.0832605 526940. 4.8329915 0.0004410 -0.0002890 1.6398754 12.6834540 C 0.00009375 48.6198287 518612. 4.7836027 0.0004485 -0.0003015 1.6637668 12.8966701 C 0.00009625 49.1448776 510596. 4.7363825 0.0804559 -0.0003141 1.6874135 13.1087780 C 0.00009875 49.6585084 502871. 4.6911687 0.8804633 -0.0003267 1.7108180 13.3197846 C 0.0001013 50.1562373 495370. 4.6476036 0.0004706 -0.0003394 1.7339147 13.5290762 C 0.0001038 50.6480455 488174. 4.6059734 0.0004779 -0.0003521 1.7568401 13.7378727 C 0.0081063 51.1226909 481155. 4.5656601 0.8004851 -0.0003649 1.7794333 13.9446903 C 0.0001088 51.5937810 474426. 4.5271276 0.0004923 -0.0003777 1.8018874 14.1512790 C 0.0801113 52.0495147 467861. 4.4897532 0.0004995 -0.0003905 1.8240276 14.3560167 C 0.0001138 52.5011137 461548. 4.4539207 0.0005066 -0.0804034 1.8460201 14.5604212 C 0.0001163 52.9423631 455418. 4.4192592 0.0005137 -0.0004163 1.8677676 14.7635778 C 0.0001188 53.3764673 449486. 4.3858263 0.0005208 -0.0804292 1.8893203 14.9659398 C 0.0001213 53.8070095 443769. 4.3536853 0.0005279 -0.8004421 1.9107313 15.1679964 C 0.0001238 54.2251113 438183. 4.3223830 0.0005349 -0.0004551 1.9318596 15.3684024 C 0.0001263 54.6425485 432812. 4.2923549 0.0005419 -0.0004681 1.9528937 15.5689348 C Page 7 Page 144 Vnails - 2.1pleo 0.0001288 55.0515927 427585. 4.2631957 0.0005489 -0.0004811 1.9737047 15.7683573 C 0.0001313 55.4543e47 422509. 4.2349411 0.0005558 -0.0004942 1.9943282 15.9669948 C 0.0001338 55.8563639 417618. 4.2077744 0.0005628 -8.0005072 2.0148588 16.1657555 C 0.0001363 56.2490905 412837. 4.1812628 0.0005697 -0.0005203 2.0351454 16.3631651 C 0.0001388 56.6375726 408199. 4.1555844 0.0005766 -0.0005334 2.0552776 16.5600830 C 0.0001413 57.0254144 403720. 4.1308442 e.00e5835 -0.0005465 2.0753183 16.7571211 C 0.0001438 57.4064276 399349. 4.1067252 0.0005903 -0.0005597 2.0951545 16.9531612 C 0.0001463 57.7817463 395089. 4.0832427 0.0805972 -0.0005728 2.1148079 17.1484036 C 0.0001488 58.1564375 390968. 4.0605768 0.0006040 -0.0005860 2.1343711 17.3437634 C e.0e01588 59.6174626 375543. 3.9759846 0.0006312 -0.0006388 2.2111230 -18.3414108 C 0.0001688 61.0291018 361654. 3.9001483 0.0006582 -0.0006918 2.2856679 -19.8678992 C 0.0081788 62.3990737 349086. 3.8317940 0.0006849 -0.0007451 2.3581392 -21.3995875 C 0.08e1888 63.7344277 337666. 3.7699365 0.0007116 -0.0087984 2.4286711 -22.9353598 C 0.0001988 65.0415981 327253. 3.7138123 0.0007381 -0.0008519 2.4974008 -24.4739635 C e.00e2088 66.3147416 317675. 3.6622843 0.0007645 -0.0009055 2.5641792 -26.0172957 C 0.0002188 67.5652866 308870. 3.6151374 0.0007908 -0.0009592 2.6292606 -27.5627218 C 0.0002288 68.7950478 300743. 3.5718679 0.0008171 -0.0010129 2.6926970 -29.1097708 C 0.0002388 69.9997664 293193. 3.5317451 0.0008432 -0.0010668 2.7543604 -30.6601295 C 0.0002488 71.1889582 286187. 3.4947990 0.8008693 -0.0011207 2.8145059 -32.2108427 C 0.0002588 72.3574401 279642. 3.4603902 0.0008954 -0.0011746 2.8729777 -33.7639463 C 0.0002688 73.5083569 273519. 3.4283701 0.0009214 -0.0012286 2.9298695 -35.3183894 C 0.0002788 74.6496622 267801. 3.3988282 0.0009474 -0.0012826 2.9853955 -36.8713717 C 0.0002888 75.7655038 262391. 3.3707534 0.0009733 -0.0013367 3.0390948 -38.4292025 C 0.0002988 76.8725455 257314. 3.3447599 0.0009992 -0.0013908 3.0914560 -39.9852853 C 0.0003088 77.9706891 252537. 3.3206474 0.0010252 -0.0014448 3.1424699 -41.5396029 C 0.0003188 79.0462149 247988. 3.2975615 0.0010511 -0.0014989 3.1917144 -4.3.0984155 C 0.0003288 80.1125562 243688. 3.2760486 0.0010770 -0.0015530 3.2396053 -44.6556205 C 0.0003388 81.1700055 239616. 3.2559897 0.0011030 -0.0016070 3.2861454 -46.2110199 C 0.0003488 82.2167973 235747. 3.2371729 0.0011290 -0.0016610 3.3312714 -47.7654913 C 0.0083588 83.2452599 232043. 3.2190956 0.8011549 -0.0017151 3.3747388 -49.3231833 C e.e003688 84.2648186 228515. 3.2821727 0.0011808 -0.0017692 3.4168479 -58.8790150 C 0.0803788 85.2753712 225149. 3.1863147 0.0012068 -0.0018232 3.4575913 -52.4329653 C 0.e083888 86.2768135 221934. 3.1714413 0.0012329 -e.0018771 3.4969581 -53.9850124 C Page 8 Page 145 Wails - 2.1pleo 0.0083988 87.2675449 218853. 3.1573948 0.8012590 -0.001931e 3.5348886 -55.5361246 C 0.0004088 88.2425384 215884. 3.1438327 0.0012850 -0.0019850 3.5712173 -57.0896425 C e.00e4188 89.2083717 213035. 3.1310812 0.0013111 -0.0020389 3.6061598 -58.6411812 C 0.00e4288 90.1649351 210297. 3.1190858 0.0e13373 -0.0020927 3.6397053 -60.1907159 C 0.0004388 91.1121165 207663. 3.1077967 0.0913635 -0.0921465 3.6718430 -61.7382210 C 0.0004488 92.8498013 205125. 3.0971686 0.0013899 -e.0022001 3.7025616 -63.2836703 C 0.0004588 92.9778725 202677. 3.0871605 0.0014162 -0.0022538 3.7318498 -64.8270369 C 0.0004688 93.8949573 280309. 3.0776528 0.0014426 -0.0023074 3.7596560 -66.3694058 C 0.0004788 94.7984971 198813. 3.0684517 0.0814690 -0.0023610 3.7858981 -67.9130330 C 0.0004888 95.6923042 195790. 3.0597818 0.0014955 -0.0024145 3.8106933 -69.4544664 C 0.0004988 96.5762524 193637. 3.0516134 0.0015220 -0.0024680 3.8340293 -70.9936747 C 0.0005088 97.4502122 191548. 3.0439192 0.0015486 -0.0025214 3.8558936 -72.5306257 C 0.0005188 98.3140507 189521. 3.0366739 0.0015753 -0.0025747 3.8762731 -74.0652861 C 0.0005288 99.1676321 187551. 3.0298542 0.0016020 -0.0026280 3.8951548 -75.0000000 CV 0.0005388 100.0108170 185635. 3.0234387 0.0016289 -0.0026811 3.9125251 -75.0000000 CV 0.0005488 100.8434625 183769. 3.0174076 0.0816558 -0.0027342 3.9283702 -75.8000000 CV 0.0006088 185.6046500 173478. 2.9878865 0.0818189 -0.0030511 3.9985373 -75.0000000 CV 0.0006688 109.9385830 164394. 2.9682779 0.0019850 -0.8033650 3.9986240 -75.0000000 CV 0.0007288 113.7963799 156153. 2.9573279 8.0821552 -0.8036748 3.9979521 -75.0000008 CV 0.0007888 117.1915272 148579. 2.9532170 0.0023293 -0.0039807 3.9989766 -75.08000e0 CV 0.0088488 128.1707938 141586. 2.9543679 0.0825075 -0.0042825 3.9993631 -75.0000000 CV 0.0009088 122.7767592 135105. 2.9596103 0.0026895 -0.0045805 3.9987924 75.0080008 CV 0.0009688 125.0495868 129083. 2.9680423 0.0828753 -0.0048747 3.9963179 75.0000000 CV 0.8010288 127.0222018 123472. 2.9789965 0.0030646 -0.0051654 3.9997478 75.0880000 CV 0.0010888 128.7209503 118228. 2.9919828 0.0832575 -0.0054525 3.9951178 75.0000000 CV 0.0011488 130.1761642 113320. 3.0062399 0.0034534 -0.0057366 3.9981007 75.0000008 CV 0.0012088 131.4160048 108721. 3.0212634 0.0036520 -0.0060180 3.9993913 75.0000000 CV 0.0012688 131.4846025 103633. 3.0424255 0.0038601 -0.0062899 3.9999667 75.0000000 CV -------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 -------------------------------------------------------------------------------- Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. Page 9 Page 146 Wails - 2.1pleo No. kips in-kip Strain 1 25.39e 126.349 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in A2 1 0.65 126.348772 16.583500 82.126702 236080. 1 0.70 126.348772 17.773000 88.444141 215289. 1 0.75 126.348772 19.042500 94.761579 198106. -------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 --------------------------------------------------------------------------------- Pile-head conditions are Shear and Moment (Loading Type 1) Shear force at pile head = 3570.0 lbs Applied moment at pile head = 0.0 in-lbs Axial thrust load on pile head = 25390.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Eshi Lat. Load feet inches in-lbs lbs radians psi* in-1b'2 lb/inch lb/inch lb/inch 0.00 0.2591 -4.45E-08 3570. -0.00839 0.00 8.01E+08 -6.1361 35.5234 0.00 0.2590 0.2339 11322. 3524. -0.00837 0.00 8.01E+08 -24.5753 315.1743 0.0e 0.5000 0.2089 22419. 3419. -0.00831 0.00 8.03E+08 -45.5097 653.6624 0.00 0.7588 0.1841 3310e. 3247. -0.00821 0.00 8.02E+08 -68.8e90 1121. 0.08 1.0000 0.1596 43153. 3001. -0.0e806 0.00 7.99E+08 -95.7057 1799. 0.00 1.2500 0.1357 52332. 2664. -0.00781 0.00 4.64E+08 -128.4552 284e. 0.00 1.5800 0.1128 60329. 2240. -0.00740 0.00 3.68E+08 -154.6839 4115. 0.00 1.7500 0.09131 66897. 1743. -0.00683 0.00 3.13E+08 -176.4544 5798. 0.00 2.0800 0.07177 71827. 1189. -0.00613 0.00 2.83E+08 -192.8444 8061. 0.00 2.2500 0.e5452 74964. 591.5975 -0.00533 8.00 2.66E+08 -285.3905 11301. 0.00 2.5000 0.03981 76188. -31.8254 -0.00447 8.00 2.60E+88 -210.2247 15842. 0.00 2.7500 0.02773 75453. -659.5835 -0.00360 0.00 2.64E+08 -208.2806 22533. 0.00 3.0080 0.01822 72779. -1277. -0.00278 0.00 2.77E+08 -203.5485 33508. 0.00 3.2500 0.01108 68212. -1803. -0.00205 0.00 3.05E+08 -146.9071 39780. 0.00 3.5880 0.00595 62272. -2151. -0.00144 0.00 3.50E+08 -84.9662 42840. 0.00 3.7500 0.00242 55527. -2334. -9.79E-04 0.00 4.22Ei08 -37.0471 45900. 0.00 Page 10 Page 147 Wails - 2.1pleo 4.e0ee 7.80E-05 48418. -2391. -6.42E-04 0.00 5.22E+08 -1.2726 48960. 0.00 4.2500 -0.00143 41277. -2356. -4.25E-04 0.00 8.00E+08 24.7998 52020. 0.00 4.58e0 -e.00247 34347. -2251. -2.84E-04 0.00 8.02E+08 45.4184 55080. 0.00 4.7500 -0.00313 27816. -2092. -1.67E-04 0.00 8.03E+08 60.6941 58140. 0.00 5.eeee -0.00348 21823. -1894. -7.46E-05 0.00 8.03E+08 70.9495 61208. 0.00 5.2500 -0.00358 16463. -1673. -3.09E-06 0.00 8.03E+08 76.6715 64260. 0.00 5.5000 -0.00350 11788. -1440. 4.97E-05 0.00 8.03E+08 78.4604 67320. 0.00 5.7500 -0.00328 7816. -1207. 8.63E-05 0.00 8.03E+08 76.9808 70380. 0.00 6.0000 -0.00298 4534. -981.9305 1.09E-04 0.00 8.03E+08 72.9180 73440. 0.00 6.2500 -0.00263 1908. -772.1410 1.21E-04 0.00 8.02E+08 66.9416 76500. 0.00 6.5000 -0.00225 -117.1902 -582.2140 1.25E-04 0.00 8.01E+08 59.6764 79560. 0.00 6.750e -0.00188 -1605. -415.1756 1.22E-04 0.00 8.02E+08 51.6826 82620. 0.00 7.0000 -0.00152 -2627. -272.4900 1.14E-04 0.00 8.02E+08 43.4411 85680. 0.00 7.2500 -0.00119 -3257. -154.3097 1.03E-04 0.00 8.03E+08 35.3457 88740. 0.00 7.5000 -9.85E-04 -3568. -59.7371 8.99E-05 0.00 8.03E+08 27.7026 91800. 0.00 7.750e -6.56E-04 -3629. 12.9176 7.64E-05 0.00 8.03E+08 20.7339 94860. 0.00 8.000e -4.47E-04 -3502. 65.8945 6.31E-05 0.00 8.03E+08 14.5841 97920. 0.00 8.2500 -2.77E-04 -3243. 101.7656 5.05E-05 0.00 8.03E+08 9.3300 100980. 0.00 8.5000 -1.44E-04 -2899. 123.2474 3.90E-05 0.00 8.03E+08 4.9912 104040. 0.00 8.7500 -4.32E-05 -2510. 133.0463 2.89E-05 0.00 8.02E+08 1.5414 107100. 0.00 9.0000 2.94E-05 -2106. 133.7381 2.03E-05 0.00 8.02E+08 -1.0802 110160. 0.00 9.2500 7.84E-05 -1710. 127.6805 1.31E-05 0.00 8.02E+08 -2.9582 113220. 0.00 9.5080 1.08E-04 -1342. 116.9550 7.41E-06 0.00 8.01E+08 -4.1921 116280. 0.00 9.7500 1.23E-04 -1010. 103.3357 3.01E-06 0.00 8.01E+08 -4.8874 119340. 0.00 10.0eee 1.26E-04 -721.9659 88.2800 -2.34E-07 0.00 8.01E+08 -5.1497 122400. 0.00 10.2580 1.21E-04 -480.1786 72.9363 -2.49E-06 0.00 8.01E+08 -5.e795 125460. 0.00 10.5080 1.11E-04 -283.9694 58.1646 -3.92E-06 0.00 8.01E+08 -4.7683 128520. 0.00 10.75e0 9.80E-05 -130.5944 44.5673 -4.69E-06 0.00 8.01E+08 -4.2965 131580. 0.00 11.0000 8.31E-05 -15.8509 32.5250 -4.97E-06 0.00 8.01E+08 -3.7316 134640. 0.00 11.2500 6.82E-05 65.3124 22.2350 -4.87E-06 0.00 8.01E+08 -3.1283 137700. 8.00 11.5000 5.39E-05 118.3019 13.7492 -4.53E-06 0.00 8.01E+08 -2.5289 140760. 8.00 11.7500 4.10E-05 148.4976 7.0096 -4.03E-06 0.00 8.01E+08 -1.9641 143820. 0.00 12.0880 2.97E-05 160.9739 1.8815 -3.45E-06 0.00 8.01E+08 -1.4547 146880. 8.00 12.2500 2.03E-05 160.3122 -1.8195 -2.85E-06 0.00 8.01E+08 -1.0127 149940. 0.00 12.5000 1.26E-05 150.4908 -4.3035 -2.27E-06 0.00 8.01E+08 -0.6433 153000. 0.00 12.7500 6.66E-06 134.8369 -5.7878 -1.73E-06 0.00 8.01E+08 -0.3463 156060. 0.00 13.0000 2.22E-06 116.0281 -6.4834 -1.26E-06 0.00 8.01E+08 -0.1175 159120. 8.00 13.2500 -9.22E-07 96.1287 -6.5849 -8.66E-07 0.00 8.01E+08 0.04986 162180. 0.00 13.5080 -2.98E-06 76.6506 -6.2640 -5.42E-07 0.00 8.01E+08 0.1641 165240. 0.00 13.7500 -4.17E-06 58.6275 -5.6665 -2.89E-07 0.00 8.01E+08 0.2342 168380. 0.00 14.0080 -4.71E-06 42.6955 -4.9115 -9.89E-08 0.00 8.01E+08 0.2691 171360. 0.00 14.2500 -4.77E-06 29.1735 -4.0920 3.57E-08 0.00 8.01E+08 0.2772 174420. 8.00 14.5000 -4.50E-06 18.1383 -3.2770 1.24E-07 0.00 8.01E+08 0.2661 177480. 8.00 14.7500 -4.82E-06 9.4924 -2.5148 1.76E-07 0.00 8.01E+08 0.2421 180540. 8.00 15.0880 -3.44E-06 3.0225 -1.8358 2.00E-07 0.00 8.01E+08 0.2106 183600. 8.80 15.2500 -2.83E-06 -1.5529 -1.2563 2.02E-07 0.00 8.01E+08 0.1758 186660. 8.80 15.5800 -2.23E-06 -4.5458 -0.7813 1.91E-07 0.00 8.01E+08 0.1409 189720. 8.00 15.7500 -1.68E-06 -6.2697 -0.4080 1.71E-87 0.00 8.01E+08 0.1080 192780. 0.00 16.0800 -1.20E-06 -7.0200 -0.1282 1.46E-07 0.00 8.01E+08 0.07858 195840. 8.00 16.2500 -8.86E-07 -7.0610 0.06987 1.19E-07 0.00 8.01E+08 0.05345 198900. 0.00 16.5000 -4.88E-07 -6.6189 0.1993 9.37E-08 0.00 8.01E+08 0.03285 201960. 0.00 16.7500 -2.44E-07 -5.8794 0.2736 7.83E-08 0.00 8.01E+08 0.01668 205020. 0.00 17.0000 -6.62E-08 -4.9881 0.3055 4.99E-08 0.00 8.01E+08 0.08459 208080. 0.00 17.2580 5.55E-08 -4.0540 0.3065 3.30E-08 0.00 8.01E+08 -0.88391 211140. 0.00 17.5000 1.32E-07 -3.1539 0.2866 1.95E-08 0.00 8.01E+08 -0.00940 214200. 0.00 17.7500 1.72E-07 -2.3376 0.2537 9.20E-09 0.00 8.O1E+08 -0.01249 217260. 0.00 18.0000 1.87E-07 -1.6330 0.2144 1.76E-09 0.00 8.01E+08 -0.01373 220320. 0.00 18.2500 1.83E-07 -1.0515 0.1734 -3.26E-09 0.00 8.01E+08 -0.01363 223380. 0.00 18.5000 1.67E-07 -0.5923 0.1340 -6.34E-09 0.00 8.01E+08 -0.01263 226440. 0.00 18.7500 1.45E-07 -0.2466 0.09840 -7.91E-09 0.00 8.01E+08 -0.01109 229500. 0.00 19.0000 1.20E-07 -7.12E-04 0.06783 -8.38E-09 0.00 8.01E+08 -0.00929 232560. 0.00 19.2500 9.47E-08 0.1616 0.04273 -8.08E-09 0.00 8.01E+08 -0.00744 235620. 0.00 19.5000 7.14E-08 0.2569 0.02306 -7.29E-09 0.00 8.01E+08 -0.00568 238680. 0.00 19.7500 5.09E-08 0.3010 0.00838 -6.25E-09 0.00 8.01E+08 -0.00411 241740. 0.00 20.0000 3.39E-08 0.3081 -0.00193 -5.11E-09 0.00 8.01E+08 -0.00277 244800. 0.00 20.2580 2.03E-08 0.2903 -0.00859 -3.99E-09 0.00 8.01E+08 -0.00168 247860. 0.00 Page 11 Page 148 Wails - 2.1pleo 20.5000 9.98E-09 0.2572 -0.01236 -2.96E-e9 0.00 8.e1E+08 -8.35E-04 250920. 0.00 20.7500 2.55E-09 0.2165 -0.01394 -2.07E-09 0.00 8.01E+08 -2.16E-04 253980. e.0e 21.0000 -2.45E-09 0.1739 -0.01395 -1.34E-09 0.00 8.@1E+08 2.1eE-04 257e40. e.0e 21.2500 -5.50E-09 0.1331 -0.01292 -7.67E-10 0.00 8.01E+08 4.77E-04 260100. 0.00 21.5000 -7.05E-09 0.09650 -0.01127 -3.37E-10 0.00 8.01E+08 6.19E-04 263160. 0.00 21.7500 -7.52E-e9 0.06548 -0.00934 -3.32E-11 0.0e 8.01E+08 6.67E-e4 266220. 0.00 22.eee0 -7.25E-09 0.04045 -0.00737 1.65E-10 0.00 8.01E+08 6.51E-04 269280. 0.00 22.2500 -6.53E-09 0.02127 -0.00550 2.81E-10 0.0e 8.01E+08 5.93E-04 272340. e.0e 22.5000 -5.57E-09 0.00741 -0.00384 3.35E-10 0.00 8.01E+08 5.11E-04 275400. e.0e 22.7500 -4.52E-09 -0.00185 -0.00245 3.45E-10 0.00 8.01E+08 4.20E-04 278460. 0.00 23.0000 -3.50E-09 -0.00733 -0.00133 3.28E-10 0.ee 8.01E+08 3.28E-04 281520. 0.00 23.2500 -2.56E-09 -0.00985 -4.70E-04 2.96E-10 0.00 8.01E+08 2.42E-04 284580. 0.00 23.5000 -1.72E-09 -0.01019 1.42E-04 2.58E-10 0.00 8.01E+08 1.65E-04 287640. 0.00 23.7500 -1.01E-09 -0.00904 5.36E-04 2.22E-10 0.00 8.01E+08 9.75E-05 290700. 0.00 24.0000 -3.91E-10 -0.00701 7.40E-04 1.92E-10 0.00 8.01E+08 3.83E-05 293760. 0.00 24.2500 1.46E-10 -0.00463 7.76E-04 1.70E-10 0.00 8.01E+08 -1.44E-05 296820. 0.00 24.5000 6.30E-10 -0.00238 6.60E-04 1.57E-10 0.00 8.01E+08 -6.30E-05 299880. 0.00 24.7500 1.09E-09 -6.95E-04 4.BOE-04 1.51E-10 0.00 8.01E+08 -1.10E-04 302940. 0.00 25.0000 1.54E-09 0.00 0.00 1.50E-10 0.00 8.01E+08 -1.57E-04 153000. 0.00 * This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile-head deflection = Computed slope at pile head = Maximum bending moment = Maximum shear force = Depth of maximum bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.25910211 inches -0.00839360 radians 76188. inch-lbs 3570. lbs 2.50000000 feet below pile head 0.000000 feet below pile head 41 6 -------------------------------------------------------------------------------- Summary of Pile-head Responses for Conventional Analyses --------------------------------------------------------------------------------- Definitions of Pile-head Loading Conditions: Load Type 1: Load 1 = Shear, V. lbs, and Load 2 = Moment, M, in-lbs Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, 5, radians Load Type 3: Load 1 = Shear, V1 lbs, and Load 2 = Rot. Stiffness, R,. in-ibs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope,, 5, radians Load Load Load Axial Pile-head Pile-head Max Shear Max Moment Case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs 1 V, lb 3570. M, in-lb 0.00 25390. 0.2591 -0.00839 3570. 76188. Maximum-pile-head deflection = 0.2591021147 inches Maximum pile-head rotation = -0.0083935970 radians = -0.480918 deg. The analysis ended normally. Page 12 Page 149 PB&A, INC. 10' Retaining wall.xmcd 11/2712018 FOR: WMB-ROI JOB: LEGOLAND JOB NO.: 182100 DESCRIPTION: Design of 10' Cantilever Retaining Wall REFERENCE: AC! 318-11 and CBC 2016 LOCATION: Carlsbad, CA DATE: 11/27/2018 S'Ur utu t.e Stte * h .• 4bS1tM (Pq) (t)f := 0.9 (STRENGTH REDUCTION FACTOR FUR FLEXURE) := 0.85 (STRENGTH REDUCTION FACTOR FOR SHEAR) := 4.ksi (COMPRESSIVE STRENGTH OF CONCRETE) ly := 75•ksi (YIELD STRENGTH OFREENFORCEMENTBAR) := 150pcf (UNIT WEIGHTOF CONCRETE) 1s0i1 I20.pcf (UNIT WEIGHT OF FILL) kh := 0.3 (COEFFICIENT OFHORIZONTALACCELERATION) Pa 35pcf (LATERAL ACT! VE PRESSURE PER GEOTECH REPORI) ae := (I)-kh.-y.0i, = 27.pcf (LATERAL SEISMIC PRESSURET) Pq 75psf (LATERAL PRESSURE FOR TRAFFIC SURCHARGE) Es := 29000ksi (MODULUS OF ELASTICITY OF REINFORCEMENT) := 0.003 (STRAIN IN CONCRETE-AT COMPRESSION) (T)415-259-0191 (F)415-259-0194 818 Fifth Ave. Ste 207 San Rafael, CA 94901 e-mail:pba@pbandainc.com Page 150 PB&A. INC. 10 Retaining wall.xmcd 11/27/2018 WALL PROPERTIES hi := 8.67-ft bstem 16-in B:= lOft F := 8 - bstein = 8.67 ft tftg := 16-in H:= hi + t11= 1011 (HEIGHT OF STEM WALL) (WIDTH OF STEM WALL) (WIDTH OF FOOTING) (WIDTH OF HEEL) (THICKNESS OF FOOTING) (TOTAL HEIGHT OF WALL) Driving moment due to lateral active earth pressures: h1 1.32- kip Pa a 2 (LOAD DUE TO LATERAL EARFH PRESSURE) ae hl 2 = 1.01 kip (LOAD DUE TO SEISMIC LOADING) traff Pqh1 = 0.65JK (LOAD DUE TO TRAFFIC WADING) ft Moment taking: at point A' Md_static := Pa-3 + "traffj = 7.64 (LOAD COMBINATION 1- 1.OH+iOL) ft Md seis := "a + O.7Pae!! = 6.752 (LOAD COMBINATION 2- I.oH+0.7E) Resisting moment due to weight of wall: Wstem := bstemhlyc = 1.73..!!E (WEIGHT OFSTEM:WALL) ft WsoiL heel F.hF'f0i = 9.02 Llp (WEIGHT OFSOILABOVE HEEL) Wfg := B•tftgJ•1c = 2 (WEIGHT OFFOOTING) ft ( F Mr := wstemi bstem 2 J + W 0 i heel{B - .j) + Wfig• B j• Mr = 62.25. .5E_! (Neglect weight of barrier slab to be conservative) ft (T)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste 207 San Rafael, CA 94901 e-mail: pba@pbandainc.com Page 151 PB&A, INC. 10 Retaining wall.xrncd 11/27/2018 Check overturning factor of safety: Mr = 8.15 15 FS0 max(Mdstatic,Mdseis) CHECK SUDING Driving force due to lateral active earth pressures: Rd_static := Pa + traff = 1.97.2 LIP (LOAD COMBINATION 1- 1.OH+1.OL) ft Rdseis := 1a + 0•7ae = 2.O3 (LOAD COMBINATION 2- i.011+0.7E) ft Resisting force due to friction force at the bat. of footing: := 0.35 ip Rr Ii(Wstem + WSoi1 heel + Wftg = 4.46.! Check sliding factor of safety: Rr SLstatic = 2.2 max(Rd static' Rd_seis) Check bearing pressure below the footing: W 0 := Wstem + Wsoil heel + Wftg = 12.75 ft Mt0 := Mr - max(Md statjc,Md seis) = 5461kipft ft Mt0t x := - = 4.28 ft wtot e:= - x = 0.72 ft 1.67 ft ) 2 W 0t ' 6e max + B ) = 1823.57.pSf (< 3,500 PSF-ALLOWABLE BEARING FROM GEOTECH REPORT) W çj 6•e Pmin:= - ) 726.59-psf = (T)415-259-0191 (F)415-259-0194 818 Fifth Ave. Ste 207 San Rafael, CA 94901 e-mail: pba@pbandainc.com Page 152 I 11/27/2018 I I I PB&A, INC. 10' Retaining walLxmcd Flexural Reinforcement of stem wall d bstem - = 12.54n Max. moment at junction: h] kip-ft static := 1.6Pa•(!!!) + 1.6Ptrafç{) = 10.59 ft Museis 1.6•iPa.(•!?_••) + i.o:ae.(.!!) = 9•02 ft V= := 0.85.-!.11 - Ji - fc 2.max(Mu static' Museis)" yIs._ fO.$Sfc d J = 0.001 (REINFORCEMENT RATIO) 0.850.85f Es.Ec Pb = 0.0207 4 E.€+4 Pmax Pb = 0.0155 Pmi = 200 Ibf = 0.0027 ty .2 As_req := max(in p,pmin).d = it Asm := Pmaxd = 2.33• in ft — Shear Reinforcement at stem wall Vu static := 1'61a + 1'61traff = 3.15 ft Vuseis 1.61a + l.OPae = 3.12 ft Vc := 2Psi.d = 18.97 i ft F Vc = 16.13 kip > Vu ft Provide #6 @8" oc. I .2 .in 2 A := o,44.in ._..!!:Ifl = s_avat ft ft provide minimum shear reinforcement. is @ 12" o.cL I (1)415-259-0191 (F)415-259-0194 818 Fifth Ave, Ste 207 San Rafael, CA 94901 e-mail:pba@pbandainc.com Page 153 PB&A, INC. 10' Retaining wall.xmcd 11/27/2018 Shrinkage and temperature reinforcement ratio Ptemp := if :9 :9[f 50.ksi.002iff 60ksi,.002 - ___Y__..0002 > .0014, .001860ksi .0018•60•ksi 60•ksi f - 4 .0014JJJ Ptemp = 0.0014 Pternp1 = ft Flexural Reinforcement at heel d:= tftg_3•Ifl= 13-in in 2 A := 0.2).in 2 ..!! = 0.27- s_avai ft 9. in ft Maximum moment occurs at the back of stem wall due to weight of soil above heel and weight of heel: bearing (max - Pmin)1 + min = I677.3psf (BEARING PRESSUREAT BACK OF STEM WALL) M := 1.6Wsoi1 heel + 1•2tftgF1c - I.6Pmin F - 1.6.(bearingF - min) = 8.83 cc I 2.M p := 0.85— 1 - I! - = 0.0008 440f.0.85•fd .2 max(p,pmjn).d = 0.42.? ft Shear Reinforcement at heel (REINFORCEMENT RATIO) .2 . .2 A = 0.66•- s_avai ft 8-in ft V := I.6WsoiI heel + 1.2tftgF'Yc - 1.6PminF - 1.6.(bearingF - Pmin)• = _0.16.2 Vc := 2psi. d = 19.73._i 1_~C_i ft 77 = 16.77. ft > Vu provide minimum reinforcement #5 ( 12' o.c. I Shrinkage and temperature reinforcement ratio Pternp := if :5 50.ksi.002if[fy ~ 60ksi,.002 - 4..0002,iftl.0018:oksi ~ .0018•60ksi 0014))) Ptemp = 0.0014 Ptemp1 = .2 . .2 in 12. n in A := O.3l•-- = 0.31- As ft 12. in ft (1)415-259-0191 (F)415-259-0194 818 Fifth Ave., Ste 207 San Rafael, CA 94901 e-mail: pba@pbandainc.com Page 154 PC2018-0050. SEE MORE STRUCTURAL CALCS SCANNED SEPARATELY IN 4-SECTIONS ( I c q.- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY January 25, 2019 (Revised January 30, 2019) Project No. 10075.026 To: Merlin Entertainment Group/US Holding, Inc. c/o LEGOLAND California, LLC One Lego Drive Carlsbad, California 92008 Attention: Mr. Torn Storer Subject: Geotechnical Review of Grading, Shoring and Structural Foundation Plans, Proposed LEGOLAND LLC Project 2020, LEGOLAND Theme Park, Carlsbad, California References: Commercial Development Resources, 2019, Grading Plans For: LEGOLAND LLC Project 2020, 1 LEGOLAND Drive, Carlsbad, California, DWG No.: 512-2A, Sheets I through 9, received January 25, 2019. Leighton and Associates, 2018, Geotechnical Update Report, Proposed Project 2020, LEGOLAND Theme Park, Carlsbad, California, Project No. 10075.026, September 24, 2018 PB&A, 2018, Shoring Plan For: LEGOLAND LLC Project 2020, 1 LEGOLAND Drive, Carlsbad, California, Sheets SH-100 through SH-504, Permit Set, dated November 27, 2018. Structural Systems Engineering, 2019, Structural Foundation Plan For: LEGOLAND LLC Project 2020, 1 LEGOLAND Drive, Carlsbad, California, Sheets S-000 through S-401, Permit Set, revised January 30, 2019. In accordance with your request, we have performed a géotechnical review of the referenced grading, shoring and structural foundation plans for the subject project. Our review was performed to identify potential conflicts with the intent of the referenced geotechnical document (Leighton, 2018). Based on our review, the plans appear to be in general conformance with our recommendations with the following exception. 3934 Murphy canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 10075.026 The conclusions and recommendations presented in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can and do occur. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project. Only with these observations are we able to confirm that our preliminary findings are representative for this site. If you have any questions regarding our letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. No. 45213 xpV30ftO * _ or William D. Olson, RCE 45283 Associate Engineer Distribution: (1) Digital Copy gw Leig htón i A I Ag 44 I GEOTECHNICAL • MATERIALS • SPECIAL INSPECTIONS NOVA SBE • SLBE • SCOOP Merlin Entertainments, Inc. March 18,2019 One LEGLOLAND Way NOVA Project No. 1019055 Winter Haven, FL 33884 Attention: Mr. Tom Storer Subject: Revised Assumption of Geotechnical Engineer-of-Record LEGOLAND 2020 1 Legoland Drive, Carlsbad, CA 92008 References: Leighton 2018a. Geotechnical Update Report, Proposed TheaterRide andDrop Towers, LEGOLAND Theme Park, Carlsbad, California, Leighton and Associates, Inc., Project No. 10075.024, July 10, 2018. Leighton 2018b. Geotechnical Update Report, ProposedProject 2020, LEGOLAND Theme Park, Carlsbad, California, Leighton and Associates, Inc., Project No. 10075.026, September 24, 2018. WMB-ROI 2018. BuildingPlans, Permit Set, Volwne 1, Project 2020, New Ride Building, 1 LegolandDr., Carlsbad, CA 92008, WMB-ROI Architecture, Project No. 17-187. 1, November 27, 2018. NOVA 2019. Assumption ofGeotechnicalEngineer-of-Record, LEGOLAND 2020, 1 LegolandDr., Carlsbad, CA 92008, PB&A, Inc., Project 1019055, March 13, 2019. Dear Mr. Storer The intent of this letter is to document that NOVA Services, Inc. (NOVA) has been retained by Merlin Entertainments, Inc. for the subject project NOVA will assume the role of Geotecbnica1Engineer-of-Reca1 (GEOR). NOVA has reviewed the referenced geotechnical reports and referenced plans for the subject development. aim With specific consideration of its role as GEOR, NOVA has reviewed and agrees with the data, recommendations and conclusions contained in the referenced project geotechnical reports (Leighton 2018a & 2018b). NOVA considers that the recommendations contained in the referenced geotechnical reports are properly implemented in the referenced building plans (WIvIB-ROI 2018). It is hoped the foregoing is clear. Should you have any questions regarding this letter or other matters, please contact the undersigned at (858) 292-7575. Sincerely, NOVA Seivices, Inc. Wail Mokr" Project Manager 5J3-4- to1iF. O'Brien, P. E., G. E. 1iipal Geotechnical Engineer 651 expires 341-2019 WMldmjfo 4373 Viewridge Avenue, Ste. B I San Diego, CA 92123 I P: 858.292.7575 IF: 858.292.7570 f)6o R6( 8 op o050 GEOTECHNICAL UPDATE REPORT PROPOSED PROJECT 2020 .LEGOLANDTHEME PARK CARLSBAD, CALIFORNIA Prepared for: MERLIN ENTERTAINMENT GROUP! US HOLDING, INC. ~1 log One Lego Drive Carlsbad, California 92008 Project No. 10075.026 Septenber 24, 2018 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY R.. eg YbOb SEA r H. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY September 24, 2018 Project No. 10075.026 To: Merlin Entertainment Group/US Holding, Inc. do LEGOLAND California, LLC One Lego Drive Carlsbad, California 92008 Attention: Mr. Tom Storer Subject: Geotechnical Update Report, Proposed Project 2020, LEGOLAND Theme Park, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical update for the proposed Project 2020 at the LEGOLAND Theme Park in Carlsbad, California (see Figure 1). This report presents the results of our review of pertinent geotechnical documents, subsurface exploration, laboratory testing, geotechnical analyses, and provides our conclusions and recommendations for the proposed development. Based on the result of our current geotechnical study, the proposed project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction of the project. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. f4o\ Respectfully submitted, IoIO 2457 CERTIFIED LEIGHTON AND ASSOCIATES, INC. • ENGINEERING GEOL G ST S Exp- No. 45283 William D. Olson, RCE 45289 * Exp.9/30/20 *jMike D. Jensen, CEG 2457 Associate Engineer Civit. ,f Senior Project Geologist O Distribution: (1) Digital Copy 3934 Murphy Canyon Road, Suite B205 . San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 10075.026 TABLE OF CONTENTS Section Paae 1.0 INTRODUCTION......................................................................................................I 1.1 PURPOSE AND SCOPE .............................................................................................1 1.2 SITE LOCATION AND DESCRIPTION ............................................................................ I 1.3 PROPOSED DEVELOPMENT ......................................................................................2 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING..........................3 2.1 SITE INVESTIGATION................................................................................................3 2.2 LABORATORY TESTING ............................................................................................3 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS....................................................4 3.1 GEOLOGIC SETTING ................................................................................................4 3.2 SITE SPECIFIC GEOLOGY.........................................................................................4 3.2.1 Artificial Fill Undocumented (Not Mapped)....................................................4 3.2.2 Artificial Fill Documented (Map Symbol— Af) ................................................5 3.2.3 Quaternary-Aged Old Paralic Deposits (Map Symbol - Qop) ........................5 3.2.4 Santiago Formation (not mapped).................................................................5 3.4 ENGINEERING CHARACTERISTICS OF ON-SITE SOIL...................................................6 3.4.1 Soil Compressibility and Collapse Potential..................................................6 3.4.2 Expansive Soils.............................................................................................6 3.4.3 Soil Corrosivity...............................................................................................7 3.4.4 Excavation Characteristics............................................................................7 3.4.5 Infiltration Characteristics..............................................................................7 4.0 FAULTING AND SEISMICITY ................................................................................. 8 4.1 FAULTING...............................................................................................................8 4.2 LOCAL FAULTING ....................................................................................................8 4.3 SEISMICITY ............................................................................................................. 8 4.4 SEISMIC HAZARDS ..................................................................................................8 4.4.1 Shallow Ground Rupture...............................................................................9 4.4.2 Mapped Fault Zones .....................................................................................9 4.4.3 Site Class......................................................................................................9 4.4.4 Building Code Mapped Spectral Acceleration Parameters............................9 4.5 SECONDARY SEISMIC HAZARDS .............................................................................10 4.5.1 Liquefaction and Dynamic Settlement.........................................................10 4.5.2 Lateral Spread.............................................................................................11 4.5.3 Tsunamis and Seiches................................................................................11 4.6 LANDSLIDES .........................................................................................................11 4.7 SLOPES................................................................................................................12 ~61 0 - - Leighton . .*i••. -.&' 10075.026 TABLE OF CONTENTS (Continued) Section Page 4.8 FLOOD HAZARD ....................................................................................................12 5.0 CONCLUSIONS.....................................................................................................13 6.0 RECOMMENDATIONS..........................................................................................15 6.1 EARTHWORK ........................................................................................................15 6.1.1 Site Preparation...........................................................................................15 6.1.2 Excavations and Oversize Material.............................................................15 6.1.3 Removal of Compressible Soils .................................................................... 16 6.1.4 Engineered Fill ............................................................................................. 16 6.1.5 Earthwork Shrinka ge/B u/king ......................................................................17 6.1.6 Trench Backfill ............................................................................................. 17 6.1.7 Expansive Soils and Selective Grading.......................................................17 6.1.8 Import Soils.................................................................................................18 6.2 TEMPORARY EXCAVATIONS .................................................................................... 18 6.3 FOUNDATION AND SLAB DESIGN CONSIDERATIONS ..................................................18 6.3.1 Conventional Foundations...........................................................................19 6.3.2 Preliminaiy Slab Design..............................................................................19 6.3.3 Foundation Setback....................................................................................20 6.3.4 Settlement...................................................................................................20 6.3.5 Drilled Pile Foundations...............................................................................20 6.3.6 Mat Slab......................................................................................................21 6.4 LATERAL EARTH PRESSURES AND RETAINING WALL DESIGN ....................................21 6.5 SOIL NAIL DESIGN PARAMETERS............................................................................23 6.7 SOLDIER PILE SHORING ......................................................................................... 24 6.8 GEOCHEMICAL CONSIDERATIONS ...........................................................................25 6.9 CONCRETE FLATWORK..........................................................................................26 6.10 SURFACE DRAINAGE AND EROSION ........................................................................26 6.11 PRECONSTRUCTION UTILITY SURVEY......................................................................26 6.12PLAN REVIEW.......................................................................................................27 6.13 CONSTRUCTION OBSERVATION ..............................................................................27 7.0 LIMITATIONS .................................................................................................28 Leighton 10075.026 TABLE OF CONTENTS (Continued) TABLES TABLE I - 2016 MAPPED SPECTRAL ACCELERATIONS PARAMETERS - PAGE 10 TABLE 2- MAXIMUM SLOPE RATIOS - PAGE 18 TABLE 3- STATIC EQUIVALENT FLUID WEIGHT - PAGE 23 TABLE 4- SOIL NAIL DESIGN PARAMETERS - PAGE 23 TABLE 6- MSE RETAINING WALL SOIL PARAMETERS - PAGE 24 FIGURES FIGURE 1 - SITE LOCATION MAP - REAR OF TEXT FIGURE 2- GEOTECHNICAL MAP - REAR OF TEXT APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING LOGS APPENDIX C - LABORATORY TESTING PROCEDURES AND TEST RESULTS APPENDIX D - CIDH PILE AXIAL AND LATERAL CAPACITY CURVES APPENDIX E -GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING APPENDIX F - GBA INSERT Leighton IL ) i[IIIF'Z1 1.0 INTRODUCTION We recommend that all individuals utilizing this report read the preceding information sheet prepared by GBA (the Geotechnical Business Association of the Geoprofessional Business Council) and the Limitations, Section 7.0, located at the end of this report. 1.1 Purpose and Scone This report presents the results of our updated geotechnical study for the proposed Project 2020 located at the LEGOLAND Theme Park in Carlsbad, California (see Figure 1). The purpose of our update report was to identify and evaluate the existing geotechnical conditions present at the site and to provide conclusions and recommendations relative to the proposed development. 1.2 Site Location and Description The LEGOLAND Theme Park is located north of Palomar Airport Road and west of College Boulevard in Carlsbad, California (see Figure 1). The proposed Project 2020 will be located in the southwest portion of the LEGOLAND Theme Park (see Figure 2). Currently, the site is occupied by an existing children's play area with jungle gyms, rubber surfacing, hardscaping, landscaping areas, localized retaining walls and minor slopes. Topographically, the central portion of the site is nearly level with elevations gently sloping from the north to the south, ranging from approximately 146 to 150 feet above mean sea level (msl). Along the northern perimeter, there is as ascending fill slope with elevations ranging from 150 to 165 feet msl. On the western perimeter, there is a small earthen knoll with elevations ranging from 150 to 162 feet msl. As background, Leighton performed the initial geotechnical investigation for the LEGOLAND Theme Park in 1995. Subsequently, the site was mass graded between 1996 and 1998 under the direct observation and testing of Leighton. As a result of the mass grading operations for the development of the LEGOLAND Theme Park, the subject site is generally a fill area underlain by Paralic Deposit (see Figure 2). -1- Leighton 10075.026 Site Latitude and Longitude 33.12700 N 117.31370 W 1.3 Proposed Development It is our, understanding that the proposed project will consist of a large theater structure with a basement, a drop tower attraction (i.e. two tall tower structures) and associated retaining walls, utilities and hardscape areas. The basement or subsurface levels of the theater structure will extend up to 22 feet below the existing ground surface. We anticipate site earthwork will consist of soil nail shoring to allow for excavation of the theater basement area, remedial grading to account for disturbed fill, and general grading (i.e., cuts and fills) to reach the proposed finish grades. We anticipate the foundation system for the theater structure will consist of shallow conventional foundations, and drilled caissons or mat foundations for the drop towers. Preliminary grading and foundation plans were not available prior to the preparation of this report. t -2- Leighton 10075.026 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 2.1 Site Investigation Our exploration consisted :of excavating two (2) 8-inch small diameter geotechnical borings (B-i and B-2) to approximately 36 feet below.the existing ground surface (bgs). Borings were drilled using a heavy duty truck mounted hollow-stem auger drill rig. During the exploration operations, a geologist from our firm prepared geologic logs and collected bulk and relatively undisturbed samples for laboratory testing and evaluation. After logging, the borings were backfilled per County of San Diego Department of Environmental Health (DEH): requirements. The boring logs are provided in Appendix B. Geotechnical boring locations are depicted on the Geotechnical Map (see Figure 2). 2.2 Laboratory Testing Laboratory testing performed on soil samples representative of on-site soils obtained during the recent subsurface exploration included, moisture content, density determination, shear strength, and a screening geochemical analysis for corrosion. A discussion of the laboratory tests performed and a summary of the laboratory test results are presented in Appendix C. I -3- Leighton .:: ..., . :.. 10075.026 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geologic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic province with a long and active geologic history throughout Southern California. Throughout the last 54 million years, the area known as "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the Iandforms we see in the general site area today. 3.2 Site Specific Geoloav Based on our subsurface exploration, geologic mapping during previous grading operations (Leighton, 1998), and review of pertinent geologic literature and maps, the geologic units underlying the site consist of documented artificial fill soils, Quaternary-aged Old Paralic Deposits, and the Tertiary-aged Santiago Formation. Brief descriptions of the geologic units present at the site are presented in the following sections. The approximate areal distribution of the geologic units is depicted on the Geotechnical Map (see Figure 2) and the geotechnical boring logs with detailed soils descriptions are presented in Appendix B. 3.2.1 Artificial Fill Undocumented (Not MaDDed) Areas of undocumented fill up to approximately 8 feet in thickness may be encountered in planters and landscape areas. The fill was derived from on- site excavations that were placed following the rough grading operations which occurred in the late 1990's. -4- Leighton 10075.026 3.2.2 Artificial Fill Documented (Map Symbol - Af) The site is generally overlain by documented artificial fill that was placed and compacted during previous grading operations (Leighton, 1998). The depth of the fill soils at the site is expected to vary between 12 and 25 feet bgs. The fill soils consists of moist, reddish brown medium dense to very dense, silty sand and moist reddish brown, stiff to very stiff, sandy lean clay. In addition, the fill soils were compacted to at least 90 percent relative compaction based on ASTM Test Method 131557 (Leighton, 1998). The upper .2 feet of previously placed documented fill is weathered or disturbed by existing improvements and should be removed and reprocessed prior to the 1placement of additional fills or construction of new improvements. 3.2.3 Quaternary-Aged Old Paralic Deposits (Map Symbol - Qo) Quaternary-Aged Old Paralic Deposits (previously referred to as Terrace Deposits) are present beneath the artificial fill. These Old Paralic Deposits consist of brown to reddish brown, dry to moist, medium dense to very dense, silty fine- to medium-grained sandstone. It should be noted that the top 3 to 5 feet of Old Paralic Deposits that were weathered and/or disturbed by previous agricultural use were removed and replaced by compacted fill during grading operations (Leighton, 1998). Sand lenses within the Old Paralic Deposits are known to contain layers that transmit water seepage and slough during trench excavations. 3.2.4 Santiago Formation (not mapped) The Santiago Formation underlies the entire the site at depth. The Santiago Formation consists of a very pale brown, moist, very dense, silty fine to medium grained sandstone. Santiago Formation may be encountered during site grading (i.e., basement excavation & shoring) and the excavation of deep foundations (drilled piles) associated with the proposed improvements. 3.3 Surface Water and Ground Water No indication of surface water or evidence of surface ponding was encountered during our geotechnical investigation at the site. However, surface water may drain as sheet flow across the site during rainy periods. -5- Leighton 10075.026 Based on our experience and given the approximate elevation of the site, we anticipate the ground water to be at a depth of 75 feet or more. However, it should be noted that previous nearby investigations have encountered perched ground water accumulated on the geologic contact between the Santiago Formation and the Old Paralic Deposits observed at the site. These conditions will need to be evaluated on a case-by-case basis during site grading and basement excavation within sandy layers in the Old Paralic Deposits. Therefore, based on the above information, we do not anticipate ground water will be a constraint to the construction of the project. 3.4 Eniineerinci Characteristics of On-Site Soil Based on our subsurface exploration, geologic mapping during previous grading operations (Leighton, 1998), review of pertinent geologic literature and maps, and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on-site soils are discussed below. 3.4.1 Soil Compressibility and Collapse Potential Based on the dense nature of the on-site documented fill, Old Paralic Deposits and the Santiago Formation, it is our opinion that the potential for settlement and collapse at the site is low. However, the upper 2 feet of previously placed documented fill that is weathered or disturbed by existing improvements are expected to be removed by planned grading and/or remedial grading. 3.4.2 Expansive Soils The majority of the onsite material is expected to have a low to medium expansion potential. In addition, soils generated from excavations in the Old Paralic Deposits and the Santiago Formation are also expected to possess a very low to low expansion potential. Laboratory testing upon completion of remedial and fine grading operations for the proposed building pad is recommended to determine actual expansion potential of finish grade soil at the site. IIPP -6- Leighton 10075.026 3.4.3 Soil Corrosivity During our investigation, a preliminary screening of one representative on- site soil sample was performed to evaluate its potential corrosive effect on concrete and ferrous metals. In summary, laboratory testing on the representative soil sample obtained during our subsurface exploration evaluated pH, minimum electrical resistivity, and chloride and soluble sulfate content. The sample tested had a measured pH of 8.2 and a measured minimum electrical resistivity of 820 ohm-cm. The test result also indicated that the sample had a chloride content of 140 parts per million (ppm) and a soluble sulfate content range of less than 240 ppm. 3.4.4 Excavation Characteristics It is anticipated the on-site soils can be excavated with conventional heavy-duty construction equipment. Localized dense cemented zones located within the Old Paralic Deposits and the Santiago Formation, if encountered, may require heavy ripping or breaking. In addition, localized loose soil zones and friable sands, if encountered, may require special excavation techniques to prevent collapsing of the excavation. 3.4.5 Infiltration Characteristics Based on our experience, we anticipate that the underlying documented fill consisting of a mixture of soils and the underlying formation will have permeable and impermeable layers can transmit and perched ground water in unpredictable ways. Therefore, Low Impact Development (LID) measures may impact down gradient improvements and the use of some unlined LID measures may not be appropriate for this project. All Infiltration and Bioretention Stormwater Systems design should be reviewed by geotechnical consultant, if proposed. ) -7- Leighton 10075.026 4.0 FAULTING AND SEISMICITY 4.1 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition of the California Geological Survey, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a Dotentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and most recently revised in 2007 (Bryant and Hart, 2007). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. 4.2 Local Faulting Our review of available geologic literature (Appendix A) and geologic mapping during previous grading indicates that there are no known major or active faults on or in the immediate vicinity of the site. The nearest active regional fault is the offshore segment of the Rose Canyon Fault Zone located approximately 4.7 miles west of the site (USGS, 2008). 4.3 Seismicity The site is considered to lie within a seismically active region, as is all of Southern California. As previously mentioned above, the Rose Canyon fault zone located approximately 4.7 miles west of the site is considered the 'active' fault having the most significant effect at the site from a design standpoint. 4.4 Seismic Hazards Severe ground shaking is most likely to occur during an earthquake on one of the regional active faults in Southern California. The effect of seismic shaking may be mitigated by adhering to the California Building Code or state-of-the-art seismic design parameters of the Structural Engineers Association of California. 4ø - - Leighton ) 10075.026 4.4.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Aiquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 4.4.2 Mapped Fault Zones The site is not located within a State mapped Earthquake Fault Zone (EFZ). As previously discussed, the subject site is not underlain by known active or potentially active faults. 4.4.3 Site Class Utilizing 2016 California Building Code (CBC) procedures, we have characterized the site soil profile to be Site Class D based on our experience with similar sites in the project area and the results of our subsurface evaluation. 4.4.4 Building Code Mapped Soectral Acceleration Parameters The effect of seismic shaking may be mitigated by adhering to the California Building Code and state-of-the-art seismic design practices of the Structural Engineers Association of California. Provided below in the Table I are the risk-targeted spectral acceleration parameters for the project determined in accordance with the 2016 California Building Code (CBSC, 2016) and the USGS U.S. Seismic Design Maps Application. ) -9- Leighton 10075.026 Table I 2016 CBC Mapped Spectral Acceleration Parameters Site Class D Site Coefficients Fa= 1.048 F= 1.565 Mapped MCER Spectral Ss = 1.131g Accelerations Si = 0.435g Site Modified MCER Spectral SMS = 1.185g Accelerations SM1 = 0.6819 Design Spectral Accelerations SDs=0.790g SW = 0.454g Utilizing ASCE Standard 7-10, in accordance with Section 11.8.3, the following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered Earthquake (MCEG). The mapped MCEG peak ground acceleration (PGA) is 0.449g for the site. For a Site Class D, the FPGA is 1.051 and the mapped peak ground acceleration adjusted for Site Class effects (PGAM) is 0.472g for the site. 4.5 Secondary Seismic Hazards In general, secondary seismic hazards can include soil liquefaction, seismically- induced settlement, lateral displacement, surface manifestations of liquefaction, landsliding, seiches, and tsunamis. The potential for secondary seismic hazards at the subject site is discussed below. 4.5.1 Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous 40 -10- Leighton 10075.026 liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. Based on our evaluation, the on-site soils are not considered liquefiable due to their dense condition and absence of a shallow ground water condition. Considering planned grading and foundation design measures, dynamic settlement potential is also considered negligible. 4.5.2 Lateral Spread Empirical relationships have been derived (Youd et al., 1999) to estimate the magnitude of lateral spread due to liquefaction. These relationships include parameters such as earthquake magnitude, distance of the earthquake from the site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics of the soil. Based on the low susceptibility to liquefaction and the formational material unit underlying the site, the possibility of earthquake-induced lateral spread is considered to be low for the site. 4.5.3 Tsunamis and Seiches Based on the site elevation and the distances of the site from the Pacific coastline, there is no potential for flood damage to occur at the site from a tsunami or seiche. 4.6 Landslides Landslides are deep-seated ground failures (several tens to hundreds of feet deep) in which a large arcuate shaped section of a slope detaches and slides downhill. Landslides are not to be confused with minor slope failures (slumps), which are usually limited to the topsoil zone and can occur on slopes composed of almost any geologic material. Landslides can cause damage to structures both above and below the slide mass. Structures above the slide area are typically damaged by undermining of foundations. Areas below a slide mass can be damaged by being overridden and crushed by the failed slope material. Several formations within the San Diego region are particularly prone to landsliding. These formations generally have high clay content and mobilize when they become saturated with water. Other factors, such as steeply dipping -11- LeIghton 10075.026 bedding that project out of the face of the slope and/or the presence of fracture planes, will also increase the potential for landsliding. Based on our geologic review and previous geologic mapping, the materials on site are generally massive with no distinctive structure. No active landslides or indications of deep-seated IandsIiding were noted at the site during previous site grading, or our review of available geologic literature, topographic maps, and stereoscopic aerial photographs. Furthermore, our field exploration and the local geologic maps indicate the site is underlain by favorable oriented geologic structure, and no nearby slopes. Therefore, the potential for significant landslides or large-scale slope instability at the site is considered low. 4.7 Slopes If grading of the site includes the construction of new slopes, we recommend that permanent slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over sloping ground should be benched to produce a level area to receive fill. Benches should be wide enough to provide complete coverage by the compaction equipment during fill placement. If cut slopes are proposed to reach site grades, they should be evaluated by the geotechnical consultant during grading plan review and grading. All slopes may be susceptible to surficial slope instability and erosion given substantial wetting of the slope face. Surficial slope stability may be enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the top of slopes. Diversion structures should be provided where necessary. 4.8 Flood Hazard According to a Federal Emergency Management Agency (FEMA) flood insurance rate map (FEMA, 2012); the site is not located within a floodplain. In addition, the site is not located downstream of a dam or within a dam inundation area based on our review of topographic maps. Therefore, the potential for flooding of the site is considered very low. ij& -12- Leighton 10075.026 5.0 CONCLUSIONS Based on the results of our geotechnical exploration of the site, it is our opinion that the proposed development is feasible from a geotechnical viewpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the significant geotechnical factors that we expect may affect development of the site. As the site is located in the seismically active southern California area, all structures should be designed to tolerate the dynamic loading resulting from seismic ground motions; The site is not transected by Potentially Active or Active faults;• The location of the proposed Project 2020 is within an area underlain by existing documented fill placed as part of the original rough grading of the LEGOLAND Theme Park, Quaternary-aged Old Paralic Deposits, and the Tertiary-aged Santiago Formation, Depth of the fill soils at the site is expected to vary between 12 and 25 feet bgs; Areas of undocumented fill and disturbed soils, ranging from 2 to 8 feet in thickness, should be anticipated in landscape areas. These materials, if encountered, should be removed prior to the placement of additional fills or construction of improvements; The upper 2 feet of previously placed documented fill is weathered and should be removed and reprocessed prior to the placement of additional fills or construction of improvements; Existing underground utilities and construction debris should be anticipated during future grading and construction. The depths and location of these utilities are unknown at this time. It should be noted that backfill associated with utility trenches should be evaluated on a case-by-case basis and may require complete removal prior to placement of additional fill or construction of foundations; We anticipate that the soils present on the site will be generally rippable with -' conventional heavy-duty earthwork equipment; The existing onsite soils are suitable material for fill construction provided they are relatively free of organic material, debris, and cobbles or rock fragments larger than 8 inches in maximum dimension. iMV -13- LeIghton 10075.026 Based on laboratory testing, the soils on the site generally possess a low to medium expansion potential. Nevertheless, there may be localized areas across the site and between our exploration locations having a higher expansion potential; Ground water was not encountered during the site investigation or pervious grading operations. Therefore; ground water is not considered a constraint on the proposed project development. However, perched ground water and seepage may develop within sandy layers and along the less permeable clay and silt layers within the Old Paralic Deposits and along the fill and Old Paralic Deposits and Santiago Formation geologic contacts during periods of precipitation or increased landscape irrigation; Although foundation plans have not been finalized and building/structural loads were not provided at the time this report was drafted, we anticipate that a conventional foundation system, consisting of continuous and spread footings with slab-on-grade flooring supported by competent documented fill materials or Old Paralic Deposits will be utilized for the theater and/or associated surface structures. Additionally, we understand that drop tower structures may utilize drilled piles and/or mat foundations; 4 -14- Leighton 10075.026 6.0 RECOMMENDATIONS 6.1 Earthwork We anticipate that earthwork at the site will consist of site preparation, installation of shoring, site grading, placement backfill and subgrade preparation for hardscape. We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix E. In case of conflict, the following recommendations supersede those in Appendix E. 6.1.1 Site Preparation Prior to grading, all areas to receive structural fill, engineered structures, and pavements should be cleared of surface and subsurface obstructions, including any existing debris and undocumented fill, old slabs, loose, compressible, or unsuitable soils, and stripped of vegetation. Removed vegetation and debris should be properly disposed off-site. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 8 inches, brought to optimum or above-optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557. 6.1.2 Excavations and Oversize Material Excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Although not anticipated, localized heavy ripping may be required if cemented and concretionary lenses are encountered in deeper excavations. Due to the high-density characteristics of the documented fill, Old Paralic Deposits and the Santiago Formation, temporary shallow excavations less than 5 feet in depth with vertical sides should remain stable for the period required to construct utilities, provided the trenches are free of adverse geologic conditions. Overlying artificial fill soils and beds of friable sands within the Old Paralic Deposits present at the site may cave during trenching operations. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back in -15- Leighton 10075.026 accordance with Section 6.2 if workers are to enter such excavations. Shoring recommendations are presented in Sections 6.5 and 6.7. 6.1.3 Removal of Compressible Soils Undocumented fill and disturbed soil not removed by the planned grading should be excavated, moisture-conditioned, and then compacted prior to placing any additional fill or improvements (such as flatwork, etc.). In areas surrounding the planned excavation that receive fill or other surface improvements, these soils should be removed down to competent fill soil and recompacted to proposed grades. The thickness of these soils may vary across the site and may be locally deeper in certain areas. In general, the soil that is removed may be reused and placed as engineered fill provided the material is free of oversized rock, organic materials, and deleterious debris, and moisture conditioned to above optimum moisture content. Soil with an expansion index greater than 50 should not be used within 5 feet of finish grade in the building pad. The actual depth and extent of the required removals should be confirmed during grading operations by the geotechnical consultant. 6.1.4 Enciinéered Fill The onsite soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. All fill soils should be brought to at least 2 percent optimum moisture conditions (i.e., depending on the soil types) and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557, 95 percent for wall backfill soils or if used for structural purposes (such as to support a footing, wall, etc.). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practice, and the General Earthwork and Grading Specifications for Rough Grading presented in Appendix E. -16- LeIghton 10075.026 6.1.5 Earthwork Shrinkage/Bulking The volume change of excavated onsite materials upon recompaction as fill is expected to vary with material and location. Typically, the fill soils and formational materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimates cannot be determined. However, based on the results of our geotechnical analysis and our experience, a 5 percent shrinkage factor is considered appropriate for the artificial fill and a 3 to 5 percent bulking factor is considered appropriate for the Old Paralic Deposits and the Santiago Formation. 6.1.6 Trench Backfill Pipe bedding should consist of sand with a sand equivalent (SE) of not less than 30. Bedding should be extended the full width of the trench for the entire pipe zone, which is the zone from the bottom of the trench, to one foot above the top of the pipe. The sand should be brought up evenly on each side of the pipe to avoid unbalanced loads. Onsite materials will probably not meet bedding requirements. Except for predominantly clayey soils, the onsite soils may be used as trench backfill above the pipe zone (i.e. in the trench zone) provided they are free of organic matter and have a maximum particle size of three inches. Compaction by jetting or flooding is not recommended. 6.1.7 Expansive Soils and Selective Grading Based on our laboratory testing and observations, we anticipate the onsite soil materials possess a low to medium expansion potential (Appendix C). Although not anticipated, should an abundance of highly expansive materials be encountered, selective grading may need to be performed. In addition, to accommodate conventional foundation design, the upper 5 feet of materials within the building pad and 5 feet outside the limits of the building foundation should have a very low to low expansion potential (El<50). -17- Leighton 10075.026 6.1.8 Import Soils If import soils are necessary to bring the site up to the proposed grades, these soils should be granular in nature, and have an expansion index less than 50 (per ASTM Test Method D4829) and have a low corrosion impact to the proposed improvements. Beneath pavements, subgrade materials should possess an R-value of 30, or greater. Import soils and/or the borrow site location should be evaluated by the geotechnical consultant prior to import. 6.2 Temporary Excavations Sloping excavations may be utilized when adequate space allows in accordance with OSHA requirements. Based on the' results of our update evaluation, we provide the following recommendations for sloped excavations, in fill soils or competent Old Paralic Deposits and the Santiago Formation without seepage conditions. Table 2 Maximum Slope Ratios Excavation Depth Maximum Slope Ratio Maximum Slope Ratio (feet) In Fill Soils In Old Paralic Deposits and/or Santiago Formation 0 to 5 1:1 (Horizontal to Vertical) Vertical 5 to 15 1:1 (Horizontal to Vertical) 1:1 (Horizontal to Vertical) The above values are based on the assumption that no surcharge loading or equipment will be placed within 10 feet of the top of slope. Care should be taken during excavation adjacent to the existing structures so that undermining does not occur. A "competent person" should observe the slopes on a daily basis for signs of instability. 6.3 Foundation and Slab Design Considerations Based on our understanding of the project, the proposed theater building and associated support structures may be constructed with conventional foundations. The foundation system for the proposed drop towers should consist of drilled pile -18- Leighton 10075.026 caissons or mat foundations. Foundations and slabs should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that the soils encountered within 5 feet of pad grade have a low potential for expansion (El<50). If more expansive materials are encountered and selective grading cannot be accomplished, revised foundation recommendations may be necessary. The foundation recommendations below assume that the all building foundations will be underlain by properly compacted fill. 6.3.1 Conventional Foundations The proposed theater building and associated structures may be supported by conventional, continuous or isolated spread footings. Footings should extend a minimum of 24 inches beneath the lowest adjacent soil grade. At these depths, footings may be designed for a maximum allowable bearing pressure of 3,500 pounds per square foot (psf) if founded in dense compacted fill or undisturbed formational soils. The allowable bearing pressures may also be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. 6.3.2 Preliminary Slab Design Slabs on grade should be reinforced with reinforcing bars placed at slab mid-height. Slabs should have crack joints at spacings designed by the structural engineer. Columns, if any, should be structurally isolated from slabs. Slabs should be a minimum of 5 inches thick and reinforced with No. 4 rebars at 18 inches on center on center (each way). The slab should be underlain by 2-inch layer of clean sand (S.E. greater than 30). A moisture barrier (10-mil non-recycled plastic sheeting) should be placed below the sand layer if reduction of moisture vapor up through the concrete slab is desired (such as below equipment, living/office areas, etc.), which is in turn underlain by an additional 2-inches of clean sand. All waterproofing measures should be designed by the project architect. -19- Leighton 10075.026 6.3.3 Foundation Setback We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.3.4 Settlement For conventional footings, the recommended allowable-bearing capacity is based on a maximum total and differential static settlement of 3/4 inch and 1/2 inch, respectively. Since settlements are a function of footing size and contact bearing pressures, some differential settlement can be expected where a large differential loading condition exists. 6.3.5 Drilled Pile Foundations The design axial and lateral curves are based on center to center pile spacings of at least 3 pile diameters for the CIDH piles less than or equal to 3-foot diameter, and at least 5 pile diameters for the CIDH piles greater than 3-foot diameter. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of adjacent piles. For the analysis and development of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2017) produced by Ensoft, Inc. was used. As shown in Appendix D, the Shaft capacity curves -20- Leighton 10075.026 were developed for 24- to 48-inch diameter piles penetrating into dense fill and/or formational material. Pile settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. For the analysis and development of lateral capacities of CIDH piles, the compile program LPILE (Version 2018) produced by Ensoft, Inc. was used. Lateral capacity charts have been developed for the same diameters and soil profile as used for vertical capacities and are presented in Appendix D. Additionally, lateral capacities were developed using 1h inch lateral deflection. Alternative capacity charts based on different allowed deflections can be developed. In addition, we recommend that no subsurface existing or proposed improvement be constructed within at least five (5) pile diameters of the proposed CIDH foundations. 6.3.6 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should' be designed by the project structural engineer utilizing an allowable bearing pressure of 3,500 psf with an embedment depth of at least 2 feet below adjacent soil grade. 6.4 Lateral Earth Pressures and Retaining Wall Design For site retaining walls, Table 3 presents the lateral earth pressure values for level or sloping backfill for walls backfilled with and bearing against fully drained soils of very low to low expansion potential (less than 50 per ASTM 04829). -21- Leighton 10075.026 Table 3 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 65 Passive 3 50 (Maximum of 3 ksf) 150 (sloping down) Walls up to 10 feet in height should be designed for the applicable equivalent fluid unit weight values provided above. If conditions other than those covered herein are anticipated, the equivalent fluid unit weight values should be provided on an individual case-by-case basis by the geotechnical engineer. A surcharge load for a restrain'ed or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical drainage design is contained in Appendix E. Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM 01557). If foundations are planned over the backfill, the backfill should be compacted to 95 percent. Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight as outlined in Section 6.3.3. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. To account for potential redistribution of forces during a seismic event, retaining walls providing lateral support whereexterior grades on opposites sides differ by more than 6 feet fall under, the requirements of 2016 CBC Section 1803.5.12 Igg -22- Leighton 10075.026 and/or ASCE 7-10 Section 15.6.1 should also be analyzed for seismic loading. For that analysis, an additional uniform lateral seismic force of 8H should be considered for the design of the retaining walls with level backfill, where H is the height of the wall. This value should be increased by 150% for restrained walls. 6.5 Soil Nail Design Parameters For design of a soil nail wall system, the following soil properties are recommended: Table 4 Soil Nail Design Parameters Soil Parameters Design Value Internal Friction Angle, (degrees) 31 Cohesion, (psf) 150 Total Unit Weight, (pcf) 125 Ultimate Bond Stress (psf) 800 to 1200 It should be noted that the actual bond stress for the soil nails will be highly dependent on the methods of construction along the expertise of the contractor. In addition, the bond stress can be increased by pressure grouting. The selected design bond stress should be verified by field testing. An appropriate testing and inspection program should be provided as part of the project plans. In order to provide adequate drainage behind soil nail walls, we recommend vertical drainage panels be installed as strips between rows of soil nails. The drainage panels should be connected at the base of the wall and outletted to a collective drainage system or to weephole at the base of the wall. Panel drains should be terminated near the top of the wall and should not be exposed above the top of wall. 6.6 MSE Retaining Wall Design Parameters Based on the geotechnical conditions of the site, the recommended soil parameters presented on Table 5 should be utilized in the design of the proposed -23- Leighton 10075.026 MSE retaining walls, if any. Temporary sloping should 'be performed in accordance with current OSHA requirements. Table 5 MSE Retaining Wall Soil Parameters Soil Parameter Reinforced Retained Zone Foundation Zone Zone Internal Friction Angle 30 28 30 (degrees) Cohesion (psf) 0 0 0 ~To~talUnit Weight(pcf) 125 125 125 Additional details relevant to the design of the MSE wall are presented on Detail G - Segmental Retaining Walls in Appendix E - General Earthwork and Grading Specifications. In addition, we recommend that water should be prevented from infiltrating into the reinforced soil zone. All drains and swales should outlet to suitable locations as determined by the project civil engineer. In general, the project civil engineer should verify that the subdrain is connected to the proper drainage facility. Note that we also recommend a 7 foot minimum horizontal setback distance from the face of slopes for all retaining wall footings. This distance is measured from the outside bottom edge of the footing, horizontally to the slope face and is based on the slope height and type of soil. Appropriate surcharge pressures should also be applied for walls influenced within the retained or reinforced zones by improvements or vehicular traffic. The wall design engineer should also select grid design strength based on deflections tolerable to the proposed improvements. Settlement sensitive structures should not be located within the reinforced zone or active backfill prism. 6.7 Soldier Pile Shoring Shoring of excavations with soldier pile and lagging of this size is typically performed by specialty contractors with knowledge of the San Diego area soil conditions. Lateral earth pressures for design of shoring are presented below: -24- Leighton 10075.026 Cantilevered Shoring System Active Pressure = 35 pcf, triangular distribution Passive Pressure = 300 pcf in fill, 400 pcf in competent formation Braced or Tieback Shoring System Active Pressure = Rectangular Distribution of 25H psf, where H is the wall height Passive Pressure = 300 pcf in fill, 400 pcf in competent formation General -' The design wall height should consider loss of passive support associated with footing excavations. All shoring systems should consider adjacent surcharging loads. We recommend that this office be consulted if unusual load conditions are anticipated. Care should be exercised when excavating into on-site soils as caving or sloughing is possible, especially if water is encountered. We recommend that the void space behind the lagging be filled with sand/cement slurry. Settlement monitoring of adjacent sidewalks and adjacent structures should be considered to evaluate the performance of the shoring. Shoring of the excavation is the responsibility of the contractor. Extreme caution should be used to minimize damage to existing pavement, utilities, and/or structures caused by settlement or reduction of lateral support. 6.8 Geochemical Considerations Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as "sulfate attack." Soluble sulfate results (Appendix C) indicated a negligible soluble sulfate content. We recommend that concrete in contact with earth materials be designed in accordance with Section 4 of ACI 318-14 (ACI, 2014). Based on the results of preliminary screening laboratory testing, the site soils have a generally high corrosion potential to buried uncoated metal conduits. We recommend measures to mitigate corrosion be implemented during design and construction. -25- Leighton 10075.026 6.9 Concrete Flatwork Concrete sidewalks and other flatwork (including construction joints) should be designed by the project civil engineer and should have a minimum thickness of 4 inches. For all concrete flatwork, the upper 12 inches of subgrade soils should be moisture conditioned to at least 2 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 prior to the concrete placement. These recommendations are assuming low expansive materials are present within the upper 2 feet below subgrade. If medium to highly expansive material are present at subgrade, these areas should be moisture conditioned to at least 3 to 6 percent above optimum moisture content, respectively. Control joints should be provided at a distance equal to 24 times the slab thickness in inches, not exceed 12 feet. Expansion joints should be incorporated where paving abuts a vertical surface, where paving changes direction and at 15 feet maximum spacing, joints should be laid out so as to create square or nearly square areas. Sidewalks should be reinforced with 6x6-6/6, or heavier, welded wire mesh slip dowels should be provided across control joints along ADA walkways, curbs, and at doorways. 6.10 Surface Drainage and Erosion Surface drainage should be controlled at all times. The proposed structures should have appropriate drainage systems to collect runoff. Positive surface drainage should be provided to direct surface water away from the structure toward suitable drainage facilities. In general, ponding of water should be avoided adjacent to the structure or pavements. Over-watering of the site should be avoided. Protective measures to mitigate excessive site erosion during construction should also be implemented in accordance with the latest City of Carlsbad grading ordinances. 6.11 Preconstruction Utility Survey Based on past experience during renovations and additions at Legoland, we suggest that the owner/contractor perform a survey to identify existing subsurface utilities in the vicinity of the project, with special attention to the building footprints. Any utilities that are identified should be relocated as necessary to reduce project delays during excavation and grading. -26- Leighton 10075.026 6.12 Plan Review Final project grading and foundation plans should be reviewed by Leighton as part of the design development process to ensure that recommendations in this report are incorporated in project plans. 6.13 Construction Observation The recommendations provided in this report are based on preliminary design information, our experience during rough grading, and subsurface conditions disclosed by widely spaced excavations. The interpolated subsurface conditions should be checked in the field during construction. Construction observation of all onsite excavations and should be performed by a representative of this office so that construction is in accordance with the recommendations of this report. All footing excavations should be reviewed by this office prior to steel placement. -27- Leighton 10075.026 7.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon field exploration and our previous geotechnical study with widely spaced subsurface explorations. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. -28- Leighton Figures - • -. -'4 - \ 2 •r f\ ° I F ( I iC LAS Approximate Si e Lo o 4. ran = - \ N All % At - 0 2.000 4,000 Feat Project: 10075.026 Eng/Geol: WDO/MDJ SITE LOCATION MAP Figure 1 Scale:1 "=2,000 Date: September 2018 c' LEGOLAND Project 2020 Base Map: ESRI ArcGiS Online 2018 Thematic informati n: Leighton Carlsbad, California Author: (mmurphy) Leighton Map S.a.d - P1Dr.t 11se75e26U,4apal0O75-026_FO1_SLM_20I8.09-l7,n,ad on 911712018 2:19:10 PM Legend B-2 Approximate Boring Location Removal Bottom Elevation for 1134 I Original Grading (Leighton. 1998) Af Artificial Fill (Leighton, 1998) Qop Quaternary Old Paralic Deposits (Circled where buried) :igure 2 447 Lcghton I [135 I Af Af 136 oo ILDING ouman 8:f q VairrHEATEn 133 - f (Q::O:P) 2, EX37UM 13-2 7 At I 134c \\2 }) CEATN3 AMA Qop , ____134i SPUW PAD . ( jJ// / / oa RESTAUPANr EWSTNG y I \ CUS1h0 RMTROO.113 138 1 _ EXl143RETNL 11341 D(t3TGTIcEATtR (MEE - -S ' F0RCHAcT \ tTGREET) -\ \ 5; - -S_•-_ S - - P3JEC12O2o S CONCEPTUAL SITE PLAN Ar I - 1 /7 GEOTECHNICAL MAP LEGOLAND Project 2020 Carlsbad, California 0 50 100 Feet Project: 10075.026 Eng/Geol: WDO/MDJ Scale: 1 = 50 • Date: September 2018 Base Map: WMB-R01 Architecture Thematic Information: Leighton Author: Leighton Geomatics (mmuiphy) an APPENDIX A References 10075.026 APPENDIX A References American Concrete Institute (ACI), 2014, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary. Bryant, W. A. and Hart, E. W., 2007., Fault Rupture Hazard Zones in California, Alquist- Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42, dated 1997 with 2007 Interim Revision. California Building Standards Commission (CBSC), 2016, California Building Code, Volumes I and 2. Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, 1:100,000 scale. Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigation, Lego Family Park and Pointe Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project No. 950294-001, dated October 5, 1995. 1996, Supplemental Geotechnical Investigation, Lego Family Park, Carlsbad Ranch, Carlsbad, California, Project No. 960151-001, dated July 23. 1998, Final As-Graded Report of Rough-Grading, LEGOLAND, Carlsbad, California, Project No. 4960151-003, dated February 10. Tan, S. S. and Kennedy, M. P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Division of Mines and Geology (DMG) Open-File Report 96-02, San Luis Rey and San Marcos Quadrangles. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology, Open-File Report 93-02, 45 p. A-i 10075.026 APPENDIX A (Continued) United States Geologic Survey (USGS), 2018, US Seismic Design Map Tool/Calculator, March 19, 2018. WMB-ROI, 2018, Conceptual Site Plan Project 2020 Legoland, Carlsbad, California, Revised August 16, 2018. I A-2 APPENDIX B Boring Logs GEOTECHNICAL BORING LOG KEY Date Sheet I of Project KEY TO BORING LOG GRAPHICS Project No. Drilling Co. Type of Rig Hole Diameter Drive Weight Drop Elevation Top of Elevation Location — Icoca DESCRIPTION U . 00. . =ci 0 Logged By CL - ______ Sampled By I- _______________________________________________ 0 Asphaltic concrete. Portland cement concrete. ci.. lnoranic clay of low to medium plasticity; gravelly clay; sandy clay; sihy clay lean clay CH Inorganic clay; high plasticity, fat clays. OL Organic clay; medium to plasticity, organic silts. ML Inorganic silt; clayey silt with low plasticity. I ij.j Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt. ML-CL Clayey silt to silty clay. • GW Well-graded gravel; gravel-sand mixture, little or no fines. GP Poorly graded gravel; gravel-sand mixture, little or no fines. 10— % Le GC a - GM Silty gravel; gravel-sand-silt mixtures. Clayey gravel; gravel-sand-clay mixtures. SW Well-graded sand; gravelly sand, little or no fines. Sp Poorly graded sand; gravelly sand, little or no fines. 1 - SM Silty sand; poorly graded sand-silt mixtures. 15 . Sc Clayey sand; sand-clay mixtures. Bedrock. - Ground water encountered at time of drilling. - B-I Bulk Sample I. 20— B-I Bulk Sample 2. - C-I Core Sample. - G-I Grab Sample. - R-1 Modified California Sampler (3' O.D., 2.5 l.D.). - SH-1 Shelby Tube Sampler (3" O.D.). 25— S-I Standard Penetration Test SPT (Sampler (2" O.D., 1.4' I.D.). - PUSH Sampler Penetrates without Hammer Blow. - Bulk Sample 2. 30— SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATTERBURG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE LEIGHTON GEOTECHNICAL BORING LOG B-I Project No. 10075.026 Date Drilled 9-12-18 Project Merlain Entertinments/Project 2020 Logged By ERB Drilling Co. Baja Exploration Hole Diameter 8" Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30" Drop Ground Elevation 156' Locition .Map See Sampled By ERB o - U.w R04 - .2 '0 .g) N B o Z 0. '3' .2; U, a. o 0 U)Q) .!j ,4 5 (0 SOIL DESCRIPTION This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. U 0 CL > 0 _____ - 3" of ASPHALT CONCRETE over 7" AGGREGATE BASE 155 . B-i —S M- ARTIFICIAL FILL (Afl 10": Silty SAND, loose to medium dense, light reddish-brown, damp to moist, fine to medium sand, trace - . .. .. rounded gravels .1 . @ 4': Encountered dark brown, moist, silty SAND in cuttings —R-i 16 125 10 SPL.SM CR 150 - . • B-2 22 moist, medium sand, trace micas, friable 5'-10' 39 10 •• - 22 137 ii SP 10': Pooriy-graded SAND, very dense, flghtoIive-gray,rno - • - R-2 50/6" medium SAND, micaceous, friable 15-77 ::-R.315 117 7 SM @ i Silty light reddish DS 140.- . 25 medium to coarse sand, brick and asphalt fragments . 28 observed 20— .. R4 7 135 - • 18_ -- 50/5" 123 12 SM QUATERNARY OLD PARALIC DEPOSITS (Qoo - . @ 21': Silty SANDSTONE, very dense, light to medium, reddish-brown, moist, fine SAND, indurated, micaceous - . •. .. @ 23.5': Noted increase in density by driller 25— R-5 32 118 12 @25': Silty SANDSTONE continues at depth 130.- . 50/2" - . . .. @ 28-29': GRAVEL layer encountered SAMPLTYPES: - B BULK SAMPLE TYPE OF TESTS'. -200 % FINES PASSING OS DIRECT SHEAR SA SIEVE ANALYSIS 401 C CORE SAMPLE AL ATTERBERG UNITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY lrm R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 2 .2 .c '- U) ag U. OIL w 40 GEOTECHNICAL BORING LOG B-I Project No. 10075.026 Date Drilled 9-12-18 Project Merlain Entertainments/Project 2020 Logged By ERB Drilling Co. Bala Exploration Hole Diameter 8" Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30" Drop Ground Elevation 156' Location See Map Sampled By ERB a SOIL DESCRIPTION U) Z E I; I- U) E30 This Soil Description applies only to a location of the exploration at the U) . E time of sampling. Subsurface conditions may differ at other locations W I- o o and may change with time. The description is simplification of the El. o Li CI) actual conditions encountered. Transitions between soil types maybe > gradual. I- 22 109 16 SM TERTIARY SANTIAGO FORMATION (Tsa 50/4 @ 30': Silty SANDSTONE, very dense, light gray to pale brown, I moist, oxidation lenses throughout, micaceous, indurated R-7 W 41 1 114 J 4 1 I @ 35': Silty SANDSTONE continues at depth, becomes friable Total Depth = 36 Feet (bgs) No groundwater encountered at time of drilling Bacldilled with bentonite on 9/12118 11 50 55 100 f I I SAMPL PES: B BULK SAMPLE II I I TYPE OF TESTS: -200 % FINES PASSING DS I I DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATIERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SC SPECIFIC GRAVITY R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPUT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE Cu UNDRAINED TRIAXIAL RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 2 of 2 GEOTECHNICAL BORING LOG B-2 Project No. 10075.026 Date Drilled 9-12-18 Project Merlain Entertainments/Project 2020 Logged By ERB Drilling Co. Bala Exploration Hole Diameter 8" Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30" Drop Ground Elevation 153' Location See Map Simpled By ERB I I I a I SOIL DESCRIPTION U, I II! I 0.o I øjl Z I 1 1,,.clu, I 0)0 Ii IeWE q'—. cj I I I This Soil Description applies only to a location of the exploration at the I w I ' I E I I oo. I time of sampling. Subsurface conditions may differ at other locations I C) I 4 5 I I and may change with time. The description is simplification of the I 0. I U (I) I actual conditions encountered. Transitions between soil types may be I > I -. gradual. I ' I I I I I I I 01 AsI'rl#kLI (UNUK I over A(i(iKbAiA I B.1 iji- 1 t SM tARTIFICIAL FILL (Afi 11-5 @ 1': Silty SAND, loose to medium dense, light reddish-brown, III moist, trace debris throughout, mottling I R-1 III 8 12 I @ 5': Silty SAND, medium dense, reddish-gray, moist, fine to - - I f-i.. .p .io. b - - f I medium sand owpIasticy - J - 5'-lO' 14 F@6 Clayey SAND observed in cuttings, dark brown, low to moderate plasticity, trace micas J — R-2 fl 19 r 133 9 f SM 10': Silty SAND, very dense, h reddis-brown, moist, fine to 40 medium sand, micaceous 50/6" R.3 H 15 134 8 @ 15': Silty SAND, very dense, dark gray, moist, medium to . 40 coarse SAND, friable, trace subround gravels . 50/4" 11 1 F I SW_ TQUATERNARY OLD PARALIC DEPOSITS (Qoo R-4 21 122 12 @ 20': Silty SANDSTONE, very dense, dark orangish-brown, T4 50/6" moist, medium to coarse SAND, micaceous, indurated, I I manganese nodules throughout I R-5 j 22 126 10 @ 25': Silty SANDSTONE continues at depth, vertically bedded 50/5" with dark gray, moist, poorly-graded SAND MPLEIYPES: TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY R RING SAMPLE Co COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH wla S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER ZV T TUBE SAMPLE Cu UNDRAINED TRIAXIAL RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document * * * Page 1 of 2 I I o SOIL DESCRIPTION U) _ Z U).0 .E U) 1a I- MO ci This Soil Description applies only to a location of the exploration at the 4) . E time of sampling. Subsurface conditions may differ at other locations (2.. and may change with time. The description is a simplification of the 0. (I) ( actual conditions encountered. Transitions between soil types may be > gradual. R-6 42 123 9 SW TERTIARY SANTIAGO FORMATION (Tsa - I 50/2" @ 30': Well-graded SANDSTONE, very dense, light gray to very pale brown, dry, fine to coarse SAND, indurated, near-vertical oxidized fractures throughout C 0 • .- U) 4) U. OIL CLO E—' E 0 I 120 GEOTECHNICAL BORING LOG B-2 Project No. 10075.026 Date Drilled 9-12-18 Project Merlain Entertainments/Project 2020 Logged By ERB Drilling Co. Baja Exploration Hole Diameter 8" Drilling Method Hollow Stem Auger - 1401b - Autohammer - 30" Drop Ground Elevation 153' Location See Map Sampled By ERB Total Depth = 35.5 Feet (bgs) No groundwater encountered at time of drilling Backlilled with bentonite on 9/12/18 LIE 50 55 MPLE1YPES: B BULK SAMPLE TYPE OF TESTS: -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE Al. ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY €0 R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document * * * Page 2 of 2 11 110 APPENDIX C Laboratory Testing Procedures and Test Results 10075.026 APPENDIX C Laboratory Testing Procedures and Test Results Direct Shear Test: A direct shear test was performed on a selected sample which was soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box and reloading of the sample, 'the pore pressures set up in the sample (due to the transfer) were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The sample was tested under various normal loads utilizing a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less 0.05 inches per minute. The test result is presented on the attached figure. Moisture and Density Determination Tests: Moisture content (ASTM Test Method D2937) and dry density determinations were performed on relatively undisturbed ring samples obtained from the test borings. The results of these tests are presented in the geotechnical boring logs (Appendix B). Soluble Sulfates: The soluble sulfate content of a selected sample was determined by standard geochemical methods (Caltrans Test Method CT417). The test result is presented in the table below: Sample Location Sulfate Potential Degree of Sulfate Content (%) Attack* B-2 @ 5 - 10 feet 0.024 Negligible * Based on the 2011 edition of American Concrete Institute (ACI) Committee 318R, Table No. 4.2.1. Chloride Content: Chloride content was tested in accordance with DOT Test Method No. 422. The results are presented below: Sample Location Chloride Content, ppm B-2 @ 5- 10 feet 140 c-i 10075.026 APPENDIX C (Continued) Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-2 @ 5 - 10 feet 8.20 820 C-2 2.00 U) U) E 1.00 I- CD a) U) 0.00 4 0 0.1 0.2 0.3 Horizontal Deformation (in.) 4.00 3.00 U) ° 1.00 0.00 -i-' 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Normal Stress (ksf) Boring No. B-i Sample No. R-3 Depth (ft) 1S.0 -16.S Sample Type: Ring Soil Identification: Silty Sand (SM), Reddish Brown. Strength Parameters C (psf) 4) (°) Peak 448 34 Ultimate 182 31 Normal Stress (kip/ft2) 0.500 1.000 2.000 Peak Shear Stress (kip/ft2) 0.817 1.068 A 1.806 Shear Stress © End of Test (ksf) 0 0.487 00.782 A 1.392 Deformation Rate (in./min.) 0.0033 0.0033 0.0033 Initial Sample Height (in.) 1.000 1.000 1.000 Diameter (in.) 2.415 2.415 2.415 Initial Moisture Content (%) 7.20 7.20 7.20 Dry Density (pcf) 131.3 116.9 122.3 Saturation (%) 68.4 43.9 51.3 Soil Height Before Shearing (in.) 0.9957 0.9755 0.9825 Final Moisture Content (%) 1 11.7 1 12.5 12.0 Project No.: 10075.0261 DIRECT SHEAR TEST RESULTS 4 Legoland/Project 2020 I Leighton Consolidated Drained - ASTM D 3080 09-181 Direct Shear 8.1, R-3 (9-12-18) APPENDIX D CIDH Pile Axial and Lateral Capacity Curves 0 10 20 30 40 50 60 70 80 90 100 ItO 120 130 0 I I I I I I I I I I •I I I I I I I I I I I I I I I I -I I I I I I I II I I I I -------------------------------------------------------------L ----- I I I I I I I I •I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ------------I -----------. -----------------------I- ------------ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -----------------_J -----------------------L_..._L ____________ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -- - - - -- - - - - - ------------- - - - - - - - ----------------------------- I I I I I I I I I I - I I I I I I I I ------_l ------1 -----------------.1. -----------------_ ------------ I \\ I I I I I I I I I\ \__'._i i I I I I I I' IlI I I I I I I I I I I I I I I I I ,' •I_ I I I I I I I I \ \ . I I I I I I I I I I I I I I I I I I I • I I :Dia=2ft oDia=2.5ft : ADja3ft I \ \I I I\ I I I ODia=3.5ft ----ç--- ----\- - - - - - - - - - - - -- - - - - - - 0Dia4ft I II 1k I I I I I I I I I I I E l I I l' I I I I I I I I I I I I I I ----- I I I I 1 I I I I\. I ----------------------------------_t" . —• ----- I- -- ------------- I I I I I I I I I I I I I I I I I I 1. I __..L, --- I I I I I I I I I I I I I I I I I I I I I I I I I I I - Axial Capacity Curves 24 inch to 48 inch Diameter Side Resistance/F.S. (tons) Bending Moment vs. Depth Bending Moment, in-kips 5 0 500 1.000 C 5 IC 15 20 CL 25 3(1 35 4(1 45 50 IW Lateral Deflection vs. Depth Deflection, in. 0 0.05 0.1 0.15 0.2 0.2 10 15 2(1 Je 0. 25 30 35 4(1 45 50 LPiIe 2018.10.01, © 2018 by Ensoft, Inc. Shear Force vs. Depth Shear Force, kips -10 0 10 20 10 15 25 35 to - 15 = Project: 10075.024 Eng.: WDO/BRG Date: July 2018 LPile 201810.01, © 2018 by, Ensoft, Inc. LPiIe 2018.10.01, 02018by Ensoft, Inc. Ael-410 Lateral Capacity - 24" 0 CIDH Pile qO Leighton Shear Force vs. Depth Shear Force, kips 20 0 20 4C 0 5 10 15 20 Q 25 30 35 40 45 r. LPile2018.10.01;©2018byEnsoft, Inc. Lateral Deflection vs. Depth Bending Moment vs. Depth Deflection, in. Bending Moment, in-kips 0 0.05 01 0.15 0.2 - 0.25 - 0 1,000 2,000 15 Ic 110-00 y_____ 10 15 LPiIe 2018.10.01, © 2018 by Ensoft, Inc. 0 5 10 15 20 CL - 3C - - 40 . - 45. 50: LPiIe 2018.10.01, © 2018 by Ensoft, Inc. Project: 10075.024 A SUR Eng.: WDO/BRG Lateral Capacity - 30" 0 CIDH Pile Date: July 2018 Leighton Lateral Deflection vs. Depth Bending Moment vs. Depth Shear Force vs. Depth Deflection, in. Bending Moment, in-kips Shear Force, kips 0 0.05 0.1 0.15 0.2 0.25 0 1,000 2,000 3,000 -20 0 2040 :.: 10 Ic - 10 15 15 15 20 20 20 CL CL CL CD 25 CD 25 CD 25 30 30 30 35 35 35 40 40 - 40 --.---- .45 45 . .. 45— - - 50 '504-1:50-1 LPiIe 2018.10.01, © 2018 by Ensoft, Inc. LPiIe 2018.10.01, 02018by Ensoft, Inc. LPiIe 2018.10.01, 02018by Ensoft, Inc. mg Project: j Lateral Capacity - 36" 0 CIDH Pile 445 Date: July 2018 . Leighton ir1 20 CL 25 30 35 40 45 Lateral Deflection vs. Depth Deflection, in. 0 0.05 0.1 0.15 0.2 0 c IC 15 Bending Moment vs. Depth Bending Moment! in-kips 0.25 0 2,000 4,000 L1 LI LPiIe2O18.1O.O1, ©2018 byEnsoft, Inc. 0 5 10 15 20 c 25 30 35 40 45 50 Jz__~ LPiIe2O18.1O.O1,©2O18byEnsoft, Inc. Shear Force vs. Depth Shear Force, kips 0 50 0 5 10 15 -- CI 25 - -I : 40 - 45 - 50 = LPi!e 2018.10.01, © 2018 by Ensoft, Inc. Project: 10075.024 Eng.: WDO/BRG Date: July 2018 Lateral Capacity - 42" 0 CIDH Pile Leighton Lateral Deflection vs. Depth Bending Moment vs. Depth Shear Force vs. Depth Deflection, in. Bending Moment, in-kips Shear Force, kips 0 005 01 0.15 0.2 0.25 02.000 4,000 6.000 8,000 -50 0 50 100 10 10 10 15 15 15 CL CL CL 25 25 __I 25 - 30 30 30 35 35 35 40 40 40 ______ _____ _____ _____ _____ • ii ______ ______ ______ I , •________ Ti: ________ LPiIe 2018. 10.01, © 2018 by Ensoft, Inc. LPiIe 2018.10.01, © 2018 by Ensoft, Inc. LPiIe 2018. 10.01, 02018by Ensoft, Inc. Project: j 24 Lateral Capacity - 48". 0 ClDH Pile Eng.: WDO/ Date: July-2018 Leighton APPENDIX E General Earthwork and Grading Specifications for Rough Grading LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.0 General• 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. -1- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. -2- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may. constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical -3- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor, shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. -4- LEIGH TON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.0 Fill Placement and Compaction 4.1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557). 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557. 4.5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to -5- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications inadequate compaction (such -as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical ConsUltant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. -6- LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 7.0 Trench Backfills 7.1 Safety. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. 7.2 Bedding and Backfill All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface. The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.3 Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 7.4 Observation and Testing The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant. -7- I E-41 a em O%nrT PROJECTED PLANE 1:1 - (HORIZONTAL: VERTICAL) MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE'\ 2 FEET MIN.-' LOA KEY DEPTH BENCH ALL-OVER-CUT SLOPE EXIS11NG,. GROUND SURFACE -15 FEE LOW fl/2FEET BENCHIN. KEY -,-. UNSUITABLE 1 t-BENCH HEIGHT MATERIAL (4 FEET TYPICAL) BENCH LBENCH HEIGHT (4 FEET TYPICAL) UNSUITABLE MATERIAL CUT-OVER-FILL SLOPE CUT FACE SHALL BE CONSTRUCTED PRIOR TO , FILL PLACEMENT TO ALLOW VIEWING.//- OF GEOLOGIC CONDITIONS GROUND SURFACE ---- 4. CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT OVERBUILD AN TRIM BACK PROJECTED PLANE DESIGN SLOPE- 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND I 15 FEET MIN. 2 FEET MIN:- LOWEST KEY DEPTH BENCH (KEY) -REMOVE I UNSUITABLE MATERIAL BENCH HEIGHT (4 FEET TYPICAL) BENCHING SHALL BE DONE WHEN SLOPES ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. I GENERAL EARTHWORK AND 4 KEYING AND BENCHING GRADING SPECIFICATIONS STANDARD DETAIL ; I • Ii GRADE SLOPE FACE OVERSIZE WINDROW OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. 00 NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. ~%6-~k4~WA GRANULAR MATERIAL TO BE DENSIFIED IN PLACE BY DETAIL FLOODING OR JETTING. GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL B / . / , / MOVE SUITABLE TERIAL TRENCH SEE DETAIL BELOW FILTER FABRIC (MIRAFI 140N OR APPROVED 6 MIN OVERLAP ' EOUIVALENT) CALTRANS CLASS 2 MIN. OR #2 ROCK (9FT 3/FT) WRAPPED COVER IN FILTER FABRIC 4" MIN. BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6 DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL 0 SUBDRAIN FOR PIPE SPECIFICATIONS DETAIL DESIGN FINISH GRADE FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) ..-. .. . .. • .• • • .- . • ..-CALTRANS CLASS 2 PERMEABLE _____ • • • • •• • - OR #2 ROCK (9FT3/FT) WRAPPED • - IN FILTER FABRIC 20* M N. 5' MIN. PERFORATED NONPERFORATED PIPE CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C - "' 5 MIN. OUTLET PIPES 4" 0 NONPERFORATED PIPE. 100 MAX. O.C. HORIZONTALLY, 30 MAX D.C. VERTICALLY ..._BACK CUT 1:1 OR FLATTER SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET IN FKEY KEY WIDTH AS NOTED ON GRADING PLANS DEPTH (15 MIN.) (2 MIN.) 12" MIN. OVERLAP— FROM THE TOP HOC RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR 112 ROCK (3 FT-3/FT) WRAPPED IN FILTER FABRIC —4" 0 ' NON-PERFORATED \ OUTLET PIPE ...- - - - PROVIDE POSITIVE SEAL AT THE JOINT T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE 5 WIN. .1 COVER '.: •t•• " PERFORATED PIPE 5X MIN. 4" MIN. FILTER FABRIC BEDDING ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdroin collector pipe shall be installed with perforation down or. unless otherwise designated by the geotechnicol Consultant. Outlet pipes shall be non—perforated pipe. The subdroin pipe shall hove at least 8 perforations uniformly spaced per foot. Perforation shall be 1/4" to 1/2" if drill holes are used. All subdroin pipes shall hove a grodieht of at least 2% towards the outlet. SUBDRAIN PIPE - Subdroin pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40. or ASTM D3034. SDR 23.5. Schedule 40 Polyvinyl Chloride Plastic (PVC) ppe. All outlet pipe shall be placed in o trench no wider than twice the subdroin pipe. BUTTRESS OR GENERAL EARTHWORK AND 4 REPLACEMENT GRADING SPECIFICATIONS ME FILL SUBDRAINS STANDARD DETAIL D IV CUT-FILL TRANSITION LOT OVEREXCAVATION REMOVE UNSUITABLE I - - GROUND -I - I - I- -r - __ -ç I MIN. I• -- - - - - - ------ - V \..- ' --COMPACTED MIN. OVEREXCAVATE - - AND RECOMPACT TYPICAL - - BENCHING -_-I UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT-..-- TRANSITION LOT FILLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL E SOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING 1 • WALL WATERPROOFING -_ V ov FABRIC ENVELOPE SPECIFICATIONS PER ARCHITECT*S 0 (MIRAFI 140N OR APPROVED ° -y EQUIVALENT)" co 1MIN. : -.34 101-12 CLEAN GRAVEL FINISH GRADE 4" (MIN.) DIAMETER PERFORATED I 1' 0 -:- PVC PIPE (SCHEDULE 40 OR -:-:-:-: EQUIVALENT) WITH PERFORATIONS 0 0. :-:-:-:-: ORIENTED DOWN AS DEPICTED - - COMPACTED FILç I : I : MINIMUM GRADIENT TO SUITABLE OUTLET - - --:-:- --- -:-:- --- -:-:-:-:- --- ---- -: L - 3 MIN. WALL FOOTING — COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT. COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS., I RETAINING WALL DRAINAGE GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL F ACTIVE ZONE REINFORCED ZONE C FILTER FABRIC I RETAINED / ZONE I, BACKORAIN / T070%OF WALL HEIGHT GRAVEL DRAINAGE FILL MIN 6 BELOW WALL MIN 12 BEHIND UNITS NOTES: -WALL SUBDRAIN REAR SUBDRAIN: 4" (MIN) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS DOWN. SURROUNDED BY I CU. FT/FT OF 3/4" GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) OUTLET SUBDRAINS EVERY 100 FEET, OR CLOSER, BY TIGHTLINE TO SUITABLE PROTECTED OUTLET 1) MATERIAL GRADATION AND PLASTICITY REINFORCED ZONE: GRAVEL DRAINAGE FILL: SIEVE SIZE % PASSING 1 INCH 100 SIEVE SIZE 1 INCH % PASSING 100 NO.4 20-100 3/4 INCH 75-100 NO. 40 0-60 NO.4 0-60 NO. 200 0-35 NO. 40 0-50 FOR WALL HEIGHT < 10 FEET, PLASTICITY INDEX <20 NO. 200 0-5 FOR WALL HEIGHT 10 TO 20 FEET, PLASTICITY INDEX <10 FOR TIERED WALLS, USE COMBINED WALL HEIGHTS WALL DESIGNER TO REQUEST SITE-SPECIFIC CRITERIA FOR WALL HEIGHT >20 FEET CONTRACTOR TO USE SOILS WITHIN THE RETAINED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREMENTS OF WALL DESIGN. GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL DESIGNER CONSIDERING INTERNAL, EXTERNAL, AND COMPOUND STABILITY. 3) GEOGRID TO BE PRETENSIONED DURING INSTALLATION. IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT. ANGLE ot 45+4/2, WHERE 0 IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE. BACKDRAIN SHOULD CONSIST OF J-DRAIN 302 (OR EQUIVALENT) OR 6-INCH THICK DRAINAGE FILL WRAPPED IN FILTER FABRIC. PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW. SEGMENTAL GENERAL EARTHWORK AND I GRADING SPECIFICATIONS RETAINING WALLS I STANDARD DETAIL APPENDIX F GBA Insert Geotechnical-Engineering Report The Geoprofessional Business Association (GBA) has prepared this advisory to help you - assumedly a client representative - interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil- works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical- engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a dfferent client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one - not even you - should apply this report.for any purpose or project except the one originally contemplated. Read this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full. You Need to Inform Your Geotechnical Engineer about Change Your geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: the client's goals, objectives, budget, schedule, and risk-management preferences; the general nature of the structure involved, its size, configuration, and performance criteria; the structure's location and orientation on the site; and other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities. Typical changes that could erode the reliability of this report include those that affect: the site's size or shape; the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse; the elevation, configuration, location, orientation, or weight of the proposed structure; the composition of the design team; or project ownership. As a general rule, always inform your geotechnical engineer of project changes - even minor ones - and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. This Report May Not Be Reliable Do not rely on this report if your geotechnical engineer prepared it: for a different client; for a different project; for a different site (that. may or may not include all or a portion of the original site); or before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes,, or groundwater fluctuations. Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. Ifyour geotechnical engineer has not indicated an "apply-by date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis - if any is required at all - could prevent major problems. Most of the "Findings" Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site's subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ - maybe significantly - from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed. This Report's Recommendations Are Confirmation-Dependent The recommendations included in this report - including any options or alternatives - are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them retied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation- dependent recommendations fyou fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals' misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: confer with other design-team members, help develop specifications, review pertinent elements of other design professionals' plans and specifications, and be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you've included the material for informational purposes only. To avoid misunderstanding, you may also want to note that "informational purposes" means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled "limitations:' many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study - e.g., a "phase-one" or "phase-two' environmental site assessment - differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer's services were designed, conducted, or intended to prevent uncontrolled migration of moisture - including water vapor - from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer's recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building- envelope or mold specialists. I GEOPROFESSIONAL SAFA ASSOCIATION BUSINESS Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA. and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GIIA member could be committing negligent Commissioning Plan Compliance Form 2013 Green Building Code and 2013 California Energy Code COMPLETE AND INCORPORATE THIS FORM INTO THE PLANS Project Address: One LEGOLAND Drive, Carlsbad, CA Permit Number: - 2018 - 0050 PAGE NUMBER IN ITEM # COMMISSIONING PLAN ITEMS COMMISSIONING PLAN DOCUMENT GENERAL PROJECT INFORMATION 1 Project name, owner, location, building type and building area 6-7 2 Definitions 5 3 Overall project commissioning schedule 16-17 4 Contact information for individual company providing commissioning Coversheet services. COMMISSIONING GOALS Meeting the Los Angeles Green Building code and California Energy 8 Code requirements for commissioning 6 Meeting OPR and BOD requirements 9 Carrying out requirements for commissioning activities as specified in 9-15 plans and specifications SYSTEMS TO BE COMMISSIONED 8 Explanation of the original design intent (refer to OPR and BOD 6 documents) Requirements for execution and documentation of installation, 9 checkout and start up, including controls point-to-point checks and 6 calibrations Equipment and systems to be tested*, functions and modes to be 10 tested, conditions under which the test shall be performed, measurable 6 criteria for acceptable performance, and example test forms COMMISIONING TEAM INFORMATION List of all team members and contact information (i.e. owner, owner's 11 representative, architect, engineers, designated commissioning 7-8 representative, and (if available): general contractor, sub-contractors, vendors, and construction manager) COMMISSIONING PROCESS ACTIVITIES, SCHEDULES, AND RESPONSIBILITIES 12 Prescribed commissioning process steps and activities to be 15 accomplished by the Cx team throughout the design to occupancy Roles and responsibilities for each member of the Cxteam for each 13 phase of the work (including who writes checklists and tests, who 8-9 reviews and approves test forms, who directs tests, who executes tests, who documents tests results and who approves completed tests) 14 Required Cx deliverables, reports, forms, and verifications expected at 15 each stage of the commissioning effort 15 Confirmation, development and approval process for the O&M manual, 15 systems manual and the facility operator and maintenance staff training I Page ftQ0 186060yo ON *At a minimum, the following systems shall be tested: HVAC & controls, indoor lighting system & controls, water heating system, landscape irrigation systems, covered processes, renewable energy systems, and water reuse systems. Owner/Owner Representative Acknowledgement The commissioning plan includes the items listed aboveand have been approved by the Owner or Owner Representative: Name: Thomas Storer o Owner 0 Owner Representative LEGOLAND California Resort Company Name (if applicable): Signature: Date: Owner's Project Requirements (OPR) Compliance Form 2016 Green Building Code and 2016 California Energy Code COMPLETE AND INCORPORATE THIS FORM INTO THE PLANS One LEGOLAND Drive, Permit Number: PC 2018 0050 Project Address:Curlcbad, CA ITEM OPR ITEMS PAGE NUMBER IN OPR DOCUMENT PROJECT PROGRAM 1 General building information (size, stories, construction type, occupancy type and number) 1 2 Intended uses and schedules I 3 Future expandability and flexibility of spaces 1 4 Quality and durability of materials and desired building lifespan I Budget or operation constraints I ENVIRONMENTAL AND SUSTAINABILITY GOALS 6 Level of compliance with the Los Angeles Green Building Code: Mandatory, Tier 1, or Tier 2 N/A Specific environmental or sustainability goals (e.g. water efficiency, water reuse, CO2 monitoring, xeriscaping, etc.) I ENERGY EFFICIENCY GOALS 8 Overall efficiency of building: meet California Energy Code or exceed by(%) I 9 Lighting system efficiency: meet California Energy Code or exceed by(%) I 10 HVAC equipment efficiency and characteristics I 11 Other measures affecting energy efficiency desired by owner (e.g. building orientation, shading, envelope and fenestration, roof, renewable power, net-zero energy use, etc.) 1 INDOOR ENVIRONMENTAL QUALITY REQUIREMENTS 12 Lighting 2 13 Temperature and Humidity 2 14 Acoustics 2 15 Air quality, ventilation, and filtration 2 16 Desired adjustability of system controls 2 17 Accommodations for after-hours use 2 18 Other owner requirements (e.g. natural ventilation, daylight, views, etc.) 2 Page 1 of 2 EQUIPMENT AND SYSTEMS EXPECTATIONS 19 Level of quality, reliability, equipment type, flexibility, maintenance, and 2 complexity desired 20 Specific efficiency targets, desired technologies, or preferred manufacturers 2 for building systems, acoustics and vibration 21 Degree of system integration, automation, and functionality for controls (i.e. 2 load shedding, demand response, energy management) BUILDING OCCUPANT AND O&M PERSONNEL EXPECTATIONS 22 Description of how the building will be operated and bywhom 2 Level of training and orientation required to understand, operate and use 2 23 the building systems for building operation arid maintenance staff, as well as occupants 24 Building operation and maintenance staff location and capabilities 2 COMMISSIONING AGENT INFORMATION 25 Name of Commissioning Agency: 26 Address of Agency: 27 Contact person(s) Name(s): Owner/Owner Representative Acknowledgement Owner's Project Requirements (OPR). The expectations and requirements of the building appropriate to its phase shall be documented before the design phase of the project begins. The OPR includes the elements listed above and have been approved by the Owner or Owner Representative. Name: Thomas Storer a Owner a Owner Representative Company Name (if applicable): LEGOLAND California Resort Signature: Date: Page 2 of 2 Basis of Design (BOD) Compliance Form 2016 Green Building Code and 2016 California Energy Code COMPLETE AND INCORPORATE THIS FORM INTO THE PLANS One LEGOLAND Drive, PC 2018 0050 Project Address:Carlsbad, CA Permit Number: --- ITEM # BOD ITEMS PAGE NUMBER IN BOD DOCUMENT HVAC SYSTEMS AND CONTROLS Narrative description of system (i.e. system type(s), location, control type, 1-5 1 efficiency features, outdoor air ventilation strategy, indoor air quality features, noise reduction features, environmental benefits, other features) 2 Description of how the system meets requirements in OPR 2,5 Reasons for system selection, as opposed to alternatives (e.g. comfort 1,2,5 performance, efficiency, reliability, cost, acoustics, etc.) Load calculations (i.e. method, software, summer outdoor conditions, 5 winter outdoor conditions, indoor design conditions, assumptions, other) 5 Sequence of Operations (i.e;operating schedules, setpoints,other) 2-5 INDOOR LIGHTING SYSTEM 6 Narrative Description of system (e.g. fixture type(s), lamp & ballast type, 6-7 control type, etc.) 7 Description of how the system meets requirements in OPR 7 8 Reasons for system selection, as opposed to alternatives (e.g. visual 7 comfort performance, efficiency, reliability, flexibility, simplicity, cost, etc.) Lighting Design Criteria (i.e. space ID, space type, illumination design target, 7 source of target, light calculation assumptions, other) 10 Lighting Power Design Target (i.e. space type, Title 24—Energy Code lighting 7 power allowance, lighting power design target, other) WATER HEATING SYSTEM 11 Narrative description of system (i.e. system type, location, control type, N/A efficiency features, environmental benefits, other) 12 Description of how the system meets requirements in OPR N/A 13 Reasons for system selection, as opposed to alternatives (e.g. performance, N/A efficiency, reliability, space constraints, cost, ease of maintenance, other) 14 Water heating load calculations: sizing calculation method, assumptions, N/A and results LANDSCAPE IRRIGATION SYSTEMS 15 Narrative description of system (i.e. system type(s), location, control type, 6 performance, other) _efficiency, _water _savings, 16 Description of how the system meets requirements in OPR 6 17 Reasons for system selection, as opposed to alternatives (e.g. performance, 6 efficiency, reliability, flexibility, cost, utility company incentives, other) 18 Landscape irrigation system calculations: sizing calculation method, 6 assumptions, and results COVERED PROCESSES 19 Narrative description of system (i.e. system type(s), location, control type, N/A performance, efficiency, savings, other) 20 Description of how the system meets requirements in OPR N/A 21 Reasons for system selection, as opposed to alternatives (e.g. performance, N/A Page 1of o)8dw00swo efficiency, reliability, flexibility, simplicity, expandability, cost, payback N/A period, utility company incentives, owner preference, etc.) 22 Sequence of Operation (e.g. operating schedules, setpoints, storage N/A capacity, etc.) RENEWABLE ENERGY SYSTEMS (IF ANY) Narrative description of system (i.e. system type(s), location, invertertype, 23 control type, performance, efficiency, energy savings, payback period, N/A other) 24 Description of how the system meets requirements listed in OPR N/A Reasons for system selection, as opposed to alternatives (e.g. performance, 25 efficiency, reliability, flexibility, simplicity, expandability, cost, payback N/A period, etc.) 26 Renewable energy system generation calculations: sizing calculation N/A method, assumptions, and results WATER REUSE SYSTEM (IF ANY) Narrative description of system (i.e. system type(s), location, space 27 requirements, equipment requirements, control type, performance, N/A efficiency, potable water savings, payback period, other) 28. Description of how the system meets requirements in ORR N/A 29 Reasons for system selection, as opposed to alternatives (e.g. performance, N/A efficiency, reliability, flexibility, simplicity, cost, payback period, etc.) 30 Water reuse system calculations: sizing calculation method, assumptions, and results Architect/Engineer/Designer Acknowledgement I hereby acknowledge the Basis of Design (BOD) document has been completed and meets the Owner's Project Requirements (OPR). Name License Number Signature Date Architect of Record Mechanical Designer Electrical Designer Plumbing Designer Landscape Architect Renewable Energy N/A System Designer N/A N/A N/A Others (specify): N/A N/A N/A N/A Commissioning Agent Acknowledgement I have reviewed the Basis of Design (BOO) and verified that it meets the Owner's Project Requirements (OPR): Name: Tim Cordell Company Name (if applicable): Integrated Commissioning Solutions, Inc. Agent's Signature: Date: 2 of .• C'. tCity of Carlsbad 7 CERTIFICATION OF S : [sisluFEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: PC2018-0050,DEV2018-0163, PROJECT 2020 Plan Check No.: CBCA2019-0004 Project Address: 1 LEGOLAND DR Assessor's Parcel No.: 2111000900 Project Applicant: LEGOLAND CALIFORNIA LLC (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 22,463 City Certification: City of Carlsbad Building Division Date: 03/18/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the Information provided above Is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. E1 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 L1San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) L1Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760)726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: LC Title: Date: '-O 1 CARLSBAD UNIFIED SCHOOL DISTRICT Phone:fl (6 :s3 -&cscxD Name of School District: _____________ 1225-EtCAMtNO-REAI. CARLSBAD, CA 92009 BuIlding Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 760-602-8558 fax I building@carlsbadca.gov i )rK (' 1 25 flCaininuReal • nIsltd. (;A 92000 GO, 100331•5000p'760•4316707f June 13.2019 To Whom It May Concern: The current commercial rate for school fees is $0.61 per square foot, with a total amount of $13,702.43 for the attached LEGOLAND project. 22,463 x $0.61 = $13,702.43 Thank you, Cathy Gunzelrnan Executive Administrative Assistant To the Assistant Superintendent Business Services Carlsbad Unified School District 6225 El Camino Real Carlsbad, CA 92009 cgunzelrnancarlsbadusd.net 1314P TEE 1 10 0 H5 8 crtiu 10ZPA3 J3 P4tM4 INDUSTRIAL WASTEWATER DISCHARGE PERMIT WSWAM SCREENING SURVEY Date 11/18/2018 Business Name LEGOLAND California Street Address One Legoland Drive Email Address stevenboyington@wmb-roi.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting I Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting I Forming Pesticide Manufacturing / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching i Milling Research and Development Film ! X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap / Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief description of business activities (Production! Manufacturing Operations): Theme park with rides, F&B and retail components. Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal /day): List hazardous wastes generated (type (volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact Tom Storer Title Senior Project Manager Signature FI !'- Phone No.760-918-5323 ENCINA WASTEVATR.A1.JIORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 + SAN DIEGO REGIONAL I - OFFICEUSEONLY - 131 ' HAZARDOUS MATERIALS IRECORDID# DE.I2ooZ-.lip_1% IPNCHECK#Q- 1 • WM- Op75 QUESTIONNAIRE ICRs Io3?5'133 BPDATE I I Business Name Business Contact Telephone II LEGOLAND California Tom Storer 760-918-5323 Project Address ?.!1sb ad State Zip Code I APNS* One [egoland Drive CA 92008 211-100.09.00 Mailing Address City State Zip Code Plan Filed One Legoland Drive Carlsbad CA 92008 Project Contact Applicant Email Telephone # Steven J. Boyington - stevenboyington@wrnb-roi.com 863-687-3573 The following questions repressnt lire taciiity'e activities, NOT the specific project description. 'ART it FInFPA8]fdENT — I4AZASD0US MATERffiI.S WVl8tON OCCUPAIICYCLABEIFIOA1lQN: hut ssaeissd for arciecta wWuin the Cftv p15cc 2gI: idlcate by sirding the item, whether your business will use, process, or store any of thèlöllosdng hazaiàus matettats. If any of the Items are r c l e d , ippinl must Contact theflre Protection Agency with jurisdiction prior to plan submittal. mv )ccupancy Rating: Facility's Square Footage (Including proposed project): Explosive or Blasting Agents S. Organic Peroxides 0. Water Reactivos 13. Corrosives Cctnpreaaád Oasis 8. Oxidizers 10. CryogenIcs 14. Other Health Hazards FlammablelCambustible Liquids T. Pyrnphodca 11. Highly Toxic orloidc Materials 18. None of These. Flammable Solids 8. Unstable Reactivas 12. Redloactivas p1J i:,/l q 'ART Ii: 8AN UJElp G9UNTY DflPA F 8NVIKONMFNTI. KtiLTH — tfRU9Jj5 IATERL8 VIVI9IPN IPk if the answer to any, of the uostlons Is yea, applicant must contact the Countyof San Diego Hazardous Materials omelonj Ovoiand Avenue, SuIte 110, Gan Diego, CA 92123. a11(858)5oS4looprlortothelssuencaofabuilding permit. (b) Ci.i-J5Cod ZSSO7 q VUic .'JLc'. 1, 320 Qd EES ARE REQUIRED Project Completion Date: Expected Dale of Occupa1cy If 0 C&ARP Exempt YES NO (for new construction or remodeling projects) - 0 ( Is your business listed on the reverse side of this form? (check all that apply). fiiJi4 V gg< s5v Date Inflict. 0 Will your business dispose of Hatardoue Substances or Medical Waste in any amount? 0 Will your business store Or handle jezetdaue Sibojancoa lu qr&entltiea qrqator thpn or equal to 55 gallons, 500 0 CSIARP Required pounds andlor 200 cubic feel? No (m4)QC1S to C?L SW sd tavtk5 - -_I 0 Will your business store or handle carclnogenaltepmductivs toxlnellr any quantity? Date tnt Vats WE your business use an existing or install in underground storage lank? 0 Will your business store or handle Regulated Substances (CeIARP)? 0 CeIARP Complete Will your business use or Install a Hazardous Waste Tank System (Me 22. Article 10)? I 0 GN Will your business store petroleum In tanks or containers at your tacitly with a total facility storage capacity equal to Date Initiaw or greater then 1,320 gallons? (CCllromla'a Abovagràund Petroleum Storage Act). ART Ilk SIM QIOQ COUNTY AIR POLI.UtIQf4 CQN1RQI 91RCT IAPJ Any YES answer requires a stamp from APCD 10124 Old Grove Road, San lIngo, CA 92131 .csoss (858) 5855Q). L'No stamp required If QI Yea 20g 03 Yea g Q448 No). The tollowing questions are intended ildontily the majority o r n Issues at the planning stage. Projects may require additional measures not Identified by these questions. For comprehensive squlremonte contact APCD. Residences are typically exempt. except - those with more than one building' on the propefly single buildings with more than tow wailing units; Iownhomes; condos; .rbtedeommorclal use; deliberate bums; residences forming part of s larger project. rExciudes garages & small outbuildings.) YES NO 0 Will the project disturb 180 square toot or more or existing building materials? C)11 Will any load supporting structural members be removed? Notification may be required 10 workIng days prior to commencing demolitIon. I] (ANSWER ONLY IF QUESTION I or IS YES) Has an asbestos survey been performed bye Certified Asbestos Consultant or Site Surveillance Technician? E:) 0 (ANSWER ONLY IF QUESTION 31$ YES) Based on the survey results, will the project disturb any asbestOs containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 0 WIll the projector associated construction equipment emit air contaminants? See the reverse aide of this form or APCD faclaheot MwIdescdae&eftuma di for typical equipment requiring in APCD permit. 0 (ANSWER ONLY IF QUESTION 51$ YES) Will the project or associated construction equipment be located within 1,000 feat of a school boundary dolly describe business activities: I Briefly describe proposed project 2 Theme park utdu.. .a10darca1m1Uc0.ntng to .,didi'g restaurant and rutiJi shop, and lixistaig New indoor theater ride andoutdoor tower ride. declare undpr pqnalty of padwy that to liii best of my knowledge and bold tic sesoonias made herein Cia true and correct. Ste nLoymgton -. - II / 28 /18 IRE DEPARTMENT OCCUPANCY CLASSiFICATION: Y. ____________________________________________________________ _________________________________________ DATE: I I -- sRtxroormariox ascuose RHUSea FOR BUILSINO PSRUIT BUT NOT FOR oc;u*xsv RSLMIED FOR OCCUPANCY 4 -APcD - COUNVf.HMD APCD Coutlrf44MD AIPCO REVIEWED on Co,, 01 tQ1W QIMOT ewed SIGNATURE 4P 1treAelint '/ts, 1DA1t exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. Ii.0II ,nnt.cI C!I#Yof Carlsbad PAD CERTIFICATION FOR BUILDING PERMIT PROJECT INSPECTOR: _____________________ DATE:__________________ PROJECT ID a020 GRADING.PERMITNO.L 20S-0 Y( LOT(S) REQUESTED FOR RELEASE:___________________________________________________ N/A= NOT APPLICABLE • COMPLETE -0= Incomplete or unacceptable 1. As-Built (Redlines) are up to date:and available onsitefor reference. All daily geotechnical observation reports, compaction reports and letters from geotechnical engineer submitted, including: pads, retaining walls, utility trenches, slopes, paved access roads and parking lots. Site security and fencing installed for separation of construction activity from public. Letter from EOW'documenting thaf the finished pad elevations match the plan elevations for specific lot(s). - S. Letter from the project QSD'certifying that all construction related BMPs are installed in accordance with City of Carlsbad Storm Water Standards. Site access to requested lot(s) adequate and logically grouped, including a designated staging area for building phase of work. All onsite underground utilities installed and ready for service. Identification and protection of city sewer infrastructure is implemented, including manhole protection, false bottoms anI6 sediment traps.. Permanent/Temporary Fire Access Plan approved by Fire Department representative, and implemented on site. 10. Letter from Owner/Dev requesting pad certification of the specific lot(s) with 8W' xli" site plan. rPad certification for the above stated, lots is approved for the purpose.ofbuilding permit issuance., lssuance.of building permits is still subject to all, city requirements. The above-stated lots are conditionally approved for a building permit to install retaining walls required for pad certification only. !II The above stated lots are conditionally approved for a building permit to install fOundations only. 1- t2-- Project Inspector Date Z-i,-'_i 1 ,, 6 icP ,, Ø1'ects Manager Date Public Works Construction Managernent.& Inspection 1635 Faraday Avenue I Carlsbad, CA 92008 I. 760-602-2780 1760-438-4178 fax Location Number Building Name Square Footage i-A (Volume 1) New Ride Building ? 22,463 Sl i-B (Volume 1) New Ride Building Outdoor Queue& BatchingArea 3,257 SF/ 2-A (Volume 2) Outdoor Ride 779 SF 2-B (Volume 2) Outdoor Queue Line Area 1,286 SF 2-C (Volume 2) Operator Booth 51 SF 2-D (Volume 2) Hydraulic Room 329 SF 3-A (Volume 3) Existing Carousel Ride (Exterior Cosmetic Improvements Only) 2,153 SF 3-B (Volume 3) Existing Carousel Ride Operator Booth (Exterior Cosmetic Improvements Only) 52 SF 4 (Volume 4) Existing Pavilion -Activities Building (Remodeled) 1,707 SF 5 (Volume 5) Existing Retail (Exterior Cosmetic improvements Only) 1,412 SF 6 (Volume 6) Downtown - Existing Restaurant/Theater Building (Remodeling 1,300 SF only) 9,530 SF 7 Existing "life guard shack" - To Be Demolished 52 SF 8 Existing F&B Kiosk - To Be Relocated 130 SF 9 Existing Stage - To Be Demolished 702 SF 10 Existing DU PLO Play Area and LEGOLAND Express - To Be Demolished -1,000 SF Project 2020 One LEGOLAND Drive Carlsbad, CA 92008 Project Sauare Footaes & Locations: ROI SOLUTIONS. LAKELAND MELURNE 110 South Kentucky Ave 927 E New Haven Ave #302 863 687 3573 Lakeland, FL 33801 M&bourne,FL 32901 wrnbroi.com 4 % / GENERAL NOTES: ALLOWABLE TRAVEL DISTANCE PER CBC TABLE 1017.2 BUILDING SHALL BE EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM. REFER TO FIRE PROTECTION DRAWINGS FOR PERFORMANCE SPECIFICATIONS. REFER TO DOOR SCHEDULE ON SHEET A-601 FOR DOOR FIRE RATING AND EGRESS HARDWARE REQUIREMENTS. FIRE EXTINGUISHERS SHALL BE PROVIDED IN ACCORDANCE WITH NFPA 10 REQUIREMENTS AND AS DIRECTED BY THE LOCAL AHJ. SEE SHEET A-101 FOR FIRE-RATED WALL DESCRIPTION AND INFORMATION BUILDING SHALL BE EQUIPPED WITH AN EMERGENCY WARNING SYSTEM FOR HEARING IMPAIRED, AND AUTOMATIC FIRE DETECTION SYSTEM IN COMPLIANCE WITH CBC 907.5.2.1.3 AND 11B-702.1. SEE FP & ELECTRICAL BUILDING SHALL BE EQUIPPED THROUGHOUT WITH EMERGENCY AUDIBLE AND VISUAL ALARMS COMMUNICATIONS SYSTEM IN COMPLIANCE WITH THE PROVISIONS OF TITLE 24 SECTION 907 CBC. SEE FP & ELECTRICAL 1. PER SECTION 1013.4, TACTILE EXIT SIGNS SHALL BE REQUIRED AT THE FOLLOWING LOCATIONS: WHEREVER BASIC CBC PROVISIONS REQUIRE EXIT SIGNS FROM A ROOM OR AREA TO A CORRIDOR OR HALLWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS. "EXIT ROUTE." EACH GRADE-LEVEL EXIT DOOR. THE TACTILE EXIT SIGN SHALL HAVE THE WORD, "EXIT." EACH EXIT DOOR THAT LEADS DIRECTLY: TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF A STAIRWAY OR RAMP. E TACTILE EXIT SIGN SHALL HAVE T FOLLOWING WORDS AS APPROPRI I) "EXIT STAIR DOWN.- I!) "EXIT RAMP DOWN.- 111) "EXIT STAIR UP." iv) "EXIT RAMP UP." EACH EXIT DOOR THAT LEADS DIR TLY TO A GRADE-LEVEL EXTERIOR EXI MEANS OF AN EXIT ENCLOSURE OR AN EXIT PASSAGEWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS, -EXIT ROUTE." LIFE SAFETY LEGEND: FEC CLASS-ABC FIRE EXTINGUISHER WI - SEMI-RECESSED CABINET FE CLASS-ABC FIRE EXTINGUISHER WI o MOUNTING BRACKET EMERGENCY EXIT LIGHT (SEE ELECTRICAL PLANS) EGRESS COMPONENT 4 4 4 FLOW PATH - 141R. FIRE RATING PROVIDE DOOR PANIC HARDWARE SHEET NOTES: 0 1. ACCUMULATED LOAD OF ENTIRE LEVEL I FLOOR = 68 PERSONS. 68/3 EXITS = 22.66 X 0.3 INCH WIDTH = 6.8 INCHES REQUIRED STAIR WIDTH. STAIR WIDTH PROVIDED = 54". REQUIRED STAIR WIDTH PER CBC 1005.3.1 /J 0 8' 16' E1 SCALE: 1/16" = O1 LIFE SAFETY PLAN - LEVEL I ffoij oo?co GENERAL NOTES: ALLOWABLE TRAVEL DISTANCE PER CBC TABLE 1017.2 . BUILDING SHALL BE EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM. REFER TO FIRE PROTECTION DRAWINGS FOR PERFORMANCE SPECIFICATIONS. REFER TO DOOR SCHEDULE ON SHEET A-601 FOR DOOR FIRE RATING AND EGRESS HARDWARE REQUIREMENTS. FIRE EXTINGUISHERS SHALL BE PROVIDED IN ACCORDANCE WITH NFPA 10 REQUIREMENTS AND AS DIRECTED BY THE LOCAL AHJ. SEE SHEET A-101 FOR FIRE-RATED WALL DESCRIPTION AND INFORMATION BUILDING SHALL BE EQUIPPED WITH AN EMERGENCY WARNING SYSTEM FOR HEARING IMPAIRED, AND AUTOMATIC FIRE DETECTION SYSTEM IN COMPLIANCE WITH CBC 907.5.2.1.3 AND 11 B-702.1. SEE FP & ELECTRICAL. BUILDING SHALL BE EQUIPPED THROUGHOUT WITH EMERGENCY AUDIBLE AND VISUAL ALARMS COMMUNICATIONS SYSTEM IN COMPLIANCE WITH THE PROVISIONS OF TITLE 24 SECTION 907 CBC. SEE FP & ELECTRICAL 1. PER SECTION 1013.4. TACTILE EXIT SIGNS SHALL BE REQUIRED AT THE FOLLOWING LOCATIONS: a) WHEREVER BASIC CBC PROVISIONS REQUIRE EXIT SIGNS FROM A ROOM OR AREA TO A CORRIDOR OR HALLWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS, EXIT ROUTE.- b). EACH GRADE-LEVEL EXIT DOOR. THE TACTILE EXIT SIGN SHALL HAVE THE WORD. "EXIT." c) EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF A STAIRWAY OR RAMP. THE TACTILE EXIT SIGN SHALL HAVE THE FOLLOWING WORDS AS APPROPRIATE: "EXIT STAIR DOWN." "EXIT RAMP DOWN." "EXIT STAIR UP." "EXIT RAMP UP." d) EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF AN EXIT ENCLOSURE OR AN EXIT PASSAGEWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS, EXIT ROUTE." LIFE SAFETY LEGEND: FEC CLASS-ABC FIRE EXTINGUISHER WI SEMI-RECESSED CABINET FE CLASS-ABC FIRE EXTINGUISHER WI 0 MOUNTING BRACKET EMERGENCY EXIT LIGHT (SEE ELECTRICAL PLANS) EGRESS COMPONENT 4 4 I FLOW PATH J1;71tt1i[c1 10 PROVIDE DOOR PANIC HARDWARE SHEET NOTES: 0 1. ACCUMULATED LOAD OF ALL LEVELS = 340 PERSONS. 340 PERSONS 12 EXITS = 34" EXIT WIDTH REQUIRED (68" TOTAL) PROVIDED 60" PER EXIT DOOR (120" TOTAL) o 8' 16' 3 SCALE: 1/16" = 1'-0" LIFE SAFETY PLAN - LEVEL 2 1/16" = 1-0" ACCUMULATED LOAD OF GROUND FLOOR LEVEL (LEVEL 2) ONLY IS 128 PERSONS 2. BARRIER! DOUBLE SWING GATE TO PREVENT GUESTS FROM CONTINUING TO LOWER LEVELS, PER CBC SECTION 1023.8. BASIS OF DESIGN: PACIFIC STAIR CORPORATION DOUBLE SWING GATE WITH SELF CLOSING GATE HINGE AND SIGN "NOT AN EXIT" ON EXTERIOR GATE FROM STAIRCASE. INSIDE STAIRCASE GATE TO READ "EXIr. GATE TO MATCH STAIR COLOR. t GENERAL NOTES: ALLOWABLE TRAVEL DISTANCE PER CBC TABLE 1017.2 BUILDING SHALL BE EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM. REFER TO FIRE PROTECTION DRAWINGS FOR PERFORMANCE SPECIFICATIONS. REFER TO DOOR SCHEDULE ON SHEET A-601 FOR DOOR FIRE RATING AND EGRESS HARDWARE REQUIREMENTS. FIRE EXTINGUISHERS SHALL BE PROVIDED IN ACCORDANCE WITH NFPA 10 REQUIREMENTS AND AS DIRECTED BY THE LOCAL AHJ. SEE SHEET A-101 FOR FIRE-RATED WALL DESCRIPTION AND INFORMATION BUILDING SHALL BE EQUIPPED WITH AN EMERGENCY WARNING SYSTEM FOR HEARING IMPAIRED, AND AUTOMATIC FIRE DETECTION SYSTEM IN COMPLIANCE WITH CBC 907.5.2.1.3 _.__ AND II8-702.1. SEE FP & ELECTRICAL. BUILDING SHALL BE EQUIPPED THROUGHOUT WITH EMERGENCY AUDIBLE AND VISUAL ALARMS COMMUNICATIONS SYSTEM IN COMPLIANCE WITH - . THE PROVISIONS OF TITLE 24 SECTION 907 CBC. SEE FP& ELECTRICAL 1. PER SECTION 1013.4, TACTILE EXIT SIGNS SHALL --..--. BE REQUIRED AT THE FOLLOWING LOCATIONS: T a) WHEREVER BASIC CBC PROVISIONS REQUIRE EXIT SIGNS FROM A ROOM OR AREA TO A CORRIDOR OR HALLWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS, "EXIT ROUTE." ' b) EACH GRADE-LEVEL EXIT DOOR. THE TACTILE EXIT SIGN SHALL HAVE THE WORD, I 4 4 C) EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF A STAIRWAY OR RAMP. THE TACTILE EXIT SIGN SHALL HAVE THE - FOLLOWING WORDS AS APPROPRIATE: I) "EXIT STAIR DOWN.- I!) EXIT RAMP DOWN." - III) "EXIT STAIR UP. - Iv) "EXIT RAMP Up." d) EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF AN EXIT ENCLOSURE OR AN EXIT PASSAGEWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS, "EXIT ROUTE." LIFE SAFETY LEGEND: FEC CLASS-ABC FIRE EXTINGUISHER WI SEMI-RECESSED CABINET FE CLASS-ABC FIRE EXTINGUISHER WI MOUNTING BRACKET EMERGENCY EXIT LIGHT (SEE ELECTRICAL PLANS) EGRESS COMPONENT 4 4 4 FLOW PATH - 1-HR. FIRE RATING PROVIDE DOOR PANIC HARDWARE SHEET NOTES: (J '1. ACCUMULATED LOAD OF ENTRY LEVEL 3 FLOOR = 144 PERSONS. 14413 EXITS = 48 X 0.3 INCHES 14.4 INCHES REQUIRED STAIR WIDTH. STAIR WIDTH PROVIDED = 54". REQUIRED STAIR WIDTH PER CBC 1005.3.1. 8' 16' 3 SCALE: 1/16" = 1'-0" LIFE SAFETY PLAN - LEVEL 3 1116"=l'-O" GENERAL NOTES: ALLOWABLE TRAVEL DISTANCE PER CBC TABLE 1017.2 BUILDING SHALL BE EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM. REFER TO FIRE PROTECTION DRAWINGS FOR PERFORMANCE SPECIFICATIONS. REFER TO DOOR SCHEDULE ON SHEET A-601 FOR DOOR FIRE RATING AND EGRESS HARDWARE REQUIREMENTS. FIRE EXTINGUISHERS SHALL BE PROVIDED IN ACCORDANCE WITH NFPA 10 REQUIREMENTS AND AS DIRECTED BY THE LOCAL AHJ. SEE SHEET A-101 FOR FIRE-RATED WALL DESCRIPTION AND INFORMATION BUILDING SHALL BE EQUIPPED WITH AN EMERGENCY WARNING SYSTEM FOR HEARING IMPAIRED, AND AUTOMATIC FIRE DETECTION SYSTEM IN COMPLIANCE WITH CBC 907.5.2.1.3 AND 11B-702.1. SEE FP & ELECTRICAL. BUILDING SHALL BE EQUIPPED THROUGHOUT WITH EMERGENCY AUDIBLE AND VISUAL ALARMS COMMUNICATIONS SYSTEM IN COMPLIANCE WITH THE PROVISIONS OF TITLE 24 SECTION 907 CBC. SEE FP & ELECTRICAL 1. PER SECTION 1013.4, TACTILE EXIT SIGNS SHALL BE REQUIRED AT THE FOLLOWING LOCATIONS: WHEREVER BASIC CBC PROVISIONS REQUIRE EXIT SIGNS FROM A ROOM OR AREA TO A CORRIDOR OR HALLWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS. "EXIT ROUTE." EACH GRADE-LEVEL EXIT DOOR. THE TACTILE EXIT SIGN SHALL HAVE THE WORD. "EXIT. EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF A STAIRWAY OR RAMP. THE TACTILE EXIT SIGN SHALL HAVE THE FOLLOWING WORDS AS APPROPRIATE: I) "EXIT STAIR DOWN." ii) "EXIT RAMP DOWN.- I!!) "EXIT STAIR UP." iv) "EXIT RAMP UP. EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF AN EXIT ENCLOSURE OR AN EXIT PASSAGEWAY. THE TACTILE EXIT SIGN SHALL HAVE THE WORDS. "EXIT ROUTE." LIFE SAFETY LEGEND: FEC CLASS-ABC FIRE EXTINGUISHER WI SEMI-RECESSED CABINET FE CLASS-ABC FIRE EXTINGUISHER WI o MOUNTING BRACKET EMERGENCY EXIT LIGHT (SEE ELECTRICAL PLANS) EGRESS COMPONENT 4 4 4 FLOW PATH - 1-HR. FIRE RATING PROVIDE DOOR PANIC HARDWARE 0 8' 16' 32' 1/1 0 LIFE SAFETY PLAN - QUEUE LINE 60 =1'4' SCALE: 1/16" = 1'-0" STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 OWNER'S CERTIFICATE: BIST MANAGEMENT F1AT10ES (IMP) 5LhU [ION TABLE Erosion Control SedimentControl BMPS Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs .0 C 0 4M 0 0 Ill 10 0 In C. . — G E Best Management Practice* ' S . Cn . . (BMP) Description —3 ! 0 .c2 E C 0 00 o t.aC Ui 6 & .E & CASQA Designation -. p.. I co I a I I I 'I) I * I I I I I I I I I " I I... I I I Cl I I' I * I ifl I O I CO I Z Z Z Construction Activity Grading/SoilDsturbance Of Trenching/Excavation ' Stockpiling V — — — — — — — — -- — 'sDriIIinplBorin — UConcrete/AsphaltSawcutting Concreteflotwork Paving t Conduit/Pipe Installation ss Stucco/Mortar Work — V Waste Disposal — — — — — — — — — .,StaginqlLay Down Area 'Equbment Maintenance and FueIing Hazardous Substance Use/Storage - Dewatering — — — -- tA SiteAccessAcrossDirt 7 Other(list): k v — — — - - Instructions: - Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the tap of the BMP Table is a list of BMP's with it's correspondi n g C a l i f o r n i a S t o r m w a t e r Q u a l i t y Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list, check the box where the chosen activity row intersects with the B M P c o l u m n . Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2.. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRAC11CABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY YTh THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. 70- , S40 OWNER(S)/OWN ' AGENT NAME (PRINT) / .-.--- Iz CIrel OWNER( GENT NAME (SIGNATURE) DATE SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECT INFORMATION Site Addréss:_ LG(aoLA —01 Assessor's Parcel Number...t t - too Emergency Contact: Name: 24 Hour Phone: Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM 0 LOW E-29 Page 1 of 1 REV 02/16 r /t.::: ' \ 154 'Jo lip 152 \ I - 2 \ \ S 20 0 20 4( GRAPHIC SCALE SCALE: FM 20 Its I - - Oj im IJ* Jki r.cONOUcTENSToE!OATESWPpP.w*LLu.ri(DASExIIBT)j TOHIR.ECTACTUALBWPLOCATWNS IovENMrm8E E INACTIVE AAA vTI EROSION CONTROL NOTES Iosorn.oAEE.uT I 10 IIiIA,NrU COIAV.ETTD PADS. SIACTTIE AREAS NP I ICK,I5TRAIOI1AREMEASTKATKAVEBGENOSiUIOSDNIDMIEI ® 5E4. GRAVEL SAGS. SEE DUAL CON THIS SHED INOTSORGiAEDTONE000G1UIOE0FDSATLEASTIi0AYS. I ® TGW CONSTRUCTION ENDAEIIE%ETRACIONG PAD5EEEETN.AON71SSHIET ® EC4.STAINJGIENAXS GREATER THAN IHEIGHT III SLT FENCE &E mum BON THIS Timm SIWA DRAW INLET OTECTION.SEE DSTM.0 44 LEGEND DESCRIP11ON CASQA STD. SYMBOL OECIIONEFERAAWIN RAGIUS.201 / I GRAVEL ROW) FILTER FABRIC RRETPNOTECTGIN SE.ID ca.ioss ...qEGATE AREADRAW —6 z 3 OAR5E AGGREGATE CONCRETEWASHOUT ..--, GA ,._CORRUGATED STEEL PANELS UATEAIALSTORASEAREA MAI ORIGINAL NNIHpRIFACAJIAS NiNA \-FWER FABRir. SNi.STOOIDIE AMA CJ t.NAISGAPES!GOWIN yAWS SECTION C-C MATMALSTWKPLE ATAT [J I f liNA1BRAL!TNPAEE CORRUGATED STEEL PANELS ETAIrSTGAAGE C C to AMA L llhllllDtllllllllhlltll ___________________ FENCE catamcnIONTRAILER GRAWLGAGS EA20 MW L ALT I ______ —I— CONSTRUCTION FENCE 50 MIN OR FOUR TIMES THE CIRCUMFERENCE OF THE LARGEST CONSTRUCTION VEHICLE TIRE. WHICHEVER IS GREATER STABILIZED 3 MIN.-NAl-..— ______________ BAGS II A CONSTRUCTION ENTRANCE () OPENING BETWEEN II NOT TO SCALE eyAiSRNA'T '. -- clxii SECTION A-A ROW — NAT A-I D BAGS SHALL BE BUTTED FIRMLY 0 INN NA AGAINST CURB & ADJUSTED AS IO.= A• II". INCA ORDER OF WORK DICTATES IN TOOT OOTOAL"I I TIORK TRR I F — c. rtNi_l b II WONAT•O SMW SECTIOND-D SIBISQARD OCTAL ALTERNATE- DETAIL NAT COIN CATU Oil GRAVEL CHECK DAM/INLET PROTECTION () ROW? DIR AfRO ICC MiNI CCI STINT (NAT NO Atoll? NOT TO SCALE ANNA! ORB WADAMI. Afoul tOoth Aria il INPOSILS TOOl lEO OMIt NOT WTINAa1? 111 OlTUTt MIS CMI 0 NAITTOINT iTlNJlO S to? ASIC OASIS to TUNA ill SOC AN'Ofl T000OSSE TWOTO mICA! SILT FENCE DETAIL SILT FENCE DETAIL NOT TO SCALE CITY OF CARLSBAD 1 C-08 ENGEISEGITIG DEPARTMENT LQi9 IGRVDEIGPERAATFOIL I LEGOLAND - LLC PROJECT 2020 EROSION CONTROL PLAN EVRITOóT63 I ERPIRTOOR' APPROVED JASON S. 0550501 CITY ENGINEER RCE 03912 MPI 90539 DATE OWN BY - PROJECT NO. I DRAWING NC. — SDP 2018-0017 1 )00(-)0( 4Ldtyof PERMIT REPORT . Carlsbad Print Date: 04/29/2020 Permit No: PREV2019-0146 Job Address: 1 Legoland Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2111000900 Applied: 07/22/2019 Valuation: $ 0.00 Lot #: Issued: 08/07/2019 Occupancy Group: Project U: . DEV2018-0163 PermitFinal U Dwelling Units: Construction Type Close Out: 04/29/2020 Bedrooms: . Inspector: Bathrooms: Orig. Plan Check #: PC2018-0050 Final Plan Check U: . Inspection: Project Title: PROJECT 2020 Description: LEGOLANp: DEFERRED SUBMITTAL FOR STEEL STAIRS Applicant: . Owner: SEPP MAIER LEGOLAND CALIFORNIA LLC 4859 W. Mountain View Dr San Diego, CA 92116-1712 P0 Box 543185 C/O Property Tax Service Co 619-733-3545 DALLAS, TX 75354 FEE . AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE . . $35.00 MANUAL BUILDING PLAN CHECK FEE. . $225.00 Total Fees: $ 260.00 Total Payments To Date: $ 260.00 Balance Due: $0.00 Building Division . 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 (City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number 7c1- 7,0 1 OOSO Plan Revision Number Project Address / t4Ol_#.U0 .Dg-fvci General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name_CW i151 - Phone ?3 ~4~' Fax Address _4i'7 1A) $ttU.UtMtd Ji DI1I City S1O1'J OVoL, Zip Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations Soils Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown c?1LD c'C4 0. Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? LI Yes No Is this a complete Yes €'Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbui(tCompany DATE: July 26, 2019 JURlSDlCTlON:CarlsIãd PLAN CHECK#.: PC2018-0050 REV PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Project 2020 APPLICANT D JURIS. SET:I Deferred Stairs PREV2019-0146 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 building 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 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: r.5114) Email: Mail Telephone Fax In Person REMARKS: Provide evidence that the engineer-of-record (and architect) has .:reviewed the stair package prepared by others (i.e., a "review" stamp on the stair plans or letter). CBC Section 107.3.4.1 By: Kurt Culver Enclosures: Previously-approved EsGil plans 7/23/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC2018-0050 REV July 26, 2019 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0050 REV PREPARED BY: Kurt Culver DATE: July 26, 2019 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb By Ordinance lflt7 I mr n..:I..I;...... C-- 1997 UBC Plan Check Fee Type of Review: El Complete Review 0 Structural Only F1 Repetitive Fee. Repeats * Based on hourly rate M Other c:i Hourly EsGil Fee 1.5 Hrs.@* $120.00 $180.001 Comments: Sheet 1 of 1 Loads /Assumptions Sheets 1 Tread Analysis Sheets 2 Landing Pan and Joists Analysis Sheets 3-4 Landing-Stringer Beam Analysis Sheets 5-7 Connection Analysis Sheets 8-10 Exit Stair Stringer Analysis Sheets 11 n P (j ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BERNARDO ROAD, SUITE 121 SAN DIEGO, CA 92127 STRUCTURAL CALCULATIONS LEGOLAND PROJECT 2020 — STAIRS A-B AND EXIT STIAR D AUG 0 7 2019 CLIENT: CITY OF CARLSBAD INTERNATIONAL IRON PRODUCTS BUILDING DIVISION 10883 THORNMINT SAN DIEGO, CA 92127 Table of Contents: RYAN J. OMER STRUCTIJRAL SYSTEMS O•° 0 ENGINEERING fit fipproned 0 Approved as noted 0 Not appeased, revsbmL_cop1ee n,.C.5.&t iL TSCfr€ifl,..iS,i SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible tan confirming and correlating all tendon. quantities and pertorndng I oath in a sate and satisfactory manner. I I SK project lha1A.flQ Y2D 19 o19e t ORION STRUCTURAL ENGINEERING, INC. 11 11305 RANCHO BERNARDO ROAD, SUITE 121 SANDLEGO, CA 92127 THE FOLLOWING CALCULATIONS ADDRESS THE MOST CRITICAL CONNECTIONS, SPANS, ETC FOR THE STAIRWAYS BEING CONSIDERED. ONE LANDING BEAM, TREAD AND STRINGER, ETC HAVE BEEN CALCULATED USING THE FOLLOWING ASSUMPTIONS: THE STRUCTURE HAS BEEN DESIGNED (BY OTHERS) TO RESIST ALL LOADS INDUCED BY THE STAIRS. ALL STEEL MATERIALS TO BE GRADE 36 OR BETTER (A-36 OR A992). LOADS: 12 GA TREADS W/ 2" CONC FILL 32 psf STRINGERS AND OTHER FRAMING 40 plf UNIFORM LIVE LOAD 100 psf POINT LIVE LOAD 300 lbs HANDRAIL POINT LOAD 200 lbs HANDRAIL UNIFORM LOAD 50 pif A&t.t5SSi!S 0 5asns.IS 9 ten..bfvc.MW..flOth.daovt.rtnt.S. MW aloabMusadtal.I.MM.SSMN.ttt.u,sn. l.NOVMWMWa.U&IN..lthth.cnntg.cwnfler 0.n!574t.1I MWsa,Pe. Isss.jaxevjcbea STRUCTURAL SYSTEMS ENGINEER/NO IN Approved 0 Approved as sated 0 Not approved. resubmiL_.........cepies SSE has reniesed the item mAp for general compliance with the contract documents. The Contractor is still ,esposdbts leer confirming and cmreloling all bodes. quantities and performing kin a sale and satisfactory merrier. SSE thoject Ne..1829_...Sabndltnl llsrSDj Fy (Material Yield Strength) = 33 ksi D (Depth of Section) = 8.6875 inch W (Width of Section) = 11 inch T (Thickness of Section) = 0.105 inch L (Length of Span) = 4.25 feet P (Point Live Load) = 300 lb W0 (Uniform Dead Load) = 32 pif WL (Uniform Live Load) = 100 pif IC W ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BERNARDO ROAD, SUITE 121 SAN DIEGO, CA 92127 LEGOLAND PROJECT 2020 Date: 4/12/2019 TREAD ANALYSIS & DESIGN Case-I W + WL Case-II i==A& 4 L P WD ILA! ~ 10, FIONAL PROPERTIES OF TREAD (Neutral Axis of Section) = (Moment of Inertia) S,, (Section Modulus) YSIS OF SECTION 1.92 inch N.A.= 2(D + W) Ebd3 15.12 mch4 12 EAh2 2.23 inch3 S 'xx = (D — N.A.) Demand Due to Case-I Demand Due to Case-I[ = 3.58 k-inch w12 MDemand = —5--x12 = 4.69 k-inch w12 MDemand = 1-x12 + IfltSd.OStfl Governing Moment Generated Due to Case-il Stress Demand = 2.10 ksi O.K. USE 0.1050 BENT PLATE AS TREAD qSTMRUCAL SYSTEMS EERING go dpproved 0 dpprovad as naiad fl Kd==11. resubmit copass SSE has reviewed the item only for general coseptance ndth the contract documents, lb. Contractor is still responsible for. containing and corrdating all trades, quantities and performing sash in a sale and satisfactory manner. SSE Plaject Ne1R-O9 Sobedild Ilo.:SD33 I of Landing Pan WD + WL 3 ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BERNARDO ROAD, SUiTE 121 SAN DIEGO, CA 92127 Project Name: LEGOLAND PROJECT 2020 Date: 4/12/2019 LANDING PAN ANALYSIS & DESIGN INPUT W (Width of Section) = T (Thickness of Section) = WD (Uniform Dead Load) = WL(Unifonn Live Load) = 12 inch O!1'35J inch Wp1f 100plf PROPERTIES OF TREAD (Section Modulus) = 0.0362 inch3 s — 'xx X (D—N.A.) (Yield Stress Capacity) = 40]ksi ANALYSIS OF SECTION M 0.6Fy = sx no* O.6*F, psi =WD+L *L?2 *j! L'( Max. Allow. Span. of Deck) = 25.13 inch POO D USE 12 GA THICK PLATE AS DECK FOR MAXIMUM SPANNING OF 25.13 IN. ea.reresll WMII&6 .1 flhIthIC y 7' 7IJRAL SYSTEMS ENGINEERING Approved 0 Appro'eed an noted 0 Not approved, resubmit-coon SSE has reanured the item erdy for general compliance with the contract docamentL lire Contractor is still ronpennible tar: confirming end correlating all trades, quantities and pentarrning sorb in a sate and setistactony manner. S Phajeci Nad29._Sr*enitld tterSDi - 4 4j ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BERNARDO ROAD, SUITE 121 SAN DIEGO, CA 92127 Project Name: LEGOLAND PROJECT 2020 Date: 4/12/2019 LANDING JOIST ANALYSIS & DESIGN ,WD+WL INPUT L Fy (Material Yield Strength) = 3ksi Name of Section = L3x3xXJ/4 L (Length of Span) = 4.67 feet WD (Uniform Dead Load) = 36 psf WL (Uniform Live Load) = 100 psf Tributary Width = 2.08 feet 1, ( Moment of Inertia) = 1.23 inch4 4 (PlasticSection Modulus) 1.02 inch3 ANALYSIS OF SECTION W12 Moment Demand = 9.25 k-inch MDemand = -42 Bending Stress 9.07 ksi O.K. D.L. + L.L. Deflection = 0.08 inch < 0.23 inch ... O.K. L/240 L.L. Deflection = 0.06 inch < 0.16 inch ... O.K. L/360 SWL4 A — _______________ 384E1 0 ..5..r1,s 0 •..r..s..r..r.. USE L3x3xX1/4 JOISTS @ 24" O.C. O.fl.SIHI tr.1 tMactnor, STRUCWRAL SVSThMS ENGINEERING DC 5poned 0 Appmed as noted 0 Not appeased. resrmif copies SSE has resened the tern osie for general coerpflance with the contract documents. The Contractor is sf51 responsible for: coirlbming and correlating all trades. quantities and performing work in a sate and satisfactory manner. SSC Project N 1R-fl thbnrftd lfaSD13 e....... .. Qr'M -- 7-4 4.44 ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BERNARDO ROAD, SUiTE 121 SAN DIEGO, CA 92127 Project Name: LEGOLAISD PROJECT 2020 Date: 4/12/2019 STRINGER BEAM ANALYSIS & DESIGN Fy (Material Yield Strength) = 36 ksi Name of Section = C12X20.7 Length of Inner Stringer = 9.16 feet WD (Uniform Dead Load) = 32 psf WL(Uniform Live Load) = 100 psf Weight of Hand Rail + Stringer = 30 pif Tributary Width = 2.08 feet ( Moment of Inertia) = 129.00 inch4 Z (PlasticSection Modulus) = 25.60 inch3 YSIS OF SECTION D+L = 304.56 plf (L.LTrans.to Landing) = 952.64 lb P (LL -2 Stringers) = 1905 lb (D.L+L.LTrans.to Landing) = 1394.88 lb P (DL+LL -2 Stringer = 2790 lb a — 0 ISaIVC5.O S .,..d.,,..SmtMOuo,wc.wv4 ,, h ,MuN.t.Clflgh*Sa.~n. IMC €iO,.fl 1SC,al.,.,..SkhS, VMS. .S.Id.C1M.Mtb — eei SI, tV. sill flral..WA... SPIJCTURAL SYSTEMS ENGINEERING IX tip roved D Approved as noted D Na approved, ,esubnnit copies SSE ha reviewed the itern ooty for general compile ce with the contract documents. The Qt.... is slit responsible for: coolirming and correlating all trades, quantities arid pentonning work in a sate and setieJectai maimer. SSE Project t101_I8-099 ttal tto.SDi3 ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BERNARDO ROAD, SUITE 121 / SAN DIEGO, CA 92127 Project Name: LEGOLAND PROJECT 2020 Date: 4/12/2019 LANDING BEAM ANALYSIS & DESIGN P WD+WL INPUT Fy (Material Yield Strength) = 36 ksi Name of Section = C8X1 1.5 L (Length of Span) 9.83 feet W0 (Uniform Dead Load) = 37 psf W1 (Uniform Live Load) = 100 psf P (L.LTrans.Via Inner Stringer) = 1905 lb P (D.L+L.LTrans.Via Inner Stringer) = 2790 lb Tributary Width = 2.591 feet I. ( Moment of Inertia) = 32.501 inch4 4 (PlasticSection Modulus) = 9.6j inch3 AAAJUX b1b UI 5AUXIVIN 1.9 W12 PL MDemand = --x12 + --x12 Moment Demand = 133.70 k-inch Bending Stress = 13.88 ksi D.L+ L.L Deflection = 0.18 inch < L.L. Deflection = 0.13 inch < O.K. 0.49 inch...O.K. 11240 0.33 inch ... O.K. L/36 5WL4 Pt3 384E1+48EI - UCTURAL SYSTEMS ENGINEERING NC Opproned 0 Approved as noted 0 flat approved, resubmit copies SSE has reviewed the item mAp far general compliance All the contract documents. The Contractor is still responsible for: conhimdeq and corms ling all trades. quantities and performing sorb in a safe and satisfactory manner. SSE Pralact Its: l8-029 Sstesltol ftsoSD13 USE C8XII.5 AS LANDING BEAM Demand 187.85 k-inch MDemand = -w12 x12 + Pab _Z_xl2 Stress = 16.62 ksi O.K. L.L Deflection 0.28 inch < 0.69 inch ... O.K. L/240 Deflection = USE MC12X1 0.20 inch < 0.46 inch ... O.K. L/360 — 5WL4 Pa 384E1 + 3Ei 6 AS STRINGER BEAM GO ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BERNARDO ROAD, SUE 121 SAN DIEGO, CA 92127 Project Name: LEGOLAND PROJECT 2020 Date: 4/12/2019 STRINGER BEAM ANALYSIS & DESIGN PWD+WL a b Fy (Material Yield Strength) Name of Section a (Distance to P from Left) b (Total Span-a) L (Length of Span) WD (Uniform Dead Load) WL(Uniform Live Load) P (L.LTrans.Via Landing Beam) P (D.L+L.LTrans.Via Landing) Weight of Hand Rail + Stringer Tributary Width I. (Moment of Inertia) 4 PlasticSection Modulus) YSIS OF SECTION = I 36Jk5i = MC12X10.6 = L 94jfeet = 4.67 feet = 83 feet = 32psf = 10jpsf = 2018 lb = 2707 lb = 30p1f = 2.08 feet = 55.60 inch4 = 11.30 inch3 E3---- 0 0 — mod 0 fl.r1 flI aidit .dthth*dIP€aiA S. d1.dtr.6O.S...et.M. *d 1..0flt.d..*tttb SI?UCT1JRuILSYSTEMS I ENGINEERING PC tit4ead 0 Apprsaed as noted o Not lipprovad resubmit--copies SSE has Ieruened the item oohj for general csmpuler4r with the contract documents. The is still responsible for. caetirming and correlating all trades, quantities and performing esrlc in a safe and satisfactory moraine. SSE Praject 1te.iB29.......Srâcnittul tsrS_Dfl o.a....a ..,. area ri_I.. til_il ORION STRUCTURAL ENGINEERING, INC PAGE NO. g PROJECT JOB NO.___________ 4 CchJAJLc1,cN It&AL",ctC 13h I - --n- T V71TPlI I LGx4 x 4J4 --•Tt-- 6" I LOCAL jA Le'cleN) e: 14'O.1RC'" I -1---- it I e. 6X4c)/ ueSL—r f L : C0 BOLIc I.14Di kSeJ,/' ! I 69j I 'ia"xj DOLT LT 13- 13-- 0 o Dd.:wdhlt •r WNIIn.T.L tdaRaI — - STRUC77JR4 SVSTEMS ENG/NEERiVG *reend 0 proved as acted 0 Not approve resubed capes SSE has reviewed the item wily for general compliance with the cactract documents. The Contractor is ON respeesible for: caefrmkig and carrdating at trade,. quant1ties and pmfaceieg ,arh in a safe and natlsfathaiy emcee,. ORION STRUCTURAL ENGINEERING, INC PAGE NO I PROJECT JOB NO.___________ U4 1 € 1 1 PYAIA cto Ll NIT 1/ 6 ~ O<,_6_. oi. 4— C9 USL Cc) — 0YL A EXA1SLN AN(Hupc i)I 3 ((Uç Diu AT ----p —. ----- 13 a I - - I D..sUlI WMI(dht.afll S7RUCTIJRAL SYSTEMS ENGINEERING 0 Nat apflrsved. ren1ibadLcas - SSE has reviewed the tern ""or general cas*nce ciii the contract documents.The Cantractar in still eennnuble f4r canfarning and casrelating at trade quantitLI and performing wash in a safe and aahttnctag manner. SSC Peajact Nnd&O29._1,4dlIrj iiarsflj.a ESR-1385 I Most WidelyAccepted and Trusted Page 3 of 4 10 TABLE 1—INSTALLATION SPECIFICATIONS' SETTING DETAILS ANCHOR SIZE l,Inch 1,Inch 'I, inch I4 Inch Drill bit size = anchor diameter (Inches) '3/4 Wedge clearance hole (Inches) N'14 :ch I is lie 13!,, Anchor length (minfmax.) (Inches) 2'4 7 26 7 3'/2 10 6 12 Thread length std.Ilong thread length (Inches) '4 55!, 1'4 434 1/2 i 112 6 Installation: Torque guide values (ft-lb) In concrete masonry Carbon steel: Mm. Embedment Carbon steel: Std. Embedment 4 4 15 15 25 25 65 65 120 120 Mm. base material thickness (Inches) 1 3 inches or 1.5 x embedment depth, whichever Is greater For i: 1 in = ZDA mm,i fl-lot = 1.356 N-M. 'Installation torques are applicable for all anchors Installations unless noted otherwise in this report. TABLE 2—ALLOWABLE TENSION AND SHEAR VALUES FOR HILT! KINK BOLTS CARBON STEEL ANCHORS INSTALLED IN THE FACE SHELLS OF FULLY GROUTED CMU MASONRY WALLS (In pounds)"' ANCHOR EMBEDMENT MINIMUM TENSION SHEAR DIAMETER DEPTH' DISTANCE (Inch) (Inches) FROM EDGE OF wAU..' IBC!IRC IBC/IRC (Inches) 116 4 121 304 12 121 304 I ___________________ 2 4 432 342 12 432 342 15!8 4 257 589 12 273 751 /5 2% 4 626 764 12 626 1.054 214 4 502 664 12 533 1,171 ___________________ 3I3 4 724 840 12 724 1,853 4 651 710 12 692 1,732 5I8 __________________ 4 4 994 743 12 1,035 2,123 314 4 829 627 12 829 2.508 6 43/, 4 1.316 657 12 1.368 2,627 i-or I: 1 incn = Zb.4 mm, 1 lb = 4.45 N. 'Values valid for anchors Installed In face shells of Type 1, Grade N, lightweight, medium-weight, or normal-weight concrete masonry units conforming to ASTM C90. The masonry units must be fully grouted with coarse grout conforming to 2103.3 of the 2015 IBC, or 2012 IBC Section 2103.13, or 2009 and 2006 IBC Section 2103.12, as applicable. Mortar must comply with Section 2103 of the IBC. Masonry compressive strength must be at least 1,500 psi at the time of anchor Installation. 2Anchors must be installed a minimum of ii, inches from any vertical mortar Joint in accordance with Figure 2. 3Anchor locations are limited to one per masonry cell with a minimum spacing of 8 Inches on center. 'Allowable loads or applied leads may be modified in accordance with Section 5.6 of this report for the 2009 and 2008 IBC, due t0jWfl wind or seismic loads. 'Embedment depth must be measured from the outside face of the concrete masonry unit. 'For Intermediate edge distances, allowable loads may be determined by linearly interpolating between the allowable loads a thtt'ö tabulated edge distances. 0.—' D S TRUCTURAL SYSTEMS ENGINEERING DC Approved 0 Approved as noted 0 Not approved. rasubmW_copies SSE has reviewed the item aelp toe gerrend compliance with the contract dacum,ets. The Contractor is stil re,poasibl. for. caofirmierg and correlating Ot trades, quantities and performing eark in a sole and satisfactory meaner. SSE Protect Ito._1R-fl2 Solartild Nnc5Dj3 - ORION STRUCTURAL ENGINEERING, INC. 11305 RANCHO BER.NARDO ROAD, SUiTE 121 SAN DIEGO, CA 92127 Project Name: LEGOLAND PROJECT 2020 Date: 4/12/2019 STRINGER BEAM ANALYSIS & DESIGN EXIT STAIR P WO+WL A I, a b INPUT S Fy (Material Yield Strength) = 36 ksi Name of Section = C12X20.7 a (Distance to P from Left) = 0 feet b (Total Span-a) = 17 feet L (Length of Span) = j17 feet WD (Uniform Dead Load) = 32 psf WL (Uniform Live Load) = 100 psf P (L.LTrans.Via Landing Beam) = 0 lb P (D.L+L.LTrans.Via Landing) = 0 lb Weight of Hand Rail + Stringer = 30 plf Tributary Width = 2.08 feet (Moment of Inertia) = 129.00 inch4 4 (PlasticSection Modulus) = 25.60 inch' ANALYSIS OF SECTION Moment Demand W12 Pab 132.03 k-inch MDemand = —8 x12 + —1—x12 Bending Stress = 5.16 ksi O.K. D.L+ L.L Deflection = 0.15 inch < 0.85 inch ... O.K. L/240 L.L. Deflection = 0.10 inch < 0.57 inch ... O.K. 11360 OR—• o S.. Ia-..- 0 avC.n 1.fftfn 711n. th.n.n..d ..*htNd&m.-qfldr n.y .a..oryu.kw.rny...b... _•_•. wnIy.. no_me ny USE C12X20.7 AS STRINGER BEAM 5WL4 Pa2b2 384E1 + _3Ej SIR, 'CTURAL SYSTEMS IENGINEERING NO drcnjd CI Approved on noted O Not al mr000d. resubmiL_carf en SSE has reizesed the item only for general -- e:th the contract documents. Th. Contractor is stilt responsible for: confirming and correlating all trades, quantities and performing worfc in a note and satisfactory manner. Print Date: 04/29/2020 Job Address: 1 Legoland Dr Permit Type: BLDG-Permit Revision Parcel No: 2111000900 Valuation: $0.00 Occupancy Group: # Dwelling Units: Bedrooms: Bathrooms: PERMIT REPORT rcity of Carlsbad Permit No: PREV2019-0158 Work Class: Residential Permit Revisi Status: Closed - Finaled Applied: 08/07/2019 Lot #: Issued: 08/28/2019 Project #: DEV2018-0163 PermitFinal Construction Type Close Out: 04/29/2020 Inspector: Orig. Plan Check #: PC2018-0050 Final Plan Check #: Inspection: Project Title: PROJECT 2020 Description: LEGOLAND: JOISTS (DEFERRED SUBMITTAL) Applicant: Owner: WMB-ROI, INC. LEGOLAND CALIFORNIA LLC STEVEN BOYINGTON 110 S Kentucky Ave P0 Box 543185 C/O Property Tax Service Co Lakeland, FL 33801-5002 DALLAS, TX 75354 863-687-3573 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 335.00 Total Payments To Date: $ .335.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 PLAN CHECK REVISION OR Development Services TCity of DEFERRED SUBMITTAL Building Division Cdrlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number O O Plan Revision Number 3J?(j 1 -i')1s8 Project Address I LOc#m1T) p1Z-c'vti General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name ii17l- Phone '3 J< Fax Address_4* k ñl&i4A17Th %[A4A( —city_60 zip. 4111 Email Address ;6€T1. O.er ccik& Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements. revised: LI Plans [1 Calculations LI Soils LI Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? LI Yes LI No Does this revision add ANY new floor area (s)? LI Yes fl No Does this revision affect any fire related issues? LI Yes LI No Is this a complete set? LI Yes LI No 25Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: building@icarlsbadca.gov www.carlsbadca.gov EsGilV A SAFEbul1tCompany DATE: August 13, 2019 JURISDICTION: Carlsbad ?1V2oI'1-olS' PLAN CHECK#.: PC2018-0050 REV2 SET:I PROJECT ADDRESS: 1 Legoland Dr. APPLICANT JURIS. Y Qfi PROJECT NAME: Project 2020 Deferred Roof Framing PREV2019-0158 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [=1 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: / Telephone #: Date contacted: / (by. ) Email: Mail Telephone Fax In Person LI REMARKS: [1 By: Kurt Culver Enclosures: Previously-approved EsGil plans 8/8/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC2018-0050 REV2 August 13, 2019 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0050 REV2 PREPARED BY: Kurt Culver DATE: August 13, 2019 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance ........... 1997 UBC Plan Check Fee Type of Review: El Complete Review El Repetitive Fee Repeats * Based on hourly rate El Other 121 Hourly 2 Hrs.@* EsGil Fee $120.00 ( $240.0O--.., Comments: Sheet 1 of 1 O NAM Joists and Stool Dock STRUCTURAL CALCULATIONS / GIRDER G1&G1A,G2,G3 JOIST Ji & J1A, J2 & J2A, J3 & BA, J4, MA, J5, BA, J6, MA, J7, J8, J9 & J9A, J10 & J10A, J1 & J1 1A, J12, J12A, TJ13, TJ13A, TJ14, TJ14A STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:_1829..__Submittal No.: SDI5 Reviewed by: ....ii......__------Date:....Li1 The Professional Engineer's Seal affixed hereto is not intended to certify or imply that this building does or does not conform to any national or local building codes. I certify these calculations were prepared in accordance with the Steel Joist Institute Specifications of latest adoption and the Code of Standard Practice for Steel Joists and Joist Girders according to the bills of material generated by Canam. The structural drawings for the above referenced project were used for the loading'' I further certify that Canam is a member, in good E, PREV20I901 58 I LEGOLAND DR JOB NO. : V02980 LEGOLAND: JOISTS (DEFERRED SUBMITTAL) JOB NAME: LEGOLAND NEW RIDE 2020 LOCATION: CARLSBAD, CA 1T'T A PT1.T A I TDIW WDIVIINTTA LI A J1YJL.K. LL A £,JL1 A LJJLtB.Li MLJ11 I DEV20I8-0163 2111000900 I A..... * o.....i... .,) PC2018-0050 8/712019 PREV20I9-0158 0 Ronineil Resubmit Approved 0 Action not Required [] Reviewed on Noted By Consultant Review ln for confecn,anccwith the design concept only. Any notion Indicated doen not modify and I. nukiect tocoanpilance the Contract Docrnnent.. The Contractor in responsible to,: Verification of qeantitlenA dlmentionn. Coordination with othnr work, safe & satisfactory performance of the work. and construction in compliance with the Contract Documnntn. Date :07129119 Bry filthy Pored. WMB (architecture) 110 South Kentucky Ave. Loknievd, FL 33801 N I U I I N I I I c,I 2.1 Mi 001 '.0 I N Ii N II I I I I a I LJ Rivise & Resubnit Appu'oved II I I - I I Ation &t ReuIIed l I Rview&'asNotd8ynsuitadt ' I .I 1t'$1.I3 1.16 ItT LIO I.1 I /ati,on indicate ues not mpiA'.an / the ntract 0 cuments.fhe Coktl / ,Neritic\tloj of uantiti4dimens1 / other wo'I'.. sat & sa)fsfactory perfi I constructin in conl,iiance with the Is sublet to In or: It and 3fffl20119 Nicky Pored. WMB (architclure) '.oi 110 South Kentucky Ave. Lakeland, FL 33801 CANAM Mark: GI Project: V02980 LEGOLAND NEW RIDE 2020 & GIA (V02980) 07/23/19 18:09:19 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SR-2015 (ASD) (rev 2017) Mark : GI (G (3), Asymmetrical,, Free ends) aligned on GE02 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I _I I - I I I I ci I I I I I I 0?i 'cli N1 I li 'lI 'i 9i 1 I 'I tI I '91 r'.0 i II - N! ,. N 'fl1 N! ,.! ,,. ,.'.! 0'. N ,.! : VS1 I I I I I I I I I I I I I I I I I I I CD Q to IC2 C5 1 C2 EiOIAJEkI$Ic I ' II AppIved 1.5 1.6 9 Aro d°nôtd 1.12 I Not apreI re,Ai M es E ho%view t/e'it çi tigra\' / cor -Ceo jd'nce with i ti 0 contr docurlits. fr Th I actor espor rifirin 2 en 2 en 6 coriIoting aD tr4es, quoiities an per rorn1g wo in a safe d satisItory ml1ner. ___- Reviewed by:....QN Date:_li1 I.flflhll flea UNiflhll THE SHOWN VALUES ARE UN-FACTORED TOTAL LOAD..: 0.00 lb/ft 60G13N5.9 LIVE LOAD...: 0.00 lb/ft --------------------------------------EXTENSION ----------------------------------------- Tcx-L 0'-]." Type F[S] Shoe = 7.50 Mf = 0.000 ft-kip (0.320) TL = 0 LL = 0 ntQL = 0 Req.D. LL = L/ 180 = 0.01 TL = L/ 90 = 0.01 I = 9.96 in4 Cal.D. LL = L/ 9999 = 0.00 TL = L/ -285 = 0.00 Tcx-R 0'-l" Type F[S] Shoe = 7.50 Mf = 0.000 ft-kip (0.315) TL = 0 LL = 0 ntQL = 0 Req.D. LL = L/ 180 = 0.01 TL = L/ 90 = 0.01 I = 9.96 jA4 Cal.D. LL = L/ 9999 = 0.00 TL = L/ -289 = 0.00 ----------------------------CONCENTRATED LOADS (From Axis) ------------------------------- No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp (kips] (kips] [kips] [ft) [ft] 0-9 1/2 [deg] 1 1 Both Yes 6.12 4.60 3.10 5'-2" 5'-2" 5 1 90 0 2 1 Both Yes 6.12 4.60 3.28 11'-O" 5I 10II 5 1 90 0 3 1 Both Yes 6.12 4.60 2.97 16'-lO" 5'-lO" 5 1 90 0 4 1 Both Yes 6.12 4.60 2.97 22'-8" 5'-lO" 5 1 90 0 6 1 Both Yes 6.12 4.60 2.97 281-4 7/8" 0'-O" 5 1 90 0 5 1 Both No 1.70 0.00 0.00 281 -4 7/8" 51 -8 7/8" 0 1 90 0 8 1 Both Yes 6.12 4.60 2.97 341-1 3/4" 0'-O" 5 1 90 0 7 1 Both No 1.70 0.00 0.00 341 -1 3,14" 51 -8 7/8" 0 1 90 0 9 1 Both Yes 6.12 4.60 2.97 39'-10 5,18" 51 -8 7/8" 5 1 90 0 10 1 Both Yes 6.12 4.60 2.97 451-7 1/2" 51 -8 7/8" 5 1 90 0 11 1 Both Yes 6.12 4.60 2.97 511 -4 3/8" 51 -8 7,18" 5 1 90 0 12 1 Both Yes 6.12 4.60 2.97 571 -2 3/8" 5'-lo" 5 1 90 0 Gap ......: 1 3/8" Left Reaction = RE( No Tension compres. x = Top Chord 1.0 0.00 0.00 1.1 28.48 -63.57 1.2 27.19 -60.88 1.3 53.68 -121.97 x 1.4 53.68 -121.97 x 1.5 68.03 -156.80 1.6 68.03 -156.80 1.7 73.34 -169.69 1.8 73.34 -169.69 1.9 75.10 -172.82 x 1.10 75.10 -172.82 x 1.11 73.32 -167.23 1.12 73.32 -167.23 1.13 67.99 -153.91 1.14 67.99 -153.91 1.15 53.62 -119.96 x 1.16 53.62 -119.96 x 1.17 27.10 -59.86 1.18 28.39 -62.54 1.19 0.00 0.00 CANAM Mark: G1 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 ------------------------CONCENTRATED LOADS (From Axis) (Cont.) ---------------------------- No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] (ft] 0-9 1/2 [deg] 13 1 Both Yes 6.12 4.60 3.28 631 -0 3/8" 5'-10" 5 1 90 0 14 1 Both Yes 6.12 4.60 3.10 68'-10 3/8" 5'-10" 5 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] (lb/ft2] (lb/ft] [ft] [ft] 1 1 60.00 60.00 60.00 60.00 01 0 741 0 1 1 Allowed deflection under 1 Calculated deflection unde Allowed deflection under t Calculated deflection unde Joist inertia ............. Required camber........... ---prtLstn'.----------------------------------- ioaSIRUCIURAL.$YSTEMS2.49 in (LI 360) service livjç3j IA?,' 1.99 in (LI 450) al load. ..c/YillV l.!IVJ.7 3.73 in (LI 240) sexZiApp&q~ipl load. El :r0v in (L/ 301) .Q. Not. approved,, resHbmit------ in D ECh it ohIfy Itop gn&ol Ekil. i) Contractor iqE*ll=resWs;ibk fjonfirminq anCg E . depth = 57.68 in) correlating all trades, quantities and performing 4k irr:k s re = 40.39/ -18.27 kips I1 'Nj29,,,__Submittal No.: SDI 5 REQUIRED WELD Led at mid-length Slend. Util. Lengt Weld-Ea.Side Remarks Reviewed by:....N Date: 7/26/19 1 LL 4 X .438 z 1 0.32 0,-1, do z 84 0.54 0 Re&Resubmit Appmved i:i Ac(4Qnot Required do ,oc , U. d u 0 RevwedasNotedByConsuitant 5' z 44 0.91 2'- Rt1w is for conformance with the &signinceiR tii Any Indicated does not modify and4s su&t toqo,iance tidOontract Documents. The ContrZctor4esp,si8for: 2'-3 VdNcation of quantities & dimensIdj5CC5,$dina0q,94th 2'-3 otditT work, safe & satisfactory parfcWWng0f tho Vj9r4, and cod8ruction in compliance with the 50ntr4c3 Doo3rnyss. Da%7129II9 By: NickyPereda 97 C do z 'i WARI(architecture) z 4 ________________ - 1outh Kentucky Ave. OC 5 5' L5and, FL 33801 XX Si do z 89 0.62 5' do z 84 0.53 5'- -8" '10" '10" I 1/2" i 1/2" i 3/8" I 3/8" 10" / 5/8" LL 4 X .438 z 1 0.31 0'-3." Bottom Chord 2.1 0.00 0.00 LL. 4 X .438 z 115 0.41 7'-8" 2.2 88.22 -39.28 do z 148 0.86 2.3 147.87 -64.49 x do yy 94 0.77 8'-8 1/2" 2.4 165.63 -71.57 do yy 94 0.83 5'-8 7/8" 2.5 173.64 -75.11 do z 88 0.87 do 2.6 171.90 -75.10 do yy 94 0.87 do 2.7 162.45 -71.54 do yy 94 0.82 S'-8 7/8" 2.8 145.27 -64.44 x do yy 94 0.75 8'-8 1/2" 2.9 86.81 -39.19 do z 148 0.86 9'-8" CANAM Mark: GI Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Coinpres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 2.10 0.00 0.00 LL 4 X .438 z 114 0.40 7'-7 5/8' End Diagonal 3.1 75.50 -33.83 x LL 3 X .313 xx116 0.85 9'-0 1/8" .313 - 8 1/8" T45 3.2 74.37 -33.76 x LL 3 X .313 xx116 0.84 8'-11 7/8" .313 - 8" T45 Diagonal Towards End 4.1 43.73 -18.67 x LL 2.5 X .188 xx117 0.94 7'-8 1/4" .187 - 7 7/8" T45 4.2 17.42 -6.91 d U 1 3/4 x 0. 7 g iai 0.7E 0 14R" .107 3" 4.3 12.74 -3.45 U 1 3/8 x 0.1 do .158 - 3/4" 4.4 0.01 -12.74 x LL 2 X .156 S74fOLJIAL S) IS .156 - 3/4" 4.5 12.74 -3.19 x LL 2 X .156 xx1Q., .156 - 3/4" 4.6 12.74 -3.47 U 1 3/8 x 0.1 z bNG)AIEER/fG .158 - 3/4" 4.7 16.85 -6.93 d U 1 3/4 x 0.137 19 Appç4 0.76 S'-9 1/8" 0 .P.RfOj/J0 aS I4 - 7/8" 4.8 42.96 -18.69 x LL 2.5 X .18 0.94 - 3/4" Diagonal Towards Center 5.1 19.38 -43.85 x 5.2 14.00 -33.56 x 5.3 6.91 -17.22 x 5.4 3.45 -12.74 x 5.5 3.47 -12.74 x 5.6 6.93 -16.65 x 5.7 14.02 -32.79 x 5.8 19.40 -43.22 x Secondary Web Member 7.1 3.36 -7.33 d 7.2 2.97 -7.11 d 7.3 0.00 -3.32 7.4 0.00 -3.59 7.5 0.00 -3.65 7.6 0.00 -3.54 7.7 0.00 -3.25 7.8 2.97 -7.10 d 7.9 3.36 -7.33 d Maximum spacing between rows of bridgii @ Top Chord: 301 -1: @ Bottom Chord: 431 -1( / 8" DQ7I29fl9 3W (rnr: Nldcy Pereda POSITION @ Top Chord WMB (archctt torn Chord iiO South IickyAve. 16#_1011 Lakeland,FLO1 34 -i 3/4" IcB39'-io 5/-Z KB 57'-2 3/8" Equally Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vi. 48.0 Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -BL 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 at Main Joist, 2 Left Extension, 3 = Right Extension U 1 3/4 x 0.1 U 1 3/4 x 0.1 U 1 3/8 x 0. do do do U 1 3/8 x 0. U 1 3/4 x 0. U 1 3/4 x 0. LL 3 X .25 LL 3 X .25 LL 2 X .18 LL 2 X .15 LL 2 X .15 LL 2 X .18 LL 3 X .25 LL 3 X .25 0 Revise&esmt 0.89 [j Am z 134 0.90 ved 0 Action nal Rqed 0. 88 L36 0 Revieweaas3d8e8ailtant do .136 19 _- 1640.9 fl 0 L9j Review fa Elf or5aI9with the de5gn.qncj$5nly. Any 197 action indicated does not modify and is subject to compliance - - - t~sThe Contractor Is re!ponslble for Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and Lg construction In comoliance with the Contrpct Documents. ater /4i!_ - li sLmL...M '." '." , Not approved, resubmit--------copies oc 79 Q.8 . 6'- 5/8" .250 - SSE has ie item 7oow ,,gener 50 - compIianiwh th6 contrait' .opents. - ContractocxiastiD . sponsibIe r: confirmifl6and corretatir 3d1P tr8d, quontitift and perfori8 work in 4satisfa6r Qner. 250 - - SSE ProjeN:i%.9_u1nit"No.: sd& - Reviewed, by Q 1/2" -& 1/2" 1 1/2" lo 10 to 1 1/2" 1 1/2" 1 1/2" 1 Supports itrated loads the force 6" 3/4" 3/4" 3" 1/2" 7/8" *CANAM Mark: Gi Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 Side: Beth Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads Definition of the categories (Cat.): o = transfered by an additional member 5 = transferred by an additional member and lateral support Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical,, 0 = Horizontal Composite (np): 0 = standard, 1 is non-composite PARTIAL LOADS Span: 1 = Maim Joist, 2 = Left Extension, 3 Right Extension Chord: 1 = Top, 2 as Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live 8.49 -. c4t'erial en editWGINEERING 11 Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:..18Q29..,...........Submittal No.:Sfli& Reviewed by:.....cN- ----------- Dote:W1 Revise & Resubmit IEI Approved Action not Required 1:1 Reviewed as Noted By Consultant Review Is for conformance with the design concept only. Any action indicated does not modify and Is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07/20119 By: Nicky Pereda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 M_ Project no.: V02980 Designer: Ziad Al-Rhalidi All 4084 / 4355 Area to Paint This mark has 1591(1693)-1591(1693)-25-18/10-4084(4355) NNN,NNN Cost 2.1 2.1 2.2 CL: 0'-0' EXTL: 0'-7' C/C: 37'-8" C ------------------------- *CANAM Mark: 02 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : G2 (G (3), Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I I I I I I r.lI 001 - r I I I I I 0 I I I I - - - - - 0 en 0 I 0 .' ' - I 0 I0 1.0 1.1 1.2 1.3 1.10 1.4 STR&CTUR4L SYSTEMS /\ EGINERNG /\ / Appro\ 0 AroI ed Thoted 0 Not app . /,resubmit--- --copies SSE hiA reviewed the itn only for gener?i compliance with! the contract doments. The Contractor is Vill responsible fog: confirming and correlating all 1ades, quantities 'hd performing %W14" in Eof&'." snfnd TleP-0 1/4" SSE Project No.:_1802L___Submittal No.: SDI5 - 'Revid OADINGCONDi/- - I THE S14CiWN VALUE A U1FAT6RF TOTAL LOAD..: 0.00 ----------------------- Tcx-L 0,-i" TL= OLL= 0 I = 2.76 jA4 LjDJ j j 13±Vtg - - DRevise &Resubmit Approved is - - - - 0 Action not Required i'y = 7.50 n Qfi- 0 RDT-itrL/ 386-= Review is for olfr/AnI9 999 action indicated does not modify and Is subject to compilance the Cont -- - - - ns,€Man LOfl1 other work, safe & satisfactory performance of the work, and No Sp Side Hole Total LOi Ld [kips [k...1 [k. ' If ti- 1 1 Both Yes 5.66 Date407129I19 3py.,NickyPereda 5' 10" 2 1 Both Yes 5.66 4.20 3.07 3 1 Both Yes 5.66 Wh!06tecture) 2.773 4 1 Both Yes 5 .66 110LsoIIAentuckvAve. 2 .73 Lakaano 33801 5 1 Both Yes 5.66 4.O 2.73 6 1 Both No 1.70 0.00 0-O-29-'---0-7J*"--- 7 1 Both Yes 5.66 4.20 2.73 34'-9 3/4" 8 1 Both No 1.70 0.00 0.00 34'-9 3/411 OAD...: 0.00 lb/ft --------------------------------- f = 0.000 ft-kip (0.336) 0.01TL=L/ 90= 0.01 0.00 TL = L/ -292 = 0.00 B) ------------------------------- Spacing Cat. Chord Incl. Cmp [ft] 0-9 1/2 [deg] 5'-10" 5 1 90 0 5'-10" 5 1 90 0 51 -10" 5 1 90 0 5'-10" 5 1 90 0 51 -8 7/8" 5 1 90 0 0'0" 1 1 90 0 51 -8 7/8" 5 1 90 0 0'-0" 1 1 90 0 No Tension Compres. Top Chord 1.0 0.00 0.00 1.1 16.24 -32.41 1.2 16.24 -32.37 1.3 27.40 -55.77 1.4 27.40 -55.77 1.5 35.49 -74.52 x 1.6 35.49 -74.52 x 1.7 36.40 -78.85 x 1.8 36.40 -78.85 x 1.9 30.64 -68.88 1.10 30.64 -68.88 1.11 18.25 -42.62 x 1.12 21.55 -51.67 Bottom Chord 2.1 0.00 0.00 2.2 42.73 -21.46 2.3 68.70 -33.34 x 2.4 80.24 -37.63 x 2.5 77.35 -35.17 x 2.6 60.31 -26.11 2.7 0.00 0.00 End Diagonal 3.1 36.32 -18.19 x 3.2 56.17 -23.43 x Diagonal Towards End 4.1 16.77 -7.64 4.2 9.64 -2.76 4.3 9.64 -2.41 4.4 11.10 -5.87 Diagonal Towards Center 5.1 9.72 -19.30 x 5.2 7.64 -16.63 x 5.3 2.76 -9.64 d 5.4 1.58 -9.64 d *CANAM Project: V02980 LEGOLAND NEW RIDE 2020 Mark: G2 (V02980) 07/23/19 18:09:19 ----------------------------------- PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] [ft] 1 1 30.00 30.00 30.00 30.00 01 0 371 8 1 1 --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load----1.26 in (L/ 160) Calculated deflection under service live Ioa-ci 07 424) Allowed deflection under total load...TRUcTURAL k6t&& 240) Calculated deflection under service ti al load... = 7in (LI 288) Joist inertia ................................. ..ENGINfvI'/i'jz.,in"4 Required camber .......................= .58 in 1l Approved Approved as noted Gap......: 1 3/8" Left Reaction = --------------------F 0 R C E S I 14j ILJLB £B.L (kips] ----------------- L.J I'UL U)IUVCU, lUUiliI -------- (THE SH rF~9?'hc('s ARE ,UN-.FACTORED) rqIe, tern only ffene&th 28.30 in) compliance with the contract documents. The 16.43/ -8 1 Cohttor is still -9.18 kips correlating all trades, quantities and performin RED WELD REQUIRED MATE: AL in w d-Ea.Side Remarks x = tied at mid-iIg SSE Project No.:_j29__...Submittal No.:SDIL.. LL 3 X -21L Reviewed bBN ta'e:7/26t19 do do do do do do do do do do do LL 3 X .2 LL 3 X .2 do do do do do LL 3 X .25 z 112 0.65 5'-8 3/8" Lt 2 X .186 xx102 0.91 5'-3 1/2° .186 - 6 5/8' LL 2.5 X .230 xx 93 0.85 6'-0 7/8" .230 - 8 1/4" T45 U 1 3/8 x 0.157 z 102 0.98 3'-10 1/8n .158 - 3 5/8° U 1 3/8 x 1 1/4 x 0.118 z 112 0.77 do .118 - 2 3/4" U 1 3/8 x 1 1/4 x 0.118 z 112 0.77 3'-10 1/8" .118 - 2 3/4' U 1 3/8 x 0.136 z 103 0.91 V-9 5/8" .136 - 2 3/4° LI. 1.75 X .143 xx 62 0.92 2'-11" .143 - 4 5/8" LI. 1.75 X .143 xx 83 0.98 3'-10 1/8" .143 - 3 7/8° U 1 3/4 x 1 1/2 x 0.157 z 93 0.94 do .158 - 2 1/8° U 1 3/4 x 1 1/2 x 0.157 z 93 0.94 3'-10 1/8" .158 - 2 1/8" 0 Revise & Rej3,mI9 0. Approved xx 38 o.rr lm O Action not R5rg8 0.87 Reviewed as tded' Cout do 30 -G.2 Review is fat conigman the desie coJnpt gi) Any action indicted fts nobrnJy and Is sWectg coju,pgapce the Contract Docyen% Tbpjontractor Icesllnjb,JefRr: Verification of quantities dimensions. Coordination th other worlc3ate atlsf2ct ?performaceJte 2' and construction In compliance with the Contract Documents. Date :07129119 0. 4Jr Nldiy Poroda in z 89 0.74 WM8(arch4)o/tu 0.86 110 South WucM Aveb .93 Lakeland, F38318 yy 0.90 5= No Tension Compres. 5.5 5.87 -10.96 d 5.6 10.17 -22.89 x Secondary Web Member 7.1 0.00 -0.68 7.2 0.00 -1.16 7.3 0.00 -1.55 7.4 0.00 -1.64 7.5 0.00 -1.43 7.6 4.28 -12.02 d ----------------------- Maximum spacing between ® Top ® Bottom POSITION *CANAM Mark: G2 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL x tiod at mid langti Ii U 1 .2Li_c. 02 REQUIRED WELD -.eqth Weld-Ea.Side Remarks 15/8" .197 - 1 7/8" 3'- 15/B" .156 - 5" ENGINEERING 0 1 8çi 1/4, x 0.118 ovea 0 pp76 10 2'- vecq noted 2 0 Noapproved, resubmie_7° 0.21 --copies d 00 Z ,70.._17..72C d 1/.4x0 118 z 70 019 2 item pnl0forgeral 3, compliance with the contract documents. The -C-oMroetor-is -still- eon&m - n& car r lQtinq all trades, quantities and performing cr-i4t 4 0sfcctory Øm.) Mini SSE Project No.:á @ OW2fd rrm Trrr0uI /4' .118 - 1 1/2' do do do .118 - 1 1/2° /2" .197 - 2" Lateral Supports Concentrated loads Acc. to the force Equally Spaced Bridging be:w,en Uplift Rows TSr U Revise & Resubmit Approved D - O m tRad-------. Reviewed as Noted By Consultant vl.48.0 Uplift according to slope Fabrication code unless noted Review is for conformance with the design concept only. Any -LL = 2 angles short legs back tRtlbaRkmteddnWetmodbyiwagleocmklg&rAa box, -BR = Round bar -U = 1 U profile, the Contract DocumUb aheoNrçsofelssifler :inaide the other, -CL = Crimped angle Verification of quantities & dimensions. Coordination with CONCENTRATED LOADS (* indicates thatoltSfOrbddet sardorerformance of the aWirectll on the panel point.) Span: 1 = Main Joist, 2 = Left S lensiastrction Side: Both Sides, Near Side, Far Sideoate.oiso,ig H0Niparade I with Holei at Conc. Loads Definition of the categories (Cat.): 1 = within a panel with no 5 = transferred by an addi ional1membemnau4A.ateral snpp Chord: 1 Top. 2 = Bottom Lakeland, FL 33801 Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (np): 0 = at idard. 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 Dead. 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non.Compoeite Live Project no.: V02980 Designer: Ziad Al-Ehalidi Ali Shop: Buckeye Arizona [Production] 940 / 1008 Area to Paint : 216.88 ft2 Material Sort : Cost 366(388)-366(388)-25-12/7-940(1008) NNN,NNN 4.20 2.81 2'-10 1/2" 0.00 0.00 2'-10 1/2" 4.20 2.81 8'-7 3/8" 4.20 2.81 14'-4 1/4" 4.20 2.81 20'-2 1/4" 4.20 2.81 26'-0 1/4" 4.20 2.81 31'-10 1/4" 4.20 2.15 37'-8 1/4" 4.20 1.55 41'-1 3/4" 2'-10 1/2" 5 1 90 0 0'-0" 1 1 90 0 5'-8 7/8" 5 1 90 0 5'-8 7/8" 5 1 90 0 5'-10" 5 1 90 0 5' -1011 5 1 90 0 5' -1011 5 1 90 0 5'-10" 5 1 90 0 3'-5 1/2" 5 1 90 0 *CANAM Mark: G3 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJT-2015 (ASD) (rev 2017) Mark : G3 (G (3), Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I - I I u aol 0 ri t.i cl i i - -' -1 all STRtCT(J1AL'STEMS ItiNGINEERING I C' I IC4I I I I p ("1 m ' 0 1.1 1.2 1.3 1.4 1J Not1,pprov, 1.11 1.12 1.13 1.14 1.15 as rØ(ed th ite a ly forene at .1 fo \ojnr 7 ing all trod s,/quantities a)cj erforming \ 2.1 2.2 work3 0-5t-1'& b 2.6 ..l SSEroject No.:_j.a9- Submitt No.:SD15_- ----- 2.7 _I 2.8 01 001 '71 'Ti 'Ti Rewed by:.QiiL--------Jate:.....Zi2W.i I CL: O'-0114" EXTL:-O'-OI/4' C/C: 44'- 11" CR: U -u tAlK: U-r L:-U-Ui/g tK U-b TOTAL LOAD..: 0.00 lb/ft ------------------------------- Tcx-R 00 -1" Type FE TL= 0 L= 0ntQL= I = 5.32 jA4 ------------------------------- No Sp Side Hole Total Load Li [kips] 1 ]. Both Yes 5.66 2 1 Both No 1.72 3 1 Both Yes 5.66 4 1 Both Yes 5.66 5 1 Both Yes 5.66 6 1 Both Yes 5.66 7 1 Both Yes 5.66 8 1 Both Yes 5.66 9 1 Both Yes 5.66 Revise & Resubmit 0 Approved flActiOn not RLIJING co - - - - ARE UN-FACTORED with the design concmj,tyE AIYOAD action indicated does not modify and is subject to compliance - - - the contract Docun Is responsible for: Verification of quaatiesT8imenlons, Coordination with other work, safe & satisfactory performance of the work, and bIQcI I] constructiopihce with ACIact Documents. Mf = 0 flo.D. LL TI sfl) - Date :07129119 D. Nicky Parade 319 = 0 - LOADS (F - - 110 South Kentucky Ave. LakeiandjL 33801 r baa I'Jet uillft Pos 0.00 lb/ft 0.000 ft-kip (0.328) 1TL=L/ 90 = 0.01 00 TL = L/ -265 = 0.00 --------------------------- .ing Cat. Chord Incl. Cmp ft] 0-9 1/2 [deg] CANAM Mark : G3 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. (lb/ft2l [lb/ft] [lb/ft2] [lb/ft] (ft] [ft] 1 1 40.00 40.00 40.00 40.00 01 0 441 11 ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.50 in (Li 360) Calculated deflection under service live load.....= 1.50 in (LI 360) Allowed deflection under total load...............= 2.25 in (LI 240) Calculated deflection under service total load = 2.16 in (LI 250) Joist inertia .....................................= 1805.29 inA4 Required camber ................................... = 0.83 in --------------------- FORCES IN MEMBERS [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1 3/811 1T7y = So TCRi TT/!fl (P.FF cIplh = 28.00 in) Left Reaction = 25.03/ -10 REQUIRED MATE No Tension Compres. x = tied at mid- Top Chord 1.1 21.37 -48.74 1.2 19.12 -42.71 1.3 39.21 -85.93 1.4 39.21 -85.93 1.5 48.92 -107.19 1.6 48.92 -107.19 1.7 51.72 -113.96 x 1.8 51.72 -113.96 x 1.9 47.49 -105.98 1.10 47.49 -105.98 1.11 36.23 -83.27 1.12 36.23 -83.27 1.13 18.05 -44.22 1.14 18.27 -45.05 1.15 0.00 0.00 Bottom Chord 2.1 0.00 0.00 LL 3.5 X 2.2 71.66 -32.65 do 2.3 100.06 -45.77 do 2.4 114.19 -52.08 do 2.5 113.58 -51.36 do 2.6 98.24 -43.61 do 2.7 68.16 -28.84 do 2.8 0.00 0.00 LL 3.5 X End Diagonal 3.1 54.77 -24.01 x LL 2 X 3.2 50.90 -20.64 x LL 2 X 5 k±&TRUCTJ4 9YBThMS 23.77 3 AL ENGINEERING REQU gth le d. Util. Lengti W 0 Approvea 0 Approvea as noted 0 Not apred0 rubmit..,..copies z 10 0.65 51 -8 7/8" SSE has rvied Abqsitem n141enera1 compliancez wiUe the. ntroc 'daiour1i(s. The Contractor s till ?eonsible ?dr.45nfirm1ng and correlating l %nd performing 3 01 do work in a ,f 2 Ong* tisfactoryd nanner. 51 0 93 d SSE Project No.:SDI5 Reviewed ----- qqte:11!1 WMB(architX1 0.99 1 - 7 1/2" 110 South Kjqci?ve. 0. 92 47 - 70 Lakeiand, FL 33801 LL 3.5 X do do do do do do do do do do do do do LL 3.5 X z 72 0.48 4-3 1/4" 4 z Revise & Resubmit Approved i:i Action not Required 40 Reviewed asNdonIit ' -8 5/8" hR fl 47 Review is for2on1&1ancNif1lhe design c&(ce9oy'2Jly action Indicated 922not @mB$ and is subJec5tbcaiflance the Contractj 0J8555t5. ffh•ntractor is ressibie for: Verification I!ties rh diggisions. Cooruit1ojs0vith other work. %twnrrwi 44 constructIon in cjrianc5whe Contrac9ocm)0 Date :07129119 By: Nicky Pereda -9.61 kips D WELD Ea.Side Remarks Diagonal Towards End 4.1 18.39 -8.45 4.2 11.02 -4.04 4.3 11.02 -2.76 4.4 11.02 -2.76 4.5 11.02 -4.96 4.6 19.35 -9.46 d U 1 3/8 X 0.176 U 1 3/8 x 0.136 U 1 3/8 x 1 1/4 x 0.118 U 3/8 X 1/4 x 0.118 U 1 3/8 x 0.136 U13/4x11/2x0.157 z 100 0.96 3'-9 5/8" .176 - 3 1/2" z 104 0.74 3' -10 1/8" .136 - 2 3/4" Z 111 0.88 do .118 - 3 1/8° z 111 0.88 do .118 - 3 1/80 z 104 0.77 do .136 - 2 3/40 z 92 0.95 3'-10 1/8" .158 - 4 1/8" -7 3/8" .187 - 6 1/8" -9 5/8" .156 - 3 7/8" 10 1/8" .197 - 1 7/8" do .197 - 1 7/8" 10 1/8" .156 - 4 1/8" 4'-0" .247 - 4 1/8" -1 3/8" .176 - 1 7/8" 2'-6' .118 - 1 1/2' do do do do do do 2'-6" .118- 1 1/2" -6 1/4" Ili'- 1 3/4" CANAM Mark : G3 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres x =tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Diagonal Towards Center 5.1 15.79 -33.80 x 5.2 8.45 -18.21 x 5.3 4.04 -11.02 d 5.4 4.96 -11.02 d 5.5 9.46 -19.16 x 5.6 13.47 -29.88 x Secondary Web Member 7.1 3.60 -9.92 7.2 0.00 -1.76 7.3 0.00 -2.20 7.4 0.00 -2.34 7.5 0.00 -2.18 7.6 0.00 -1.71 7.7 1.57 -6.10 Maximum spacing betwee: @ Top @ Bottom qf~ K470 77 LSYS1 .69 E EERINqxx 72 0.81 tJ Apwdc .247 0 Appred7asored 0 Not approved, U 1 3/8 X 0.176 z 81 0.90 SEi has3 mviewid he.iiem onlyzfor7ogenecd compliance dwith the contract dtur?int.' e Contractor still responsible fo: and correlating trades, quantities anq0pefofç1Ing work 8actoryZmosnero.81 - çewç --------- Date:_Z!2/i. O'-1 1I)" Minimum POSITION ALqff6bpa 121 Approved torn hord Action not Required 4'-4 1/4" 11 Reviewed as Noted By Consultant KB 26'-0 1/4" Equally Spaced Bri Uplift according to slope Fabrication code unless no -LL = 2 angles short -U = 1 U profile, betweem fUp]sárMceRowsdesgn Nept only. Any action Indicated does not modify and is subject to compliance - - -1ho.Contract Qaumenbje.an*racLocJsjemposiblefar. - - - - Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction In compliance with the Contract Documents. B baek:orngiig -BBNickyPamda welded in )X, -BR = Round bar -UU = 2 U L -. in .de the other. -CL = Crimped angle Lateral Supports Concentrated loads Acc. to the force vi. 48.0 WMB (architecture) CONCENTRATED LOADS (* mdi ates ittte load is ir :tly on the panel point.) Span: 1 = Main Joist. 2 = Le t xtTthr33801 3 = Rig Side: Both Sides, Near Side, Far_Side Mole: Top Chord with_ )lea at Conc. Loads Definition of the categories (Cat.): 1 = within a panel with no reinforcement 5 = transferred by an additional member and lateral support Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (ciap): 0 = standard, 1 = non-Composite PARTIAL LORDS Span: 1 = Main Joist, 2 = Left Extension, 3 Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Rhalidi Ali Shop: Buckeye Arizona [Production] 1595 / 1689 Area to Paint : 285.78 ft2 Material Sort : Cost 617(649)-617(649)-25-14/8-159S(1689) NNN,NNN CANAM Mark: J1 Project: V02980 LEGOLAND NEW RIDE 2020 & AA (V02980) 07/23/19 18:09:19 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJT-2015 (ASD) (rev 2017) Mark : 11 (MS1, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I : i: i: i& i: i: : i .- I I 221 I I I I ....I .....I ....I I I l 1 1 1 1 1 ....I ' ' " ' " .. I - SRUC7UR4LSYS7EMS II II II I EN4INEERING 00 I 11 OjI 9 i IIJ Dprdvecos notJ 1.0 1.1 1.2 1.3 1.4 1.5 . fl 'Fot ap4rved. r'eut'riit''°1.11 pies'2 1.13 1.14 1.15 0 r.. / /\ I i.. SS has reviewed th am e itdm o fo gen ral / I _____________ ?corrj nJe Th/ __________________ correlati all trades, gictities and pe' fming __ _______________________ Contr/s still reson ibl'e for: con 'Iiri i and A 2.1 2.2 2.3 - rk in ç safe Ad satifoctory2iianner. 2.7 - 2.8 A I I I CCI 00 I I 001 SSE Prot No.:Ja2a..iT Submittal No.D15 - - I 001 I CI Reviewe by:_N -- ------ Date:iti -I .1 I CL: 0'-0" EXTL: 0'41" CIC: 29'-1 CR: 0'-63/4 EXTR - 0.1--.- CCL: 0 8' CRIb 0' 1 3f1" £1 Revise & Resubmit 0 Approved ---------------------------------- -I q?rTe ITIONS THE SH VALUES ARE UN-FA. U Reviewed as Noted By Consultant TOTAL LOAD..: 146.00 lb/ft 111IMP '&U F.26nformance ihhdLiIVELO y. A.: 17.00 lb/ft ------------------------------------ action indicated does not modify and Is subject to compliance Q1nt _________________________ Verification of quantities & dimensions. Coordination with Tcx-L Or -6" Type F [SI ShOthar work. sa& i9t9factory performMfe of4he worka9d. 018 t -kip (0 .322) TL = 146 LL = 117 ntQL = 96 Req.ctruiesonncev8i8e Contract Do'13 TL = / 90 = 0.07 I = 0.16 in"4 Cal .0 "' - '.uu = L/ -281 = -0.02 Date :07129119 By: Nicky Paled. Tcx-R 0'-1 1/2" Type F[S] bicture 5.00 0. 01 ft-kip (0.252) TL = 146 LL = 0.16 jA4 117 ntQL = 96 Req 'iouenickCe 180 = = / 90 = 0.02 I = Ca].fld3B Li 9999 = = L/ 293 = 0.01 No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp (kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 0'-O" 0'-O" 9 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. (lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] [ft] 1 1 59.00 59.00 59.00 59.00 01 0 51 6 1/2 1 1 2 1 10.00 10.00 10.00 10.00 01 0 291 1 1 1 3 1 18.00 18.00 18.00 18.00 51 6 1/2 71 6 1 1 4 1 47.00 47.00 47.00 47.00 01 0 291 1 2 2 *CANAM Project: V02980 LEGOLAND NEW RIDE 2020 Mark: J1 (V02980) 07/23/19 18:09:19 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load 96.00 lb/ft I. ---------------------------- Allowed deflection under li Calculated deflection under Allowed deflection under to Calculated deflection under Joist inertia .............. Required camber ............ --------------------F Gap ...... .1" Left Reaction = No Tension Compres. x = ervice 0.94 in ercBfi load. o Approved os1n4td in :: 0 -Nat: approved; :r .it ------11 in lissrevieule the ir flerral (ki compliance with the contract documents. The forPQP1 correlotin'll tra , and perforrr{i 4 iyrk in 2 fe atisfactorerReactjo: R 129__Submitt0l No.: SDI5 t:,sid- ]iepgth'ru Slend. Ut ii,,. 360) 370) 240) 262) = 17.15 in) 3.03/ -1.40 kips REQUIRED WELD Weld-Ea. Side Remarks Top Chord 1.0 0.00 0.00 L.I.. 1.!3 x .iiu z 2u u.i 1. -6' 1.1 2.59 -6.10 Re" & Resubmit Approved 2 -0 1.2 2.43 -5.76 do 2'- 1/8" 1.3 4.92 -11.35 Action not Required do 2 -0" 1.4 4.92 -11.35 0 Reyedas Noted BvConsultant z 61 0.95 1.5 6.53 -14.78 x do zz 41 0.95 1.6 6.53 -14.78 x Review is for conformance with the design concept only. Any do zz 41 0.96 1.7 7.07 -15.74 x action indicated does not modify ann s suoject to compiiance te%ontract Documents. The Cont,ori?resp9i1 I for: 1.8 7 .07 -15.74 X Thcation of quantities & dimensi&i. Cgdinio,ith 1.9 6.53 -14.39 odør work. safe & satisfactory perfmard.oftIeu9cand 1.10 6.53 -14.39 cdstruction in compliance with theontftf Do8ipe9s. 1.11 4.92 -10.76 co • dl C 1.12 4.92 -10.76 DaO7129I19 By: NicliyPereda ..38 2 OU 1.13 2.43 5.33 B(architecture) z 109 2'- 1/8" 1.14 2.59 -5.58 1south Kentucky Ave. z 74 2 -0" 1.15 0.00 0.00 LL Z 5 0' 1/2" Bottom Chord 2.1 0.00 0.00 LL 1.5 X .130 z 115 0.52 3-0" 2.2 8.63 -3.71 do z 134 0.75 3'-8 1/8i1 2.3 13.31 -5.86 x do xx 93 0.86 4'-0" 2.4 15.50 -6.93 x do yylo8 0.87 do 2.5 15.28 -6.93 x do yy108 0.87 do 2.6 12.79 -5.86 x do xx 93 0.85 V-0- 2.7 8.04 -3.71 do z 134 0.73 3'-8 1/8" 2.8 0.00 0.00 LI.. 1.5 X .130 z 115 0.49 3'-0" End Diagonal 3.1 6.84 -2.90 BR 15/16 yy130 0.52 3'-2 1/2" .223 - 0 7/8 3.2 6.25 -2.90 BR 15/16 yy130 0.52 3'-2 1/2" .223 - 0 7/80 Diagonal Towards End 4.1 3.34 -1.49 U 1 x 3/4 x 0.091 z 91 0.55 2'-6" .091 - 1 1/2° 4.2 1.81 -0.83 do z 91 0.30 do do 4.3 1.47 -0.17 do z 91 0.24 do do 4.4 1.47 -0.17 do z 91 0.24 do do 4.5 1.96 -0.83 do z 91 0.32 do do 4.6 3.34 -1.49 U 1 x 3/4 x 0.091 z 91 0.55 2'-6" .091 - 1 1/2" *CANAM Mark : Ji Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 FORCES IN MEMBERS (Cont.) (kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Diagonal Towards Center 5.1 1.68 -3.77 5.2 1.16 -2.41 5.3 0.50 -1.47 5.4 0.50 -1.47 5.5 1.16 -2.50 5.6 1.68 -3.56 Secondary Web Member 7.1 0.26 -0.62 U 1 x 3/4 x 7.2 0.19 -0.42 do 7.3 0.19 -0.43 do 7.4 0.19 -0.40 do 7.5 0.19 -0.39 do 7.6 0.19 -0.37 do 7.7 0.26 -0.46 U 1 x 3/4 x Maximum spacing between rows of bride @ Top Chord: 12' @ Bottom Chord: 20' POSITION @ Top Chord 9'-4 3/8" 19'-1 7/8" 091 STRU2cALSYSE4S :091 ENGINEERING 09'9 Approed 0 noted 09 0 Not aj5pr&d,° rèubmiL_..2...._..._copies z 53 0.09 do SSE has re'ied iitem only Tor ,,general 0ç9mp1iance th ççntract cirpLs. The .09 Contractor is still responsible for: confirming and - correl N.des - o ie-od- performing - work in a safe and satisfactory manner. g Later roNo.:_8! iTTNo.:SDick 1/4" -=> 4 Rowisi Minimum ACC. Reviewed U 1 x 0.091 U 1 x 3/4 x 0.091 do do U 1 x 3/4 x U 1 x 0.0 b. z 60 0.91 2'-3" .090 - 1 1/2" z 91 0.77 2'-6" .091 - 1 1/2' z 91 0.47 do do 1 1/2" 1 1/2" 1" 1" Supports 36") o the code Equally Spaced Bridging between Uplift Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back. -U = 1 U profile. CONCENTRATED LOADS (* indicates that the conc. Span: 1 is Main Joist. 2 = Left Extension, Side: Both Sides, Near Side, Far Side Definition of the categories (Cat.): - =-.-. ,,l._. .t1 =u. 0; Revise & Resubmit 2 Action not Required RDevieweNs3Noted By Consultant - - - - Review is for conf ormance with the desj$n conce2t only. An - - - - - action indicated does not modify and is subject to compliance the Contract Documents. The Contractor Is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and EL = nSS c& idS4.sIRh1Q,act Documents. -BR I Date :07129119 By: NlckyPemda Iload is not directly pi I I ti0S6IithKentu I with Holes do -------------------- v1.48.0 = Round bar a Crimped angle Wt.) = aca c.b J 7W Jo - Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (np): 0 = standard. 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension. 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 is Wind, 5 = Non-Composite Dead. 6 = Non-Composite Live Project no.: V02980 Designer: Ziad A].-Kbalidi Ali Shop: Buckeye Arizona (Production] 183 / 210 Area to Paint : 80.80 ft2 Material Sort : Cost 71(81)-71(81)-25-14/8-183(210) NNN,NNN ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I aol I I ooi aol _ I I I I I I I I - I I -u ..0 • u 'flu ': flu '?' 'flu ? 'flu "u "'u 'flu 'flu fli "I ____________________________ I eq s OI 001 mUCrRA:Sv1TEM u I ENINERIN I I I : I I I I I II /pravecl 0 t ppravd os hated 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.80 Np appqed, 4ubmi.__4 __cqqis \\ N 7rer~npl as rbewo he it rn a wi4\n .- I-) .. \.) /• \. 00 00 40-0 CANAM Mark: J2 Project: V02980 LEGOLAND NEW RIDE 2020 & J2A (V02980) 07/23/19 18:09:19 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J2 (MS I, Symmetrical,, Free ends) .L_ 2.1 2.2 2.3 2.4 I I I .1 Ou u 'flu 'fi ci 0'-0" E)CFL: 0'-11" C/C: 33'-2" CR: 0.63I41 EXTR: - 0'-0 1/4" antracar is/still resor siie tar: cxn irrjiing ana correItin'q II trades, tties and rarming 25 .7" 2.8 2.9 .L SSE Praje !Na.:_1829......SubmittoI .:SD15 Reviewed; y:_cI___L------Dot6 -C41 _7iZ! ' C41 i3C (J Revise & Resubmit Approved -------------------------------------- -LOAc€GbE)E31ILONS - - - - THE SHOWN TOTAL LOAD..: 146.00 lb/ft 18KSP 117. 0 lb/ft action Indicated does not modify and is subject to compliance Documents. Ihe Cooteaetoc Is 00bie4oe..................... ---------------------------------------EXTENS?ONt Verification of quantities & dimensions. Coordination with Tcx- L 0' -6" Type F ES] Shoe = otheruo.rba1fe & satlsfactortfor5ance oUwcsjujyd ft - k p (0.229) TL = 146 LL = 117 ntQL = 82 Req D. YU"L ocuu11to.= LI 90 = 0.07 I = 0.43 jA4 Ca .D.Dã 7,,1g 999 9f. Nicky Peredo TL = L/ 320 = 0.02 Tcx-R 0,-1 1/2" Type F[S] Showme Mf 1 t-kip (0.192) TL = 146 LL = 117 ntQL = 82 Req D. DPSaoth1lyfstuck.eO = 0. 90 = 0.02 I = 0.43 jA4 Ca D. LtRJanoFL]34O19999 = 0 / 331 = 0.00 CONCENTRATED LOADS (From Axis) ------------------------------- No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 0'-0" 00 -0" 9 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] (lb/ft2] [lb/ft] [ft] [ft] 1 2 14.00 14.00 14.00 14.00 01 11 01 11 1 3 2 1 59.00 59.00 59.00 59.00 01 0 51 6 1/2 1 1 3 1 10.00 10.00 10.00 10.00 01 0 331 2 1 1 4 1 47.00 47.00 47.00 47.00 01 0 331 2 2 2 5 1 14.00 14.00 14.00 14.00 010 81 2 1 3 *CANAM Mark: J2 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load 82.00 lb/ft --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load............ .... = 1.10 in (L/ 360) Calculated deflection under service live load.....= 1.09 in (L/ 363) Allowed deflection under total load...............= 1.66 in (L/ 240) Calculated deflection under service YMM I 1 38,ys 'i.! -------------------- FORCEI IN M/iVff(NG(kiPs] II Ll Aooroved 0 AoDroved as noted (THE ST Y WN FORCES ARE UN-FACTORED) Gap......: 1" =0 Not roV)resubmit_ L.._d$ = Left Reaction = 3.74/ - REQUIRED MATE No Tension Compres. x = tied at mid- Top Chord 1.0 0.00 0.00 LI. 2 x 1.1 2.76 -6.86 do 1.2 2.61 -6.51 do 1.3 5.33 -13.10 do 1.4 5.33 -13.10 do 1.5 7.17 -17.63 do 1.6 7.17 -17.63 do 1.7 8.06 -19.86 do 1.8 8.06 -19.86 do 1.9 8.02 -19.77 do 1.10 8.02 -19.77 do 1.11 7.04 -17.38 do 1.12 7.04 -17.38 do 1.13 5.14 -12.68 do 1.14 5.14 -12.68 do 1.15 2.48 -6.15 do 1.16 2.61 -6.40 do 1.17 0.00 0.00 LI. 2 x 5SEkl44 reviewed .3 1 mp11ance with the contract documents. The RE .ptractor etilI pjonsible f firming and correlating all trades, quantities and performing work in a safe and satisfactory manner. 6 z 15 0.23 0'-61- SSE Project z 82 0.64 2'-8 5/8" Reviewed by_g.ii-------2 0ate:_Z/2/j z 45 0.73 U ReviseS Resubuit 45 °I2fApproved z 45 0 0 Action not Requjed 45 0.81 Reviewed as Nod B46onsdg,81 do 43O1 da Review Is for c2nfornce ltlte design concenIy. Any action indicates doot nt,ydiWnd is subject taf,5mPiiance the Contract DocumlEts. T,e cstractor is respn;ibi,5 fpr: Verification ofivanffes & dimensions. Coordination witp other work. sak & st?sfactu'h,rformance iii th.,ofc(ad construction Contract DoamPr1 ------------------ .6.89 in) -1.38 kips RED WELD ld-Ea. Side Remarks Bottom Chord 2.1 0.00 0.00 2.2 9.89 -4.01 2.3 15.59 -6.38 2.4 18.97 -7.73 2.5 20.03 -8.15 2.6 18.80 -7.65 2.7 15.25 -6.21 2.8 9.41 -3.83 2.9 0.00 0.00 Date :07129119 By: Nicky Peusda ... I . LI. 2 .145 wmoiarcnRegure 6 0.36 do 110 South Kenucqe. 0.54 Lakeland, FL 33801 do z 109 0.65 do a 109 0.68 do do z 109 0.68 do do z 109 0.68 do do z 109 0.64 4'-01- do z 101 0.53 3'-8 5/8" LI. 2 x .145 z 86 0.35 End Diagonal 3.1 7.66 -3.08 BR 15/16 yy130 0.55 3'-2 1/2" .223 - 0 7/8" 3.2 7.14 -2.91 BR 15/16 yy130 0.52 P-2 1/2" .223 - 0 7/8° Diagonal Towards End 4.1 3.94 -1.61 U 1 x 3/4 x 0.091 z 91 0.65 2'-6" .091 - 1 1/2" 4.2 2.50 -0.97 do z 91 0.41 do do 4.3 1.63 -0.40 do z 91 0.27 do do 4.4 1.63 -0.45 do z 91 0.27 do do 4.5 2.60 -1.02 do z 91 0.43 do do Diagonal Towards Center 5.1 1.82 -4.37 5.2 1.28 -3.04 5.3 0.69 -1.63 5.4 0.12 -1.63 5.5 0.17 -1.63 5.6 0.74 -1.73 5.7 1.31 -3.14 5.8 1.75 -4.22 Secondary Web Member 7.1 0.27 -0.64 7.2 0.19 -0.40 7.3 0.16 -0.40 7.4 0.16 -0.41 7.5 0.16 -0.41 7.6 0.16 -0.40 7.7 0.16 -0.38 7.8 0.23 -0.47 U 1 x 1 1/8 x 0.118 U 1 x 3/4 x 0.091 do do do do U 1 x 3/4 x 0.091 U 1 x 1 1/8 x 0.118 U 1 x 3/4 x 0.091 do do do do do do U 1 x 3/4 x 0.091 CANAM Mark : J2 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 4.6 4.00 -1.59 U 1 x 3/4 x 0.091 z 91 0.66 21 -6" .091 - 1 1/2" Equally Spaced Bridging between Uplift Rows z 58 0.77 2'-3 3/8" .118 - 1 1/2" z 91 0.96 2'-6" .091 - 1 1/2" TP&CTURA SYSTEMS do z 91 z 91 :5 NGIN,R/NG .091 do 1/2" i 5/pp?ov7e4d 0 Not approved, resubmit copies z 64 0.15 1'-9 5/'Ii 'bl - 1" 09 1'-6 do SE s èwed the jer' only for genl cQm)nq, 0 ith the caatract documents.d he Centr=tov -b still respsible for: confirrnig and crretin H trades, Ifiantities and perfRming Ark 5 Oaf :e and l45'' manrejid0 z 611 1 E1rject ----- Submittal opj - Reviewed by:_N O Rel(p tbtt8M ChoE1 Approved fJ ActAddt Required 2' - 7" Reviewed as Ngd?CO,?Sh, 11 IA I-j,, Review I colifIorman wam, the design concept only. Any a&1ddIcacOI6ei41: n11f4d is subject to compliance the Contract Documents. The Contractor is responsible for: No Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Maximum spacing between rows of bridging @ Top Chord: 141 -8 118" @ Bottom Chord: 23'-11 1/4" POSITION @ Top Chord 10'-8 3/411 21'-10 1/2" conc. load 5 or Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 -U = 1 U profile. -UU = 2 Date :01/29119 By: Nicky Peeda WMB (architecture) ------------ vl .48.0 angle CONCENTRATED LOADS (* indicates that the coma. load is not directly on the panel point.) Span: 1 = Main Joint, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads Definition of the categories (Cat.): 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical. 0 = Horizontal Composite (cmp): 0 = standard. 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top. 2 = Bottom. Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind. 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khali6i Ali Shop: Buckeye Arizona (Production] 291 / 322 Area to Paint : 113.84 ft2 Material Sort : Cost CANAM Mark : J2 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 113(125)-113(125)-25-16/9-2:91(32 STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:_1a-Q29____Submittal No.:SD1&_ Reviewed -----Date: 7126/1_ 11 Revise & Resubmit IEi Approved i:i Action not Required 0 Reviewed as Noted By Consultant Review Is for conformance with the design concept only. Any action indicated does not modify and Is subject to compliance the Contract Documents. The Contractor Is responsible for: Verification of quantities & dimensions, Coordination with other work, safe & satisfactory performance of the work, and construction In compliance with the Contract Documents. Date :07129119 By: Nicky Pereda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 M_ 11111-41111 CANAM Mark: J3 Project: V02980 LEGOLAND NEW RIDE 2020 & J3A (V02980) 07/23/19 18:09:19 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J3 (MS 1, Symmetrical,, Free ends) ALL RUNNINGS 4&JU? G!VFN FROM TI-ER T.RPT RRFP.RPN('P. II I I I I I I II I I I I I p ou & I I l l I 1 - ,...I - ' t I 0 oo:IN& 'T' 'TI 'i :n I ..I %O 00 I I : n I 1(11 i. I I en an I I I I I I II Approved 0 Approlfred a noted I I I I I I I I I I 5 No qpprcved, I I '1 t 9 ' 9 9 99 9 b I I N 1919191919 919 191°' I SErhasI reviewed the' itemI only for cienerol I I 9 I 1.0 1.1 12 1.3 1.4 1.5 1.6 1.7 1.8 19 k r.O1 L''I tc 'Te 1.1 1.17 1.18 1.19 A A,"7.?' 1t1rnryinA is stI reons& trsj for d/orrtig qu4ties onAiing nd 4 rfrg "'ork\n p a isfe anfl' a(sThcto* inwsrrer. \ I / - ~A*_ \JJ y\JJ \L4J SSE Prow No.:.__Subm'iJ6I Nosoij/ 1_ A 2.1 2.2 2.3 - 2.4 I 2.5 26 2.7 2.8 Review by:. QFi,.4 ----Date:_Z//i .9 2.10 ..& I I 001 I I I CO 00, 00 00 I I 1 N1 N1 I I enj CL: 0'-0" EXTL: 0'-II" C/C: 37'-3" CR: 0'-63/4" EXTR: - o-o IID RLe&csmit ESR: - Atppmved Action not Required Reviewed as Noted By Consultant tF tnTyy ( THE SHOWN the Contract Documents. The Contractor I. responsible for: TOTAL LOAD..: 146 .00 lb/ft 18 1 7.00 lb/ft other work, safe & satisfactory performance of the work, and npljflF9.v1jt eCcQpçqpt3. Tcx-L 0'-6" ------------------------------------ Type F [S] Date :07120119 By: Nidty Parade hoe = .. -kip (0.186) TL = 146 LL = 117 ntQL = 77 eq.Mh!J 180 =L 90 = 0.07 I = 0.58 jA4 Cal .soe,ti,c,ce.9999 == / Shoe = 5.00 =0 .0 1 -312 = 0.02 Lakeiand, FL 33801 Tcx-R 0'-1 1/2" Type F[S] ft-kip (0.159) TL = 146 LL = 117 ntQL = 77 Ieq.D. LL = L/ 180 = 0.01 TL = L 90 = 0.02 I = 0.58 jA4 Ca1.D. LL = L/ 9999 = 0.00 TL = L/ -322 = 0.00 ----------------------------CONCENTRATED LOADS (From Axis) ------------------------------- No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] (kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 0'-0" 0'-0" 9 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] (lb/ft] [ft] [ft] 1 2 19.00 19.00 19.00 19.00 01 11 01 11 1 3 2 1 59.00 59.00 59.00 59.00 010 5'6 1/2 1 1 3 1 12.00 12.00 12.00 12.00 01 0 3713 1 1 4 1 47.00 47.00 47.00 47.00 01 0 371 3 2 2 5 1 19.00 19.00 19.00 19.00 01 0 8'2 1 3 *CANAM Mark: J3 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load 77.00 lb/'ft --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.24 in (Li 360) Calculated deflection under service live load.....= 1.24 in (LI 360) Allowed deflection under total load...............= 1.86 in (LI 240) Calculated deflection under service total load = 1.72 in (LI 260) Joist inertia ......................................220.02 inA4 Required camber ...................................= 0.56 in Left Reaction = RUCAA SHOWN FORCR,bj8rORED) (FY = so -iY-'" (Eff. de lI Approved 0 Approved as noted -1.62 kips Right Reaction = 0 Not approved, resubmit--------copies -------------------- FORC Gap......: 1" 16.85 in) .84/ -1.46 kips UIRED WELD Weld-Ea. Side Remarks 4.201 REQUIRED x = tied at LL LL LI. No Tension Compres Top Chord 1.0 0.00 0.00 1.1 3.00 -7.79 1.2 2.84 -7.43 1.3 5.90 -15.30 1.4 5.90 -15.30 1.5 8.07 -21.06 1.6 8.07 -21.06 1.7 9.33 -24.49 1.8 9.33 -24.49 1.9 9.72 -25.58 1.10 9.72 -25.58 1.11 9.23 -24.34 1.12 9.23 -24.34 1.13 7.86 -20.76 1.14 7.86 -20.76 1.15 5.61 -14.85 1.16 5.61 -14.85 1.17 2.66 -7.06 1.18 2.78 -7.32 1.19 0.00 0.00 Bottom Chord 2.1 0.00 0.00 2.2 11.46 -4.43 2.3 18.41 -7.10 2.4 23.00 -8.81 2.5 25.26 -9.63 2.6 25.19 -9.58 2.7 22.78 -8.65 2.8 18.03 -6.85 2.9 10.95 -4.16 2.10 0.00 0.00 End Diagonal 3.1 8.69 -3.34 3.2 8.16 -3.11 S l914ps review4e iM only forL1al compliance with the contract documents. The cpjtrac1or is still rq%pos for: cotiring and correlating all tr8deb6 qatities and 'erkirming work in a safe 8nd8atfotory mWrnr/8" z 46 0.52 2'-0" SSE Project No.:_..Q_6SubmittoI SD15_- z 46 0.58 do Reviewed by:NiDotZii do Z 4.6... A CO []Revise & Resubmit Approved Action not Required 2 46 0 Reviewed as Noted ByCnsuIMt 0.62 do 4 fl S7 ,irs Review Is for con? ormce 4 theQ9415 concept only. action indicated does rot m8y an8 (a4ject to compliQe- 0" the Contract Documen. TlNontcw8is respensiIc.fw9 1/9" Verification of quantitl2s & ,,8ensI8ns,ordination wit, - a" 2d5her work, safe & satifactor4perf8rmfce of the wiç, an 1/2" construction in compliance with the Contract Documents. Date:07P29119 By: NickyPeieda .203 z 87 0.30 WMB (architecture) Z 103 0.46 If 110 South Kentucky AS. 110 0.56 Lakeland.FL33801 z 110 0.61 do z 110 0.61 do do z 110 0.61 do do z 110 0.55 4'-0" do z 103 0.45 3'-9 1/8" LL 2 X .203 z 87 0.29 3-0n BR 15/16 yy130 0.60 3'-2 1/2' BR 15/16 yy130 0.56 3'-2 1/2" z 46 0. .223 - 1" 223 - 0 7/8" *CANAM Mark : J3 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Diagonal Towards End 4.1 4.70 -1.80 U 1 x 3/ 4.2 3.25 -1.17 do 4.3 1.83 -0.64 do 4.4 1.83 -0.10 do 4.5 1.83 -0.17 do 4.6 1.91 -0.70 do 4.7 3.34 -1.24 do 4.8 4.76 -1.77 U 1 x 3/ Diagonal Towards Center 5.1 2.03 -5.15 5.2 1.47 -3.80 5.3 0.91 -2.37 5.4 0.37 -1.83 5.5 0.43 -1.83 5.6 0.97 -2.46 5.7 1.51 -3.89 5.8 1.93 -4.99 Secofldary Web Member 7.1 0.27 -0.65 7.2 0.19 -0.42 7.3 0.15 -0.42 7.4 0.15 -0.44 7.5 0.15 -0.45 7.6 0.15 -0.44 7.7 0.15 -0.42 7.8 0.15 -0.39 7.9 0.22 -0.48 °°91 7 09 STRUCTkSYST : ENflNEERING do ll Approved 91 O.J ApprovPas noted z 91 0.32 do 0 Not apprve,l reu,t-----c__copies .09 0.091 z 91 0.78 2'-6" .09 SSE has reviewed the item only for general cc!once wiUi Vp qprçact dorurnçnj,,The .11 U1x11 xQQr11CtOr is gtill64esRpFKible for: goafiriming o0ol U1x1l ic&ating all 2trodes, equantities ando performing 09 U 1 x 3/ do work in a safe afla sti%octory mner. do z 91 0.58 do U 1 x 3/ S 9Project .09 U 1 x 1 1 x 0.118 z 64 0.73 2'-6" .11 x R.vfed by: 1t_i ---- jftwt?/26/19- 11 U lx 11 - U 1 x 3/4 x 0.091 z 64 0.16 1'-9 5/8" do do z 52 0 flQ 11 Revise & Resubmit z do IJ Action not Required Z 52 0 do Reviewed z 52 nt 0.10 do as Noted BY Consuica do z 52 0.10 do do Review is for conforancith trJgn concept oniQiny do actionIndicated does not52difyQwflBsubject to compilifincli U 1 x 3/41 x 0. OStontract Docus2nts.E4e Cdltx3tlor is respon3j81e Sir 5 / 8° - 1 3/4° - 1 1/2° do do do do - 1 1/2° - 1 3/4° 1 1/2° 1 1/2° 1 1/2° do do 1 1/2i1 1 1/2° 1 1/2° 091 - 1" do do do do do do do 091 - in Verification of quantities & dimensions. Coordination with -- - - - - - - - - - - - - - - - - - - - - - - - - - -------atbe wdo.'wut&qf tha'd construction in compliance with the Contract Documents. Maximum spacing between rows of Si Top Chord: Si Bottom Chord: POSITION Si Top 12'-1 1/8" 24'-7 1/8" Wte:07t29119 By: NickyPeieda 1 -8 l/, --_ 2 Rowsj '2viAr'c'hiteEfai 5 Row (s) 110 South Kentucky Ave. Lakeland, FL 33801 Si Bottom Add 2'-7° 9'-3 3/4" 18'-7 1/2" 27'-11 1/4" Add 34'-1 1/4" 1ateral Supports Deck (36") Imposed and conc. load 5 or Equally Spaced Bridging between Uplift Rows : No vi. 48.0 Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -EL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads Definition of the categories (Cat.): 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom CANAM Mark: J3 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:19 Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Onp): 0 = standard, 1 = non-composite PARTIAl, LORDS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 as Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Rhalidi Ali Shop: Buckeye Arizona [Production] 432 / 470 Area to Paint : 127.78 ft2 Material Sort : Cost 168(182)-168(182)-25-18/10-432(470) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING Ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:_1a-29__.._Submittal No.:SDI5_— Reviewed by:....N Dote: []Revise & Resubmit Approved Action not Required Reviewed as Noted By Consultant - Review is for conformance with the design concept only. Any action Indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: Nicky Peroda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 CANAM Mark: J4 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J4 (MS1, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I a a l I I vi 1 : : : : : .41 00 I 91 I I I I 0 N 1 N I I I aOl 01 N I I I 1 N 1 1 N1 N1 e"l. rn I I I I I I I I I I I I I I I I I I I I i, I 'ENG?NEERJNG' Z4 I 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 -9--ro N to ed A P7e\re '0 byt\i I'- c pie no E has r vjewed tIç iém onl a gene ma r I omplianc 1with e ' (ntract doe ments. I Contsctor is st responsib'e for:1 confirining an correlating all trades, quantities qnd performing 1:work in csafe and tisfoctoryijanner. &I SSE Projec'rNo.:_i,a,Oi__Subnal No.: RD - - 0'-0 1/4" ESL: 0'-5" ESR: - 0'-13/4" Reviewectby:_QN-Date:_Li1 iP I P ? i 'I 4Ie4 4 1.0 1.1 1.2 1.3 1.4 1.5 1.6 .- 2.1 2.2 2.3 2.4 I I I I I I I I I I I I I m9: TI I I I I I I I I I =1 I rn. rn rn1 II I II II I II I 0 f I ., ., It 1.17 1.18 1.19 1201.21 Y I-. 2.10 I 2.11 I I I - I lol I I ('ii OI "I -I 'I LOADING CONDITIONS ( TH 1HOWNVALUES E'tJN-'FACTORED 1 11 Revise& Resubmit Approved TOTAL LOAD..: 146.00 lb/ft 4417 AD.. : 117.00 lb/ft Tcx-L 0'-6" -------------------------------- Type F (SI Review is for conformance with the design conce t only. Any aicai8ddoesnon,oIPandissubjectispli5nce -0. 18 ft-kip (0.164) TL = 146 LL = 117 ntQL = '7 03 T = LI 90 = 0.07 I = 1.31 irLA4 Ver€aapn1huanesfin&,on9a9r9nattonwith 0.00 L = L/ -305 = -0.02 other work, safe & satisfactory performance of the work, and Tcx-R 0' -1 1/2 1 Type F [ 33 constructfS1espil&ncewith tçJact Documents.Mf = -0 .001 ft-kip (0 .123) TL = 146 LL = 117 ntQL = '7 9 = Nick Pereda 0.01 T ae( = L/ 90 = 0.02 I = 1.31 '"4 _L = L, ,n' = ftfl0 L L/ -313 = 0.00 -- - - - - - - - - - - - - - - - - - - - - - - - - - - C WMB (architecture) NCE (From Lakeiand, FL 33801 No Sp Side Hole Total Load Live 1 iad Net uplift Position spacing Cat. Chord Incl. Cmp [kips] (kips] lKipsi Lfti iftr 0-9 1/2 (deg] 1 1 Both No 0.30 0.00 0.00 0'-0" 0'-O" 9 1 90 a PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. (lb/ft2] [lb/ft] (lb/ft2] [lb/ft] (ft] [ft] 1 2 19.00 19.00 19.00 19.00 01 11 01 11 1 3 2 1 59.00 59.00 59.00 59.00 01 0 51 6 1/2 1 1 3 1 16.00 16.00 16.00 16.00 01 0 411 4 1 1 4 1 47.00 47.00 47.00 47.00 01 0 411 4 2 2 5 1 19.00 19.00 19.00 19.00 01 0 81 2 1 3 *CANAM Mark : J4 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 -----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load 77.00 lb/ft ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.38 in (LI 360) Calculated deflection under service live load.....= 1.38 in (LI 360) Allowed deflection under total load...............= 2.06 in (LI 240) Calculated deflection under service total load = 1.90 in (L/ 26].) Joist inertia .....................................= 304.22 inA4 Required camber ...................................= 0.69 in -------------------- FORCE (THE I "11 SI1WN FORCES 111Y = 50 K 4!E Eff. depth =11 kAFo1ed 0 Approvel as noted II s Right React3.on = 4.11 IL78D Not approved, resubmit--------copies j Gap......: 1" Left Reaction = No Tension Compres. Top Chord 1.0 0.00 0.00 1.1 3.82 -10.13 1.2 3.65 -9.73 1.3 7.01 -18.56 1.4 7.01 -18.56 1.5 9.59 -25.58 1.6 9.59 -25.58 1.7 11.26 -30.18 1.8 11.26 -30.18 1.9 12.04 -32.36 1.10 12.04 -32.36 1.11 11.93 -32.12 1.12 11.93 -32.12 1.13 10.93 -29.46 1.14 10.93 -29.46 1.15 9.04 -24.39 1.16 9.04 -24.39 1.17 6.26 -16.89 1.18 6.26 -16.89 1.19 2.87 -7.79 1.20 3.00 -8.04 1.21 0.00 0.00 Bottom Chord 2.1 0.00 0.00 2.2 14.07 -5.32 2.3 22.31 -8.42 2.4 28.12 -10.54 2.5 31.51 -11.77 2.6 32.48 -12.10 2.7 31.03 -11.55 2.8 27.16 -10.10 2.9 20.87 -7.76 2.10 12.17 -4.53 2.11 0.00 0.00 End Diagonal 3.1 11.00 -4.15 3.2 9.04 -3.37 LL 2.5 X do do do do do do do do do do do do do do do do do do do do LI.. 2.5 X LI.. 2. 5 X .230 Lakeland, FL 33801 79 0.24 do z 80 0.37 3'-8" do z 88 0.46 41 -0" do z 88 0.51 do do z 88 0.53 do do z 88 0.53 do do z 88 0.53 do do z 88 0.51 do do z 88 0.45 41 -01- do z 80 0.35 3'-8' LL 2.5 X .230 z 65 0.21 2'-10 1/4" BR 15/16 yy145 0.93 3'-7° .223 - 1 1/8" BR 15/16 yy124 0.55 3'-0 7/8" .223 - 1" 4.70/ REQUIRED x = tied at 16.58 in) / -1.61 kips WELD Side Remarks enZP has reW t 11tem only 'ftèneral compliance with the contract documents. The 2 ontroctor issti2 re5psible for:0coirming and correlating all tr1e -quantities d-s-performing work in a sce #d %(factory rbr'ër. 2 37 0.38 2'-0° SSE Project No.: S015 - 2 37 0.46 do Reviewed by: -------4ote:..1/2/1 z 37 0.57 do Revise & Resubmit2 37 frprovad i:i Action not RequIre7d 37 0,5 z 37 0.51 tic, Reviewed as Noted By Cfyults6.t 54 do Review is for coni,rm,Ze wiP, tielesIgn concept Oy. Any action indicated roes ,s?mojy M is subject to c6?,Iiance the Contract Doemerh7 Thoth9actor is respont*9e for: Verification of qssntlt8& dl8es4Bns, Coordlnatldñ5,lth other work, safe satf?ctorØqejwrmance of the tork orld construction In cwnplIe wlkjl tContract Docuu2ontsBn Date :07129119 41 RyNicIiyPoreda .0 1/41, .230 - 3 0.i. - WMB (architecture) 110 South Kentucky Ave. *CANAM Mark: J4 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tiedat mid-length Slend. Otil. Length Weld-Sa . Side Remarks U U 1 .0 1 U U U U U U Diagonal Towards End 4.1 5.46 -2.05 4.2 3.98 -1.42 4.3 2.51 -0.88 4.4 2.07 -0.34 4.5 2.07 -0.47 4.6 2.80 -1.01 4.7 4.27 -1.56 4.8 5.73 -2.10 Diagonal Towards Canter 5.1 2.18 -5.64 5.2 1.71 -4.55 5.3 1.15 -3.08 5.4 0.61 -2.07 5.5 0.07 -2.07 5.6 0.20 -2.07 5.7 0.74 -2.07 5.8 1.29 -3.37 5.9 1.83 -4.84 5.10 2.15 -5.69 Secondary Web Member 7.1 0.29 -0.72 7.2 0.19 -0.43 7.3 0.15 -0.45 7.4 0.15 -0.48 7.5 0.15 -0.49 7.6 0.15 -0.49 7.7 0.15 -0.47 7.8 0.15 -0.45 7.9 0.15 -0.41 7.10 0.21 -0.48 U 1 x 3/4 x 0.091 z 90 0.90 2'-6- do z 90 0.66 do do z 90 0.41 do : STRUCTUR44909TEMS : do do 3/4 x 0.091 IE 2'-6" ll Approved 0 Approved as noted i 35 Ntob .aproved, resubmita..j,- ---- 1 1/8 x 0.118 z 63 0.85 2'-6" 1SE00 reviewed the item @nl'1for gene1 61liene'with the tonlPacHRuments. fte z 90 0.,65 do &gntractor is still resporjblqi: confirmp and L4rQotjO9:ol1 trades,,qLJ1titã%5and perfning irk.ia safe and satisfactory amanner. do 1 1/8 x 0.118 z 63 0.91 2'-6" 57L8" Reviewed by:..QN Date:.1/2/.i9 8° .091 - 2" 091 - 1 1/2' do do do 091 - 1 1/2' 091 - 1 5/8" 091 - 2 1/8" .118 - 1 5/8" .118 - 1 1/2" .090 - 1 1/2" .091 - 1 1/2" do do .091 - 1 1/2" .090 - 1 1/2" .118 - 1 1/2° .118 - 1 5/8° 091 - 1" do do do do do do do do 091 - Lateral Supports Deck (36") Imposed and conc. load 5 or Maximum spacing between rows @ Top Chord: @ Bottom Chord: POSITION @ Top 13'-5 3/8" 27'-3 7/8" do z 51 0.10 1'-6" do z 51 (L1A do Dce'1se & Resubmit Approved do D ction not Required z do ja z hi U.11 do Reviewed as Noted By Consultant o z 51 0.11 do do Review is for conformance witlthe dMign &Pc only. Any do do action indicated dons not modl, an.subiQctc%nmpiisnca 1' 6 1 x 3 /4h&Coar.a9t9cuments. The sontr6aor lnsnslb!e for: 1' 9 5 Verification of quantities & dimensions. Coordination with - - - - ther work. safo&sa 7Gancemf.±lsamoek..amd.. - - - -, construction in compliance with the Contract Documents. A- 3f br 7129119 By: Nicky Pereda mut l*JBTa?chitU?$' > 5 RfJtJJmut 110 South Kentucky Ave hord.akeland.FL33801 @ Bo Add 3'O" 20'-811 31F-011 Add 38'-4" Equally Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vi. 48 .0 Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -EL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS ( indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads *CANAM Mark J4 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Definition of the categories (Cat.): S = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cup): 0 = standard, 1 = non-composite PARTIAL LOADS Span: 1 b Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 3. = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khaiidi Ali Shop,: Buckeye Arizona (Production] 657 I 705 Area to Paint : 169.37 ft2 Material Sort : Cost 255(274)-255(274)-25-20/11-657(705) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING LJ Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:J&02$...__.._Submittal No.: SDI 5 - Reviewed by: .1N------ ------ Date: .,,.ZiWi9. Revise & Resubmit IZI Approved Action not Required Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: Nicky Pereda WMB (architecture) 110 South Kentucky Ave. Lakeiand, FL 33801 STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:.JB-029 ----- Submittal No.:SDI5 Reviewed by: ....cN------- ----- Dote: ...1iLi 9 11 Revise & Resubmit Approved 0 Action not Required El Reviewed as Noted By Consultant Review Is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129/19 By: Nicky Pewda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 No Sp Side Hole 3 1 Both No 4 1 Both No 1 1 Both No 2 iBoth No *CANAM Mark: MA Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : MA (MS 1, Asymmetrical,, Free ends) aligned on J4 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE ii I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I =1 I I I I I I I I I I I I I I I I I I I 5 1 5 1 .1 1 ri _I 1 I _I 1 I 1 1 I 9 : : : : : ! ! ' ! ' I Ii I I II I II I I I "(I ? 29 4 4 ? ? ? 4 9 9 919 .l .l .1 .I a .i q .i i "a .i .s .1 al 1.0 1.1 1.2 1.3 1.4 1.S 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1201.21 1\ \ A I A A I A 1Ii /\ 1.... i'_L i\_IJ\ i'\il \\ /;7 \°III / l"e \u' I2/r, u ' ft /4° \I /;' \'I i' .LI.. 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 2.10 2.11 .L 0 Not approved, resubmit_-- ----- coØies - - - SSE h reviewed e item o' for genl .1 I cc I complidte with tN1 contract !lbcuments."the N1 'I 1I I CL: 0'-101 EXTL: 0'41" C/C: 'onj6" stc p e 4" correlating all trades, quantities and performing work in a safe and satisfactory manner. --------------------LOADING CONDITIONS SSE Prcject No(:_t 2Q1S 4mBELt&L- F1 2TORED ) TOTAL LOAD..: 146 0R by:.acN LIVE LOAD...: 117.00 lb/ft EXTENSION * 419 I;MR@R M Approved .00 ntQL= 7r Li Action not Required = 0 Reviewed as Noted By Consultant ------ - - - - 117 ' hoe = 5 rorconformance7&I)h the d9l 1aon pt oI!.nY L/ action Ves ted does not modify and Is bt tompe = Li the Contract Documents. The Contractor is responsibIe or Verification of quantities & dimensions. Coordination with - - --er at&tis PiPP5 (F construction In compliance with the Contract Documents. rc 1Lua,1 liJGLd - .EL Ps [ki]OOhO jpsY NickyPereda 0.30 0.00 0 0 .3 1wMB (prchltectWç) 00 0 110 South Kentub 0.8 takeIaed. FL 338&1 0.50 0.00 0.0 21 Mf = -0.018 ft-kip (0.175) 180 = 0.03 TL = L/ 90 = 0.07 9999 = 0.00 TL = L/ -184 = -0.03 00 Mf = -0.001 ft-kip (0.134) 180 = 0.01 TL = L/ 90 = 0.02 9999 = 0.00 TL = L/ -186 = -0.01 om Axis) ----------------- -------------- Start Spc/End Cat. Chord Incl. Cmp ft] [ft] 0-9 1/2 [deg] 1-0" 0'-0" 9 1 90 0 1-0" O'-O" 4 1 0 0 1 -1" 20'-0" 7 1 90 0 '-4" 41'-3 3/4" 7 1 90 0 Tcx-L 0'-6" TL= 146 LL 1= 2.26 in Tcx-R 0,-1 1/2" TL= 146LL= 1= 2.261n No Sp Side Hole Total Load Li [kips] 3 1 Both No 0.30 4 1 Both No -0.31 1 1 Both No 0.81 2 1 Both No 0.50 0.018 ft-kip 0.000 TL=L/ 90= 0.07 -0.001 ft-kip 0.000 TL=L/ 90= 0.02 :id Cat. Chord Incl. Cmp t] 0-9 1/2 [deg] 0" 9 1 90 0 0" 4 1 0 0 0" 7 1 90 0 4" 7 1 90 0 CANAM Mark: J4A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. (lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] (ft] 1 2 19.00 19.00 19.00 19.00 01 11 01 11 1 3 2 1 59.00 5900 59.00 59.00 01 0 41 6 1/4 1 1 3 1 20.00 20.00 20.00 .20.00 01 0 411 4 1 1 4 1 47.00 47.00 47.00 47.00 01 0 411 4 2 2 5 1 19.00 19.00 19.00 19.00 01 0 61 7 1 3 Net uplift uniform load Allowed deflection under live lc Calculated deflection under ser Allowed deflection under total ] Calculated deflection under ser Joist inertia ................... Required camber ................. TOTAL LOAD..: 146.00 lb/ft S TWO TURALc SYSTEMS WER1NG------------ ll. Approved = 0 Appro'e03 gs ircte., ivd, :e,.oa1 lQad.. . = .06 in (LI .S... ncs. .rv.ice.d. the .item on 3 r.nçp44 .compJiaoce. with. the. centract docomeetsiihe Contractor is still responsible for: confirming and P fffñff rDQQrLei. - Reviè 57 --------- 7H .' ---------------------- ----------------------- 60) 96) 40) 40) 117.00 lb/ft ------------ Shoe = c nn Mf = evise&ni LL 0 Approved 0.0 LI Action not Required Consultant F91- iewed asNoteM onoe =ta 5 .00 Mf 77ReviewomavitR'thJdhign Jnet oy. Any 0 . 0 action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: other work. safe & satisfactory performance of the work, and 1oa0@ I Spc/ ( )PS ;ate :07129119 3 J By: Nicky Pereda D 00 u 0' D 00 WMB(arch1.c4iP 0 D 00 iiO South KQntu8cAve. D 00 Lakeiand, FL()Bl) 21 - - - - PARTIAL LOADS (From Axis) ------ Tcx-L 01 -6" Type FL TL = 146 LL, = 117 ntQL = Tcx-R 0'-1 1/2" Type TL = 146 LL = 117 ntQL = No Span Left Right Start Length Chord Cat. [lb/ft2] (lb/ft] [lb/ft2] (lb/ft] [ft] [ft] 1 2 19.00 19.00 19.00 19.00 01 11 01 11 1 3 2 1 59.00 59.00 59.00 59.00 01 0 41 6 1/4 1 1 3 1 20.00 20.00 20.00 20.00 01 0 411 4 1 1 4 1 47.00 47.00 47.00 47.00 01 0 411 4 2 2 5 1 19.00 19.00 19.00 19.00 01 0 61 7 1 3 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 77.00 lb/ft *CANAM Mark: AA Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.38 in (LI 360) Calculated deflection under service live, load.....= 1.25 in (LI 396) Allowed deflection under tot 1 lcj.irl ..urs Iii / 240) Calculated deflection under rvic 3.06 in 240) olrru,IL/r1'1 Lora ICIVIO = = = = == Enc yp "AN ads == = == = == R fJ 4rovea N mO Xpl#AdRafnotP (T UN-FAQ3jD) (FY = 50 Ksi UTN) (Eff. SSE ha& reviewed, the item oniy.fQr general 9/ -2.1. lcajDs Rlqflt geaction compliance with tne contract aocDments. me responsible for: confirming and i cMwr r1nIthtrades, quientitiestwd perfornth work in a safe and satisfactory manner. 3 SE3 oje o.:_i2___2Submitk No.:SD1' -6" do z 45 0.28 2'-5° Reviewed by:-b! ---2J'ate:_104 8" .SU• 51.3.1. 0 RdOe & Resubmit IEI Approved i:i An not Required i:i R s&wed as Noted By Consultant 30 :; U d, d d dc do z 30 066 Review Is for conformance with the desi&n conctcJs Any indicated does not modify a18 is sibject to ompIIance d d lContract Documents. The Conicact? l resRshbe for: d 91flcatian of quantities & dlmensns, êrdirti,,vith d 6.&èr work, safe & satisfactory perrmaBa of tile &k, and d dostruction In compliance with thaCon8itt Dui55sts. d do Datoe :01129119 By: NickyPereda 4 d d do (architecture) z 30 Z 54 W2 ffi South Kentucky Ave. %2eland, FL 33801 Z 34 -14 LI. 3 X .224 z 3 --------------------F Gap......: 1" Left Reaction = No Tension Compres. x = Top chord 1.0 0.00 0.00 1.1 6.53 -13.01 1.2 6.24 -12.48 1.3 11.93 -23.85 1.4 11.93 -23.85 1.5 16.59 -33.15 1.6 16.59 -33.15 1.7 19.90 -39.50 1.8 19.90 -39.50 1.9 21.85 -42.91 1.10 21.85 -42.91 1.11 21.51 -42.44 1.12 21.51 -42.44 1.13 19.01 -38.23 1.14 19.01 -38.23 1.15 15.34 -31.26 1.16 15.34 -31.26 1.17 10.48 -21.51 1.18 10.48 -21.51 1.19 4.91 -10.00 1.20 5.09 -10.33 1.21 0.00 0.00 = 16.45 in) 5.32/ -2.52 kips REQUIRED WELD Weld-Ea .Side Remarks Bottom Chord 2.1 0.00 0.00 LI. 2.5 X .25 z 79 0.28 3'-5" 2.2 17.70 -8.72 do z 81 0.43 3'-8" 2.3 28.46 -14.09 do z 88 0.54 4'-0" 2.4 36.28 -18.07 do z 88 0.61 do 2.5 41.16 -20.70 do z 88 0.64 do 2.6 43.10 -21.97 do z 88 0.64 do 2.7 40.28 -20.07 do z 88 0.64 do 2.8 34.68 -16.98 do 2 88 0.60 do 2.9 26.32 -12.72 do z 88 0.52 4'-0" 2.10 15.20 -7.27 do z 81 0.40 3'-8" 2.11 0.00 0.00 LL 2.5 X .25 z 66 0.24 2'-10 1/4" End Diagonal 3.1 13.75 -6.72 1" SQUARE BAR yyll7 0.68 31 -7" .250 - 1 7/8" 3.2 11.22 -5.34 BR 15/16 yy124 0.87 3'-0 7/8" .223 - 1 1/4 Diagonal Towards End 4.1 7.21 -3.64 U 1 x 1 1/8 x 0.118 z 63 0.73 21 -6" .118 - 4.2 5.58 -2.93 U 1 x 3/4 x 0.091 z 90 0.92 do .091 - 2 1/8" 4.3 3.94 -2.25 do a 90 0.70 do .091 - 1 1/2" Secondary Web Member 1.29 -1.75 0.98 -1.26 0.96 -1.31 0.96 -1.34 0.96 -1.36 0.65 -1.05 *CANAM Mark: MA Project V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 4.4 2.56 -1.59 do z 90 0.50 do do 4.5 2.57 -1.68 do z 90 0.53 do do 4.6 4.16 -2.31 do z 90 0.72 do .091 - 1 1/2° 4.7 5.75 -2.94 U 1 x 3/4 x 0.091 z 90 0.95 do .091 - 2 1/8° 4.8 7.33 -3.57 U 1 ii 1 1/0 t 0118 a 3 0.71 , 2'-6° .118 - 2 1/8° 2'-2 7/8" .118 - 2" 2'-6" .136 - 1 1/2" do .118 - 1 1/2" do .091 - 1 1/2" do do do do do .091 - 1 1/2° do .118 - 1 1/2" 2'-6" .136 - 1 5/8° 2'-2 7/8° .118 - 2" 1'-9 5/8" .091 - 1" do do do do do do do do do do do do do do 11-9 5/8" .091 - 1" Equally Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vi .48.0 Uplift according to elope Fabrication code unless noted -LI. = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = crimped angle CONCENTRATED LOADS (a indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Role: Top chord with Roles at Conc. Loads Definition of the categories (Cat.): 4 = anywhere along the joist 7 at any panel point along the joist for an interval 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Maximum spacing bet @ Top lB Bot POSITION 13' 27' Diagonal Towards Can 5.1 3.66 -7.21 5.2 3.27 -6.24 5.3 2.59 -4.59 5.4 1.91 -3.01 5.5 1.77 -2.56 5.6 1.43 -2.56 5.7 2.00 -3.20 5.8 2.63 -4.79 5.9 3.26 -6.38 5.10 3.50 -7.17 7.1 7.2 7.3 7.4 7.5 7.6 7.7 7.8 7.9 7.10 0.65 -1.02 0.65 -0.9 0.65 -0.94 0.83 -1.12 do z O.L U. Z.3 [J ReviseS Resubmit do Approved 0.22 D 0.21 Action not Required U 1 x 3/4 x 0.OL_ 0.27 Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indic$ed.,,oe5nt modify and is subject to compliance w en tor Is responsible for: Ch9i;1Jtion of quanttis&24en A'or,RBin with 2 Row torn ChcI,rk. safe & satisfactor rornxiie óFtWeiork, a.5 Row construction in compliance with the Contract Documents. 3/i&ge:07129I19 By: wickyPemda Add -3 7/8" WMB larchitecture) 110 South Kentucky Ave. Lakeland, FL 33801 STRUCTURAL SYSTEMS U 1 3/8 z 48 0.90 t1Y4./V U1x ING 58 0.96 ulxll/8x0.l z 630.86 ll x 0.091 Approd 9 s ro 0 Not appved, resubmit----- 0 ctifl VT U 1 x.3 /4 0.091 90 1.00 SSE &eje/p6?n jtn only fr neçg 9 compbo:Dca jNiJy4the ccQafsoct docmts. oTh Cotrc6 is ttVte8ponsbe for: zcoirrin9 and correlating all trades, quantities and performing work i0 rpanr. 0.42 SSE Project N do 1aQ2L.....Submital Reviewed by:N 2Da79ZPl z 51 0.70 Lateral Supports ;) Minimum Deck (3611 ) ;) Minimum Imposed and conc. load 5 or :t Chord 31_Qil 101 -411 20'- 8" 31'-011 381 -411 *CANAM Mark: MA Project: V02980 LEGOLAND NEW RIDE (V02980) 07/23/19 18:09:20 Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (amp): 0 = standard, 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khalidi Ali Shop: Buckeye Arizona (Production] 751 / 801 Area to Paint : 184.57 ft2 Material Sort : Cost 289 (308) -289(308) -25-20/11-751(801) NNNNNN STRUCTURAL SYSTEMS ENGINEERING 1l Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:.J1029 ----- Submittal No.: Sf15 Reviewed by:_N Date:...1i2W1 [] Revise & Resubmit Approved 13 Action not Required ci Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action Indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions,Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: NickyPeteda WMB (architecture) 110 South Kentucky Ave. Lakeiand, FL 33801 CANAM Mark: J5 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J5 (MS 1, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I I I I I I I I I I I I I : . : : : -r i rn N rn rn1 rn II I II I I I III II I I I ST'UC'1JRI4L S}iSTE1,1S III II I I II II I I I I I 9 ;. GIN$E4c'Iivci I - I A . 9 I 11 1.7 N\ppro ppièd 1 1 Apive not 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.16 1.17 1.18 CM NA/A /"7 I ImØfnce tthI ttcontrt dmen' Irhe 1racoristhVresponsib/or: confir and 1dMies on7perfcimYng 2. 2.9 2.1 2.2 2.3 2 Ii rviwèd th itè(j. nly AQr g'çrI /,.. I I I work in a safe and sisfoctpry manner. I I I I I I .1 ml I II Project No. Q29____ibmittaI No.: mi NI 1 III 2 051 NI 1151 01 t1i cli Rèviewed by: _N --Date:_fli1 NI ml 0'-6 3/4' EXTL: - 0'-0 1/4' C/C: 35'4" CR: 0'-5 I. TOTAL LOAD..: 146.00 lb/ft -------------------------------- Tcx-L 0'-1 1/2" Type TL= 146LL= 117ritQL= I = 0.49 in A4 -------------------------------- No Sp Side Hole Total Load Liv [kips] 1 1 Both No 0.30 0 -0 LI Revise & Resubmit Co Approved - - - - - - LOADING T :1IItfOEs ARE Reviewed as Noted By Consultant -"INS 4'6/ll7 LIVE LOAD. Review Is for conformance with the design concept only. Any action Indic a is subject to compliance I he Contract Documents. The Contractor is responsible for: Verification of iluantities & dimensions. Coordination with F (1 other work. 1ctisfItory perf5rftaQLQ of the work. anJ'1 = 96 conm corn 0 -01 Cnl.D. LL - ' - 0.00 Date:07129119 By: NickyPeieda - CONCENTRATED LOADS (From I WMB (architecture) Load Ci in 3S] c0yee. Positi ft ips] [ft n_nfl 117.00 lb/ft ------------------------ -0.001 ft-kip (0.170) L=L/ 90= 0.02 TL = L/ -341 = 0.00 Cat. Chord Incl. Cmp 0-9 1/2 [deg] 9 1 90 0 PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] [ft] 1 1 10.00 10.00 10.00 10.00 01 0 351 8 1 1 2 1 47.00 47.00 47.00 47.00 01 0 351 8 2 2 -----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 96.00 lb/ft Calculated deflection under se Allowed deflection under total Calculated deflection under se Joist inertia .................. Required camber ................ -------------------- FO Gap ...... .1" Left Reaction = 3.5 REQUIRI No Tension Compres. x = tied Top Chord 1.0 0.00 0.00 1.1 3.07 -6.45 1.2 2.95 -6.25 1.3 5.58 -11.81 1.4 5.58 -11.81 1.5 8.33 -17.62 1.6 8.33 -17.62 1.7 9.99 -21.12 1.8 9.99 -21.12 1.9 10.55 -22.31 1.10 10.55 -22.31 1.11 10.02 -21.19 1.12 10.02 -21.19 1.13 8.40 -17.76 1.14 8.40 -17.76 1.15 5.69 -12.03 1.16 5.69 -12.03 1.17 3.08 -6.52 1.18 3.20 -6.72 Bottom Chord 2.1 0.00 0.00 2.2 8.01 -3.80 2.3 14.94 -7.09 2.4 19.59 -9.30 2.5 21.93 -10.40 2.6 21.97 -10.42 2.7 19.70 -9.35 2.8 15.12 -7.18 2.9 8.26 -3.92 2.10 0.00 0.00 CANAM Mark: J5 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.17 in (LI e to1JiJflJ/?4L SYSTEM6in (Li = 182.27 in A4 ENIINEERING0.51 in E l Apryed M E Mq JpR[oWd a2 dubn pies (.Fy = 5.0 Kp:j. U/N) (Eff, der. SSE nas reviewea the item only for genera i c-ampiioncdc the contcRwbsic3ie = Contractor is still responsible for: confirming and MIRIWO all trades, quantities and performing nid-Lend ..Length wo safe anci satisractory manner. SEjoject No.:.J.ap2$ 0 bmitta1 Igo.jgip Reviewed by:_?._ 51 ._.:31 .__Ddte 058 Revise & Resubmit d1 Action not Required z 46 dcD Reviewed as Noted By Conitae4 6 0.72 do de a 4 0.76 do- do Review is for conformanci2wiftip deejr17ncept only. An'do do action indicated does not odifnd iubjeJ:t to compliancBo do the Contract Documents. 1he Wtracbar I jesponsible for do Verification of quantities & dimIgions Ccgination with do other work, safe & satisfaiory perfor,aice of the work, an á0 do construction in compIiancwiu14 te Co9trDocuments. do do- do Date:07129119 z ByiNickyPomda 2' -Of- do z 56 0.4 2 X lj(architecture) z 55 0.3 110 South Kentucky Ave. Lakeland, FL 33801 R 0 do z 77 0.45 2'-10" do z 109 0.59 4'-0" do z 109 0.65 do do z 109 0.70 do do z 109 0.70 do do z 109 0.65 do do z 109 0.59 4'-0" do z 77 0.45 2'-10" LL 2 X .166 2 85 0.26 2'-11 3/4" LL LL 360) 160) 40) 60) = 16.88 in) 3.57/ -1.69 kips REQUIRED WELD Weld-Ea . Side Remarks End Diagonal 3.1 7.28 -3.46 BR 15/16 yy124 0.57 31-0 7/8" .223 - 0 7/8" 3.2 7.51 -3.58 BR 15/16 yy129 0.64 31 -2 1/40 .223 - 0 7/80 Diagonal Towards End 4.1 4.64 -2.18 U 1 x 3/4 x 0.091 z 91 0.76 2'-6° .091 - 1 3/4" 4.2 3.28 -1.51 do 2 91 0.54 do .091 - 1 1/2" 4.3 1.87 -0.84 do z 91 0.31 do do 4.4 1.56 -0.18 do z 91 0.26 do do 4.5 1.56 -0.16 do z 91 0.26 do do 4.6 1.82 -0.82 do z 91 0.30 do do 4.7 3.24 -1.49 do 2 91 0.53 do .091 - 1 1/2" 0-11111 CANAM Mark : J5 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 4.8 4.60 -2.16 U 1 x 3/4 x 0.091 z 91 0.76 2'-6" .091 - 1 3/4° Diagonal Towards Center 5.1 1.67 -3.45 5.2 1.85 -3.82 5.3 1.18 -2.41 5.4 0.51 -1.56 5.5 0.49 -1.56 5.6 1.16 -2.37 5.7 1.83 -3.78 5.8 1.66 -3.42 Secondary Web Member 7.1 0.21 -0.37 7.2 0.19 -0.37 7.3 0.19 -0.40 7.4 0.19 -0.42 7.5 0.19 -0.43 7.6 0.19 -0.42 7.7 0.19 -0.40 7.8 0.19 -0.37 7.9 0.21 -0.38 U 1 x 3/4 x 0.091 z 61 0.81 1'-8 5/8° .091 - U x 1 1/8 x 0.118 z 64 0.72 1 2_6 .118 - U 1 x 3/4 x 0.091 z 91 0.76 do .091 - do z 91 0.49 do U U U .091 - .118 - .091 - 1 1/2" 1 1/2" 1 1/2" do do 1 1/2" 1 1/2" 2'-6' 3/4 x 0.09 tNG1NEE4P#1d' . °9 NGINE4'/tc ° 1'-8 5/8" 11 Approved 0 Aporoved as noted 14 x 3 x 0.091 a 64 0.09 1'-9 5/8" 1 Not approved, reubt_9!......__cops6" do z 52 0.09 do SE has reviewed the Zite oRlPor gener o do a 52 010 cnpliance with the cpntct çIoJments. Giptractor is still respon~bleofmb confirmia, and o&reloting all trades, 1utitisond perfornir' XyM4, Th°o°fe and sotisMctdy°?nanner?'9 5/8" - 3E- Prbetr Nj Sr mittli16nm: - 091 - 1" do do do do do do do 091 - 1" Maximum spacing between rows Lateral Supports @ Top Chord: Deck (36") @ Bottom Chord: Imposed and conc. load 5 or POSITION @ Top C se&Resubmit IEJ Approved 3rd ll'-ll 3/4" -0" 231 -9 3/4" 13 Action not Required 11" i:i Reviewed as Noted By Consultant 17'-10" 2 Review Is for conformance with the d1oncept onit53A2y - 8" action indicated does not modify and is subject to compliance It Contract.Documents. The Contractor is responsible for: Equally Spaced Bridging between Un.iic itows : NO veriricasian or quanritles & aimensions, Coordination with other work, safe & satisfactory performance of the work, and --------------------------cntruEti8n1d& aFcFs8tli ffienicT0oEiR,S. vi. 48.0 Uplift according to slope Date:07129/19 By: NickyPereda Fabrication code unless noted -LX. = 2 angles short legs back to baQ? (arc ur 2 angles wel -BR = Round bar -U = 1 U profile, bkOrd. FL6I'U profiles he ther, -CL = Crimped angle CONCENTRATED LOADS (* indicates thL -the-cone--oad-'s-----------not--dreetAy-om he panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Bole: Top chord with Holes at Conc. Loads Definition of the categories (Cat..): 9 = Bend Check Anywhere along the joist Chord: 1 Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 as Horizontal Composite (cmp): 0 as standard, 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 := Live. 3 = Wind, 5 = Non-Composite Dead. 6 = Non-composite Live Project no.: V02980 Designer: Ziad Ai-Khalidi Ali Shop: Buckeye Arizona [Production] 344 / 372 Area to Paint : 119.25 ft2 Material Sort : Cost CANAM Project: V02980 LEGOLAND NEW RIDE 2020 Mark: J5 (V02980) 07/23/19 18:09:20 135(146)-135(146)-25-18/10-344(372) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:J.a029 ----- Submittal No.:SDj,&_ 11 Reviewed by:-AN i:i Revise & Resubmit IZI Approved i:i Action not Required Reviewed as Noted By Consultant Review Is for conformance with the design concept only. Any action Indicated does not modify and Is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction In compliance with the Contract Documents. Date :07129119 By: Nicky Peinda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 L. 2.1 2.2 0'-6314' EXTL:-0'-01/4° 2.3 I - T 1.6 1•7 E ERR 4/9 1.11 1.12 - IXI ,,pp ove 0 pr e as ited/\ q/'ot a r ve ,'*esu ?i pi hasrevi d the ite /inly for gen compIiQce with the 2cntract documents. The 2.7 ontractor is tiII responsibe for: confirning and orreIating otrades, quaties and pebrming ork in a sci and satisftary manne øMjt' NtPc Rfl I/4' Reviewed by: _QN Date:_7ii1 N I .. .. 3 1.14 1.15 1.16 1.17 1.18 N N 50 N 2.8 I 2.9 I 2.10 .L I I 'flu 051 NI in: N1 N1 CANAM Mark: Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJII-2015 (ASD) (rev 2017) Mark : J5A (MS1, Asymmetrical,, Free ends) aligned on J5 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I I I I I I I I I I I C4 C4 C4: roll I I I I I I I I I G11 b' ...I .....I •_._I ,_..I -I .-'I '.I '-.1 -.1 .-1 .".I 1 1 Cl I''I - - - - .------ T1 o b - 9 9 a C4I 1.0 1.1 1.2 1.3 1.4 \ \ N M5nwSa5 HE-SHO N-VA-biJES-A-RE-UN-FAeTOI ED 11 Revise & Resubmit :1I Approved TOTAL LOAD..: 146.00 lb/It 18KSP 6 LI E LOAD...: 117.00 lb/ft 0 Action not Required ----------------------13 LeWww4jLK0tcdJb CuiussuitaEXTENS ION ---------------------------------------- Tcx-L 0 ,-i 1/2" Mf = -0.001 ft-kip (0.174) = 0.01 TL = L/ 90 = 0.02 TL = 146 LL = 117 nt L = the Contra'ctbocumenc action Ind 3;=e s. e ...ohtraccor is responv LC C ibte for I = 0.58 jflA4 Verification ofquantitiec = 0.00 TL = L/ -186 = -0.01 other work, safe & satisfactory performance of the work, and ----------------------c.0 RAtEDeLOADRcu,sOm Axi ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - No Sp Side Hole Total Load Lê07e09 t e ftkyPOd8 ...s/Start Spc/End Cat. Chord Incl. Cmp (kips) tIC6r'Sdou i) [kips] (ft] 0-9 1/2 [deg] 3 1 Both No 0 .30 hB1 hitecture) 4 1 Both No Oil ilsFL338O1 0 ,-a" 9 1 90 0 entuckyAve 0'-O" 4 1 0 0 1 1 Both No 0.50 0.00 0.50 - 15'-O" 7 1 90 0 2 1 Both No 0.81 0.00 0.81 30&3..'-7 3/41 7 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [ib/ft2] [lb/ft] (lb/ft2] [lb/ft] (ft] (ft] 1 1 12.00 12.00 12.00 12.00 01 0 35'8 1 1 2 1 47.00 47.00 47.00 47.00 01 0 35'8 2 2 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 77.00 lb/ft *CANAM Mark: J5A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load............. ... = 1.17 in (LI 360) Calculated deflection under service live load.....= 1.06 in (Li 398) Allowed deflection under total load...............= 1.76 in (LI 240) Calculated deflection under service total load = 1.76 in (LI 240) Joist inertia .....................................= 211.06 jA4 Required camber .......... ' On ====&TCT4L°3YS7M EI 1?IDITIONS - - - - THE SHOWN VAIIUES ARE UN-FA OR ll Approved U Approvea as note f l8KSPi46/117 . LIV Not opprovea, resuomit--------copies , EXTENSION --------- SSE has reviewed the item only for general can[ath the coriie documeisohe Qentroctor istill ofifirriTh and correlating all trades, quantities and performing olj j a 4can6m Axis = = = = = = = = == = = = = = = = == = = == TOTAL LOAD..: 146.00 ----------------------- Tcx-L 0,-3. 1/2" TL= 146LL= 117 = = = = = = = == = = == == = == = == = = = = == = = = LOAD...: 117.00 lb/ft Mf = -0.001 ft-kip 0.000 0.01TL=L/ 90= 0.02 ---------------------- Net uplift uniform ba ----------------------- Allowed deflection und Calculated deflection - 06in(L/ No Sp Side Hole Total ---------------------- No Span Le [lb/f t2] 1 1 12.00 2 1 47.00 3 1 Both No 4 lBoth No 1 1 Both No 2 1 Both No 0.3 -0.3 0. 0. OUU ,J.b(j 31 Revise RuQmit D.Appb0ve ' - - axis EJ Reviewed as Noted By Consultant ft zdght [ b/f t" for conjomn,sdt?e desIrlcy5eenjy. Any alon Indicated dbes n odi,nd is suiecl.jconynce 12 0ti'e Contract 0ocumend uIse ontractor is responfibie or: 47 °rification of quantitie ,Jions. Coordg2idnQ,Pi. other work, safe & satisfactory performance of the work, and mtn n1n'casplisncew1tf theCoUecI&ETentL------ Date :07129119 By.. NCky Ps do - WMB (architecture) - - - DEFLE 110 South Kentucky Ave. 1 Lakeland, FL 33801 r live load.............. d j I pc/End ReviewBCN [kips] Date l/9 I [ft] QO, - I I OF-011 Cat. Chord Incl. Cmp 0-9 1/2 [deg] 9 1 90 0 4 1 0 0 7 1 90 0 7 1 90 0 Start Length Chord Cat. [ft] [ft] 010 3518 1 1 010 3518 2 2 360) 398) 240) 240) J 0,-a,, 15'-011 35'-7 3/4" 17 in (LI Allowed deflection under total load...............= 1.76 in (LI Calculated deflection under service total load.... = 1.76 in (LI End of multiple loads *CANAM Mark: J5A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 -------------------- FORCES IN MEMBERS [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 16.86 in) Left Reaction = 4.25/ -1.99 kips Right Reaction = 4.63/ -2.38 kips REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Top Chord 1.0 0.00 0.00 LL 2 X .203 1.1 3.96 -8.01 do 1.2 3.81 -7.76 do 1.3 6.98 -14.44 do 1.4 6.98 -14.44 do 1.5 10.37 -21.50 do 1.6 10.37 -21.50 do 1.7 12.56 -25.90 do 1.8 12.56 -25.90 do 1.9 13.20 -27.28 do 1.10 13.20 -27.28 do 1.11 12.51 -25.89 do 1.12 12.51 -25.89 do 1.13 10.95 -22.17 do 1.14 10.95 -22.17 do 1.15 8.52 -16.11 do 1.16 8.52 -16.11 do 1.17 4.70 -8.82 do 1.18 4.88 -9.11 LL 2 X .203 Bottom Chord 2.1 0.00 0.00 LL 2 X .186 2.2 9.55 -4.51 do 2.3 17.90 -8.50 do 2.4 23.63 -11.29 do 2.5 26.70 -12.88 do 2.6 26.48 -12.63 do 2.7 23.92 -11.51 do 2.8 19.03 -9.51 do 2.9 10.81 -5.61 do 2.10 0.00 0.00 LL 2 X .186 End Diagonal 3.1 8.66 -4.09 BR 15/16 3.2 9.81 -5.09 BR 15/16 z 4 0.17 0'-1 1/2" z 52 0.30 1'-10 1/4" z 56 0.41 1-10" StR'C1?AL dia- SYSTEMS tOwEER/QG IXI Aprod 0 /roved as noted 46 0.74 9 0 Nof o0orofeC7,4 resubmit o-copies z 46 0.70 do SSE hag reewgd7 he item Sly for general 44 complio2ce4VitF *W contracçiocuments. The Contractor is slJ5Besponsibldor: confirming and correlating kl toës, quantiesoOnd performing work in ZO WOW sotisfaf6r ° nanner. z 55 0.34 1'-11 3/4" SSE Project No.:.J.fl-029___...Submittal No.:SDI5_- Reviewed b_QN--°_2LVbte:_7i2Lia z R 0.47 Z.LiU U.bi ZIIU U.b DO Revise &Besi0t 0.77 0 Approved z 1 10 Action not Required 0.75 z 110 0.69 0 Reviewecas 1tgd Bwfoyltant 4 • a 78 05D 2"-ro" Review is forofort8anwith the Any action indicate does not modify andi subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other wu214 & siuiE&ory perforr(scof tId(k. and . 22: constru126om0lai8with the C4&aD4q(idhto. .223 Diagonal Towards End 4.1 5.65 -2.71 4.2 4.17 -2.07 4.3 2.65 -1.44 4.4 2.02 -0.53 4.5 2.02 -0.54 4.6 2.23 -1.05 4.7 3.65 -1.58 4.8 6.21 -3.30 Date :07129119 By: Nicky Pereda U 1 x 0.091 a 66 0.75 2 0 2 1/8" U 1 x 3/4 x 0. 0C 1 WMB (architecture) 110 SAM Keucky9e69 d do Lakeian. Fl. B01°46 d1 I 1 1/2" do a 91 0.33 do 10 do a u.i.t ao .10 do a 91 0.37 do do U 1 x 3/4 x 0.091 a 91 0.60 do .091 - 1 1/2" U 1 x 0.091 z 66 0.87 2'-6° .090 - 2 3/8" Diagonal Towards Center 5.1 2.02 -4.16 U 1 x 0.091 z 44 0.83 1'-8 5/8" .090 - 1 5/8" 5.2 2.39 -4.77 U 1 x 1 1/8 x 0.118 z 64 0.90 21 -6" .118 - 1 1/2" 5.3 1.76 -3.25 U 1 x 0.091 z 66 0.85 do .090 - 1 1/2" 5.4 1.12 -2.02 U 1 x 3/4 x 0.091 z 91 0.64 do .091 - 1 1/2" 5.5 0.78 -2.02 U 1 x 3/4 x 0.091 z 91 0.64 do .091 - 1 1/2" 5.6 1.31 -2.78 U 1 x 0.091 z 66 0.73 do .090 - 1 1/2" *CANAM Mark: J5A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) (kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Na. Side Remarks 5.7 1.85 -4.20 U 1 x 1 1/8 x 0.118 z 64 0.79 21 -61- 118 - 1 1/2" 5.8 2.43 -4.56 U 1 x 0.091 z 44 0.91 1'-8 5/8" 090 - 1 3/4" Secondary Web Member 7.1 0.78 -1.00 7.2 0.65 -0.89 7.3 0.65 -0.93 7.4 0.65 -0.95 7.5 0.15 -0.46 7.6 0.15 -0.45 7.7 0.15 -0.43 7.8 0.96 -1.21 7.9 1.17 -1.40 Maximum spacing between @Top ® Bottom POSITION 11'-11 3/4" 23'-9 3/4" 1 x STRUCTURAL:S(SJfrfS 1;: do ENGINEER 2 100.21 do lioApproved El #proved as notedo do z 52 0.10 do DklJot approved, do z 52 0.27 lSE3k9c geiized the item swnlyofos general' -9 Si compliance with the contract documents. The frEfoi i slifl t1'r1Mi f& o7iTiFrn &id off rpjl trades, quantities and performing work ' afE/gd isfacthrr.Mjnjmutr 241 -8 3/8" ==> 5 Row(s) Miriimuni SSE Project No.:_1029_......__Submittal No.: SDI5 - çiod ® Bottom Chord i<eviewed by:....N Add__Uate:.3j2Wi .091 - 1" do do do do do do do .09]. - 1" Lateral Supports Deck (36") Imposed and conc. load 5 or 17'-10" ')' -9" []Revise & Resubmit ApPIOVBd - 8" 11 Action not Required Equally Spaced Bridging betw e iAt Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs -U = 1 U profile, - - - 99v1559 19 mrd m3nrtIrtlneuigtdnc9t 1WtWW - - - - action Indicated does not modify and Is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with to constriction in comoiiance withhe Contract Documents. - - - ------------------------------ v1.48.0 -BR = Round bar other, -CL = Crimped angle Data :07129119 By: Nicky Pereda CONCENTRATED LOADS (* indicates t1tat the comb. JLoad is oi the panel point.) Span: 1 = Main Joist, 2 = Left Exte s ion ,WMB(architectur3 = Right Ext Amomw Side: Both Sides, Near Side, Far Si e 110SouthKentuckyflle: Top Cho a Conc. Loads Definition of the categories (Cat.) Lakeland, FL 33801 4 = anywhere along the joist 7 = at any panel point along the joist for an interval 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (mci.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top. 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khalidi Ali Shop: Buckeye Arizona (Production] 394 / 425 Area to Paint : 120.49 ft2 Material Sort : Cost 154(166)-154(166)-25-18/10-394(425) NNN,NNN CANAM Mark: J6 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J6 (MS1, Asymmetrical,, Free ends) aligned on J5 ATF- 2.1 2.2 2.3 2.4 0'-5 1/4' EXTL: - 0'-0 1/4' C/C: 35'-8" CR: 0'-6 3/40 EXI ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE - - ' ' ' ' ' ' C4 C4 C4 R -I 'I II I 0 II 0(1 o I - '7 11 16 1.17 1.18 1.19 so 2.10 L 2.9 (MI - S Mud 7 X IPASSTE1JS 1. 8 1.9 I.I1rNc9/i\/C _. 1.14 1.15 I\ lr('ved th rpilt A - opie nVeneral SSE h eview item only mplia1ce wih the ontroati docuçnents.21he I Contra 'or is still rponsible forponfirming ç1 correlchg all trade quantities jid performin work ia safe andotisfactory inner. - - hM$ttnl WoSni5 Reviewed by: _cN------- ----- Dote: -0Wfl5IJ THE SHOWN VALUES ARE UN-FACTORED TOTAL LOAD..: 146.00 lb/ft 1E K4LLu'1mit 0 Approved ------------------------------------0 11 Reviewed as Noted By Consultant 17.00 lb/ft -u.()i ft-kip (0.177) ft=:/ 90= 0.02 TL = / -341 = 0.00 Chord Incl. Cmp 1 0 9 1/2 [deg] 91 1 ° - --------------------- Tcx-R 0,-1 1/2" Type F[S] TL = 146 LL = 117 ntQL = 96 I = 0.49 inA4 No Sp Side Hole Total Load Live load [kips] [kips] 1 1 Both No 0.30 0.00 t6ntrtDocUmd1ft. Tifetdl,t?actir is respon'ibI Verification of quantities & dimensions. Coordination will construction in compliance with the Contract Documents. [?7r291b9 Nicky Panda .2198 (architecture) 01-011 -. 110 South Kentuck Ave. L 3 om y Axis) No Span Left 'RihL S tax L 1ngth Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] [ft] 1 1 10.00 10.00 10.00 10.00 010 3518 1 1 2 1 47.00 47.00 47.00 47.00 01 0 351 8 2 2 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 96.00 lb/ft CANAM Mark: J6 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.17 in (LI 360) Calculated deflection under service live load.....= 1.17 in (LI 360) Allowed deflection under total load...............= 1.76 in (LI 240) Calculated deflection under service total load = 1.62 in (LI 260) Joist inertia .....................................= 182.27 inA4 Required camber ...................................= 0.51 in --------------------- FORCES IN MEMBERS [kips] II(8TRUT6A!/9YSTEMS Eff. 3.5% -1.69 INGINEEIWA*S'c Reaction = REQUIREI MILEALDved 0 Approved as noted x = tied it m th Slend. Uti1. Length H-V approved, resubmit-------copies Gap......: 1" Left Reaction = No Tension Compres. = 16.88 in) 3.59/ -1.70 kips REQUIRED WELD Weld-Ea . Side Remarks Top Chord 1.1 3.07 -6.45 1 2SE.bId reviewed the item ønJ for 9ener&1/4" 1.2 2.95 -6.25 dsompliance with the zcooc4 . cumenth'' The" 1.3 5.58 11.81 deontractor is still repoib11r: confirni'n"and 1.4 1.5 5.58 8.33 -11.81 -17.62 do z46 O..58 .do orrelating all trade qntpq and per1ming 1.6 8.33 -17.62 aork in a safe and satWaq~qgp manner. do 1.7 1.8 9.99 -21.12 do z 46 0.72 do E Project No.:S15.._ 9.99 -21.12 1.9 10.55 -22.31 . z 46 0.76 ..da d evIewed 1.10 10.55 by: BCN 1.11 -22.31 10.02 -21.19 1.12 10.02 -21.19 do z 46 0.73 do 1.13 8.40 -17.76 do z 46 0L67 do 1.14 8.40 -17.76 DJtevise & Resubmit 0.Approved do 1.15 5.69 12.03 Action not Required Z do 1.16 5.69 -12.03 z 4b (1.44 2'-0 1.17 3.08 -6.52 Reviewed as Noted By Consultant z 56 0.43 1'-10 1.18 3.20 -6.72 do Review is for conformance wig theslgn WeSt only. Ar?p' -11 3 4ft 1.19 0.00 0.00 L 2 Yactial6hicated does not mody and *subcl1tcomplianc' -1 1 2" the Contract Documents. The Contractor is responsible for: Bottom Chord Verification of quantities & dimensions. Coordination with 2.1 0.00 0.00 L 2 -10 1 4" 2 .2 8.01 -3.80 do construction in compliance wit? thontra,tDuments. 2'-10 2.3 14.94 -7.09 dc 071219 ,: NickyPereda 4'-0 2.4 19.59 -9.30 do z iu u 2.5 21.93 -10.40 do WMB(archltecture) Z 109 0 2.6 21.97 10.42 do liO South Kentucky Ave. Z 109 0 0 2.7 19.70 -9.35 do Lakeland. Fl. 33801 z 109 0 2.8 15.12 -7.18 do 2 109 0.59 4'-O 2.9 8.26 -3.92 do 2 77 0.45 2'-10' 2.10 0.00 0.00 LL 2 X .166 z 85 0.26 2'-11 3/40 End Diagonal 3.1 7.28 -3.46 BR 15/16 yy124 0.57 3'-0 7/81' .223 - 0 7/80 3.2 7.51 -3.58 BR 15/16 yy129 0.64 .3'-2 1/4" .223 - 0 7/8° Diagonal Towards End 4.1 4.64 -2.18 U 1 x 3/4 x 0.091 z 91 0.76 2'-6" .091 - 1 3/4" 4.2 3.28 -1.51 do z 91 0.54 do .091 - 1 1/2" 4.3 1.87 -0.84 do z 91 0.31 do do 4.4 1.56 -0.18 do z 91 0.26 do do 4.5 1.56 -0.16 do z 91 0.26 do do 4.6 1.82 -0.82 do z 91 0.30 do do 4.1 3.24 -1.49 do z 91 0.53 do .091 - 1 1/2" *CANAM Mark: J6 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 4.8 4.60 -2.16 U 1 x 3/4 x 0.091 z 91 0.76 2'-6° 091 - 1 3/4° Diagonal Towards Center 5.1 1.67 -3.45 5.2 1.85 -3.82 5.3 1.18 -2.41 5.4 0.51 -1.56 5.5 0.49 -1.56 5.6 1.16 -2.37 5.7 1.83 -3.78 5.8 1.66 -3.42 Secondary Web Member 7.1 0.21 -0.37 7.2 0.19 -0.37 7.3 0.19 -0.40 7.4 0.19 -0.42 7.5 0.19 -0.43 7.6 0.19 -0.42 7.7 0.19 -0.40 7.8 0.19 -0.37 7.9 0.21 -0.38 U 1 x 3/4 x 0.091 z 61 0.81 1'-8 5/8° U 1 x 1 1/8 x 0.118 z 64 0.72 2'-6" :sTRucTuRA VS(EJt'iS : 1 x 3/4 x 0.0, IA! Mifr 7 do 1 1/8 x oL liv IM4VIJ.71 2'-6 1 x/prBvl 1J 6AppFbN8 as nàeP " 0 Not approved, resubmit--------copies 1 x 3/4 x 0.091 z 64 0.09 l'-9 5/ SSohas reviewed the itm5 nlfift general 16" do z 52 0.09 do corliance with the coitraç d9cW1ents. Th 0 Coçactor is still respoesible f%r;160nfirmin9d61nd coriolating all trades, qsanieso csHi performMg worJe in a safe :and satfaor}P.rnner. do do z 52 0.08 No.:SEi595/ 091 - 1 1/2" 118 - 1 1/2' 091 - 1 1/2" do do 091 - 1 1/2" 118 - 1 1/2" 091 - 1 1/2" .091 - 1" do do do do do do do .091 - 1" Equally Spaced Bridging be Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs -U = 1 U profile. 0 Re Rbm/8" IEI Approved iflitT not Required - - ord 0 Reviewed as Noted By. Consultant Add V -10 1/2 Review is for conformance with the design con c1p,miI.ny1, 2" action Indicated does not modify and is subject psp1i7ce112 the Contract Documents. The Contra riesposjpip or 1/2" 11 Verification of quantities & dimension 4b1dinatt'o*with other work, safe & satisfactory performance of the work, and 1fl ULãr&tjonRQM$iante JIQhe Contract Documents. &L Nichy Pereda WMB (architecture) 2 angles wei4 110 South Kentucky Ave. Lakeland, FL 33801 to back, -BL Lateral Supports Deck (36") Imposed and conc. load 5 or ----------------------------- vi. 48.0 -BR = Round bar 3ther, -CL = Crimped angle Maximum spacing between rows @ Top Chord: @ Bottom Chord: POSITION 11'-10 1/4" 23'-a 1/4" CONCENTRATED LOADS (a indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top chord with Holes at Conc. Loads Definition of the categories (Cat.): 9 = Bend Check Anywhere along the Joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite Wimp): 0 = standard, ]. = non-composite PARTIAL LOADS Spans 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 Wind, S = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khalidi Ali Shop: Buckeye Arizona (Production] 344 / 372 Area to Paint : 119.25 ft2 Material Sort : Cost 0-48 CANAM Mark : J6 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 135(146)-135(146)-25-18/10-344(372) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING lZI Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:18-029 ----- Submittal No.: Sf1 - 11 Reviewed by:N [J Revise & Resubmit Approved 13 Action not Required Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contrct Documents. Date :07129119 By: Nicky Pereda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 CANAM Mark: J6A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJT-2015 (ASD) (rev 2017) Mark : J6A (MS 1, Asymmetrical,, Free ends) aligned on J5 ALL RU IINGS I I I 51 I _I rl ' I I l I I I I Nc1E*IN4 I I I _I ml I I I I I ?: o: ti4pproçJ ' Appyed note : "I -I I °' ': "I I ,, . • -I : m I I I I I II 0 Not opkoved, resubnt_______opies I I II II 9 I I I SE hsreviw;d tejteni Vly foigeierI I I I I II II m - - 9 cmpIane itth cnträcPdourfenth. he 1 9 9 - gp I.! 1.2 1.3 1.4 1.5 ul CarvtractcI8 is sth*responsibls.dor: amfirming andl.i i.is 1.16 Ill 1.18 1.19 - quoNities d pormin'oR A I' A\\ / \ 'orih6 fcorrQ!tin , %trad a J sat fo ory I o. r- SSErbie. iionr.\ I t j29 sumiLtaVN.:so .LX. 2.1 2.2 2.3 1 ' 1 a.6 3.7 I f 2.8 2.9 2.10 .L 01 CI ol CI CI CI & 91 I 50 0 Rç4e& Resubmit Action not Required 001 . 501 Approved 501 I .1 .1 0'-5 1/4° EXTL: - 0'.4 1/4" C/C: 35'-8" CR: 0146 EXTR: - 0'-0 I/4' ESL: - u-u ii'e t1t - u-s 3/4" Review Is for conformance with the design Concept only. Any -----actIonlnf 4qtndj coine T 11200 other work, safe & satisfactory performance of the work, and TOTAL LOAD..: 146.00 lb/ft conar&So4il/nJevilh the Contract DocumekVE LO 1...: 117.00 lb/ft --------------------------------- ---- P.t&.97l29i19 :TENT !Y Pireda Tcx-R TL = 0'-1 146 1/2" Type LL = 117 ntQL = MB = 5. _________f = LI 1,0 . TL -0.001 ft-kip = L/ 90 = (0.202) 0.02 I = 0.52 in 4 Ca1.D. LL = L/ - 0.10 TL = L/ -210 = -0.01 ----------------------------CONCENTRATED LOADS (From Axis) ------------------------------- No Sp Side Hole Total Load Live load Net uplift Pos/Start Spc/End Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 3 1 Both No 0.30 0.00 0.00 01 -0" 01 -0" 9 1 90 0 4 1 Both No 0.31 0.00 0.00 0'-011 0'-0" 4 1 0 0 1 1 Both No 0.31 0.00 0.31 0'-1" 51 -0" 7 1 90 0 2 1 Both No 0.50 0.00 0.50 201 -8" 35_7 3/4" 7 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [lb/ft2] (lb/ft) [lb/ft2] (lb/ft] [ft] (ft] 1 1 10.00 10.00 10.00 10.00 01 0 351 8 1 1 2 1 47.00 47.00 47.00 47.00 01 0 351 8 2 2 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 77.00 lb/ft No Tension Compres. Top Chord 1.1 3.78 -7.77 1.2 3.66 -7.54 1.3 6.71 -14.04 1.4 6.71 -14.04 1.5 9.41 -20.35 1.6 9.41 -20.35 1.7 11.23 -24.34 1.8 11.23 -24.34 1.9 12.18 -26.03 1.10 12.18 -26.03 1.11 11.81 -24.97 1.12 11.81 -24.97 1.13 9.89 -20.92 1.14 9.89 -20.92 1.15 6.77 -14.24 1.16 6.77 -14.24 1.17 3.79 -7.85 1.18 394 -8.10 1.19 0.00 0.00 Bottom chord 2.1 0.00 0.00 2.2 9.27 -4.31 2.3 17.09 -7.84 2.4 22.23 -10.10 2.5 25.07 -11.48 2.6 25.60 -11.99 2.7 22.87 -10.67 2.8 17.51 -8.15 2.9 9.55 -4.43 2.10 0.00 0.00 End Diagonal 3.1 8.39 -3.90 3.2 8.69 -4.04 CAlVAIVI Mark: J6A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 -------------------- FORCES IN MEMBERS (kips) (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 16.87 in) Left Reaction = 4.1bi/ - 4.14/ -1.91 kips x tiee t Length lJ Approved 0 Approved as noted 2 17.6 approved, Z 51. 0.33 1'-10 1/4" d.n NOt has reviewed the: itr iIfor gener ° aempliance with the 8oncto &uments. de ntractor is still reson4bIe0f: confirmft and 8rrelcting all trades,2 u4 titeand perfoiing 9rk in a safe and tiict42manner. do 46 d Project No.:.i.8-02 _Sibttal No.: SI5 viewed by: _N_4 46 0_.4.Date:_?4I.i REQUIRED WELD Weld-Ea. Side Remarks do z 46 0.63 do %evise & Resubmit 0 Approved 11-10 0 z Actionfo/tequired Reviewed as Noted By Consultant - -113 .. L 2 ev!eor conformance witIthe ign cdncgjF only. Ann, -10 1 action indicated does not modi' an4b,subJoctdomPiiance do 2' -10 the Contract Documents. The Contractor is rsoonsibie for: do & dinTnèo9s. Co,diaon 4' -0 Verification of quantities with do other work, safe & satisfactorye,0,ancP01 % work, and do do construction in compliance wits the MtraCk OZaments. do dc90te0719 BE. NiY Parecla 1., do do z109 0 do WMB (architecture) Z 77 oB..10 [.1. 2 ]tO S:ft Kentucky Ave. Lakiand,FL33801 z 85 0 BR 15/16 yy124 0.64 3'-0 7/8" .223 - 0 7/8" BR 15/16 yy129 0.72 3'-2 1/4" .223 - 1" 4', 2" 41- 4-1 Diagonal Towards End 4.1 5.48 -2.59 U 1 x 3/4 x 0.091 z 91 0.90 2'-6" .091 - 2" 4.2 3.67 -1.60 do z 91 0.60 do .091 - 1 1/2" 4.3 2.25 -1.06 do z 91 0.37 do do 4.4 1.80 -0.53 do z 91 0.30 do do 4.5 1.80 -0.41 do z 91 0.30 do do 4.6 2.44 -1.28 do z 91 0.40 do do 4.7 3.95 -1.91 do z 91 0.65 do .091 - 1 1/2" 4.8 5.41 -2.55 U 1 x 3/4 x 0.091 z 91 0.8 2'-6" .091 - 2" Diagonal Towards Center 5.1 1.92 -4.04 U 1 x 3/4 x 0.091 z 61 0.95 1'-8 5/8' .091 - 1 1/2" 5.2 1.87 -4.21 U 1 x 1 1/8 x 0.118 z 64 0.79 21 -6° .118 - 1 1/2° 5.3 1.33 -2.80 U 1 x 3/4 x 0.091 z 91 0.88 do .091 - 1 1/2" 5.4 0.80 -1.80 do z 91 0.57 do do 5.5 0.96 -1.80 do z 91 0.57 do do 5.6 1.59 -3.03 U 1 x 3/4 x 0.091 z 91 0.96 do .091 - 1 1/2° *CANAM Mark: J6A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MTERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 5.7 2.23 -4.54 U 1 x 1 1/8 x 0.118 2 64 0.85 2'-6" .118 - 1 1/2" 5.8 1.91 -4.00 U 1 x 3/4 x 0.091 z 61 0.94 11-8 5/80 .091 - 1 1/2" Secondary Web Member 7.1 0.55 -0.76 U 1 x 3/4 x 0.091 z 64 0.18 1-9 5/8" .091 - 1" 7.2 0.46 -0.69 do z 52 0.15 1'-6" do 7.3 0.15 -0.42 do z 52 0.09 do do 7.4 0.15 -0.44 do z 52 0.10 do do 7.5 0.15 -0.45 do z 52 0.10 do do 7.6 0.65 -0.94 do z 52 0.21 do do 7.7 0.65 -0.92 do z 52 0.20 do do 7.8 0.65 -0.89 do z 52 0.20 11 -6" do 7.9 0.79 -1.00 U 1 x 3/4 x 0.091 z 4 0.24 1'-9 c;/R" 091 - 1" --------------- Lipports I' ) and conc. load 5 or Maximum spacing between rows of bridgin @ Top Chord: 151 -1 @ Bottom Chord: 241 -5 POSITION @ Top Chord 11'-10 1/4" 23'-8 1/4" Equally Spaced Bridging between Uplift Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -U = 1 U profile, - - ---- ENGINEERING Lateral /2" ==> 2 :k IN Minimum Deck ( /8'l1=Aprov0 Row (s) kptjied OS 0 Not ------ copies Add 2'-10 1/2" SSE has reviewed 8the9itr2only for general compliance with ]Uë -nrt" documents. The Contractor is for: confirming and correlating i tro, qtott and performing iok a safe and satisfactory manner. -SSE. 2a4ect &.J 029 SubmiithLblo..SDi& - Reviewed by:_N Date:_Zi2i1 -------------- v1.48.0 -EL = 2 angles welded in box, -BR = Round bar Crimped Is CONCENTRATED LOADS (* indicates that the conc. Span: 1 = Main Joist, 2 = Left Extension, Side: Both Sides, Near Side, Far Side Definition of the categories (Cat.): 4 = anywhere along the joist 7 = at any panel point along the joist for 9 = Band Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (mci.): 90 = Vertical., 0 = Horisont PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2= Live, 3 = Revise & Resubmit ApIOVed is not dire 51 po it.) Action 04t Reautred xigat Extension Lew%p N6 080IJt Roles at Conc. Loads Review is for conformance with the design concept only. Any action I dicated does not modify and is subject to compliance inta,,fract Documents. The Contractor Is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work. and CQQ54ets clPc& w8h ffie GAMAONdmen1s. = fl0n Date :07129119 By: Nicky Pewda 3 = Right Extension WMB (architecture) 210 South Kentucky Ave. _La NO to Dead, 6 = e aposite .ve Project no.: V02980 Designer: Ziad 353 / 381 Area to Paint : 119.25 ft2 Material Sort : Cost 138(149)-138(149)-25-18/10-353(381) NNN,NNN *CANAM Mark: J7 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J7 (MS 1, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I RUdtURASYSMS) ENØ/NERING - 0 Aproved J Approved as doted - 9 9 I 9 N N I N N 9 I 9 I 9 I 9 I D' Not *rovéd, sub'mit ------cdpie 9 1.0 1.1 1.2 1.3 1.4 1.5 1. 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 SE ha jeviewp the it only/cr gene 'W c'mpIio e wi h tPç con (act 6cu?kents. / 4 The corre~tihq 11 trades, p rf r ing - A 2.1 2.2 2.3 2 SE Projqct No.:_ 29_4__Submol No.: 2.7 2.8 Reviewd by:L ------Dote:.2I2i1 CL: 0'-0" EXTL: 0'4I" C/C: 27'-7314° CR: 0'-5 1/4" EXTR: - 0'.0 1/4° ESL: 0'-5° ESR: - 0'-0 1/40 Revise & Resubmit IEI Approved Action not Reauired i ING CONDITIONS -------------------------------- THE SHO TOTAL LOAD..: 87.00 lb/ft 18 SP8z for :::i s :::: 00 lb/ft the Contract Documents. The Contractor is responsible for: $Ptitmr&dimIn1i6h Cd5rThiikftdR PiTh other work, safe & satisfactory performance of the work, and Tcx- L 01-611 Type F (S] hoe camstruction5içdiance with the cNtacocumentO . 011 f -kip (0.201) TL = -------------------------------------R 87 LL = 70 ntQL = 57 eg.u. - ' .Lu i.i j•j = L 90 = 0.07 I = 0.14 jA4 CalD.af5YhI2Oo / 9NickyPemda . 00 TL = / -438 = -0.01 ----------------------------- CONCEI TFICS ;Fom Axis) No Sp Side Hole Total Load Live load Net Opacingatj Lakeiand, FL 33801 uplift Position Chord Incl. Cmp [kips] [kips] tip] [ft] [ft] u- 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 01 -0" 0'-0" 9 1 90 0 -------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] [ft] 1 1 10.00 10.00 10.00 10.00 01 0 27'7 3/4 1 2 1 27.30 27,30 27.30 27.30 01 0 27'7 3/4 2 2 -----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 57.00 lb/ft Gap ....... 1" Left Reaction = 1.7 No Tension Compres. Top Chord 1.0 0.00 0.00 1.1 1.46 -3.16 1.2 1.38 -3.03 1.3 2.55 -5.56 1.4 2.55 -5.56 1.5 3.50 -7.64 1.6 3.50 -7.64 1.7 3.82 -8.34 1.8 3.82 -8.34 1.9 3.50 -7.64 1.10 3.50 -7.64 1.11 2.55 -5.56 1.12 2.55 -5.56 1.13 1.38 -3.03 1.14 1.46 -3.16 Bottom Chord 2.1 0.00 0.00 2.2 3.97 -1.83 2.3 6.73 -3.11 2.4 8.12 -3.74 2.5 8.12 -3.74 2.6 6.73 -3.11 2.7 3.97 -1.83 2.8 0.00 0.00 End Diagonal 3.1 3.54 -1.64 3.2 3.54 -1.64 x = tied CANAM Mark: J7 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 ---------------------------------------DEFLECTION ----------------------------------------- 0.92 in (LI 360) 0.55 in (LI 606) 1.39 in (LI 240) 0.80 in (LI 416) 93.17 inA4 0.35 in Allowed deflection under live load................= Calculated deflection under service live load.....= Allowed deflection under total load...............= Calculated deflection under service total load.... = Joist inertia.....................................= Required camber...................................= -------------------- FO HE SF8WRUMR4J SMED (Fy = ?Jftt'EING (Eff. d -o 82 kips Riqht Reactio = ll Approved 0 Approved as note ME ep provedengt, ------ ngh SSE has reviewed the item only for general .crpIioe with the zcorAracti . documents. oTh" ntractor is still reposibl . : confirrinq° ind 4.rreloting all tradesz, q8ntiPie 5 and pêr6'ri44" do i z 6], 0.56 21-011 ork n a safe and satsjacori6 manner. do 72 E Project No.:1a_. üittal No.:$i.&_ L... ,-i.i z 61 0.77 n.... do z 61 0.72 do Revise S Resubmit i fl cr Approved do I -0 I 2' ' 1:11 Action not Required Z -0 111 J R,ievP2 Noted ByConsuitnt 74 a.56 2' _0] Review is for conformance with the design concept only. Any 1.5 &tia,18&cated does not modltylMs suqoc2a compliance 3' -0- do the Contract Documents. TheCotorO rd8onsibie for 3 -0 1 do Verification of quantities & d1iei45s, Ce.pdtion with 4' -01 do other work, safe & satisfactory py4pynan1p.obVe work, and do do construction in compliance wh tJontr6ct Yecuments. do do Date :07129119 y: Ndcy Perada 4' -0' do z 11 a. ' 1 1.5 Meitecture) Z 114 0. 110 South Kentucky Ave. Lakeland, FL 33801 BR 15/16 yy130 0.30 31 -2 i BR 15/16 vv130 0.30 3'-2 11 = 17.17 in) 1.71/ -0.79 kips REQUIRED WELD Weld-Ea. Side Remarks I' IL IL !" .223 - 0 7/8" 2" .223 - 0 7/8" Diagonal Towards End 4.1 1.95 -0.88 U 1 x 3/4 x 0.091 2 91 0.32 2'-6" .091 - 1 1/2" 4,2 1.12 -0.49 do 2 91 0.18 do do 4.3 0.76 -0.10 do 2 91 0.13 do do 4.4 0.76 -0.10 do z 91 0,13 do do 4.5 1.11 -0.49 do z 91 0.18 do do 4.6 1.95 -0.88 U 1 x 3/4 x 0.091 z 91 0.32 2'-6" .091 - 1 1/2" Diagonal Towards Center 5.1 0.77 -1.63 U 1 x 3/4 x 0.091 z 65 0.40 1'-9 3/4" .091 - 1 1/2" 5.2 0.69 -1.45 do z 91 0.46 2'-6" do 5.3 0.29 -0.76 do z 91 0.24 do do 5,4 0.29 -0,76 do z 91 0,24 do do 5.5 0.69 -1.45 do z 91 0.46 2'-6" do -BL = 2 angles welded in box, 4UU2 U profiles one inside 1 1:1 Revise & Resubmit M Approved 111Atftn not Required not dir -BR = Round bar -CL7. Crimped angle tel p.nt.) Holes at Conc. Loads CANAM Mark : J7 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 5.6 0.77 -1.63 U 1 x 3/4 x 0.091 z 65 0.40 11 -9 3/4" .091 - 1 1/2" Secondary Web Member 7.1 0.13 -0.24 U 1 x 3/4 x 0.091 z 65 0.06 11 -9 5/8" .091 - 1" 7.2 0.11 -0.22 do z 53 0.05 1'-6° do 7.3 0.11 -0.23 do z 53 0.05 do do 7.4 0.11 -0.24 do z 53 0.05 do do 7.5 0.11 -0.23 do z 53 0.05 do do 7.6 0.11 -0.22 do z 53 0.05 1,-6.. do 7.7 0.13 -0.24 U 1 x 3/4 x 0.09' a 46 004 1' 9 8/9" 091 • in Maximum spacing between rows of bridgi ® Top Chord: 121 - @ Bottom Chord: POSITION © Top Chord 8,-li 1/8" 18'-3 3/8" Equally Spaced Bridging between Uplift Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -U = 1 U profile, CONCENTRATED LOADS (* indicates that the conc Span: 1 Main Joist, 2 = Left Extension, Side: Both Sides, Near Side, Far Side Definition of the categories (Cat.): 9 = Bend Check Anywhere along tle joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizon PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Project no.: V02980 Designer: Ziad 154 / 177 Area 64(73)-64(73)-25-14/8-154(177) NNN,NNN - - - s$ jf T&/R4L- SMEW ENGINEERING Lateral -=> 2 Row(sL_Minimum Dck pjove Row(s) L11 jd OS 20se 12 Not rd ------ copies be a Add 2'-7" SSE has reviewed the em1ny for general compliance with the Gmtrogiadocuments. The Contractor is still2i%pisb(& 'for: confirming and correlating iads 'u'niti?s" and performing 0 rk i1kop safe and satisfactory manner. Reviewed by:....N Date:..i/2./19 Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: e0utpsEi8eua(Qk ginQns,nt .Eds.wi8, = flOn other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. 3 Ri'- '--sion 0ate :0759119 By: Nldy Pereda te 5 wansite Dead, 6 110 South Kentucky Ave. = on Khel,ndM,3B01 Shop: Paint : 76.92 ft2 upports II) and conc. load 5 or --------------- vl .48.0 imposi te Ave [Production) Material Sort : Cost CANAM Mark: J8 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJT-2015 (ASD) (rev 2017) Mark : J8 (MS 1, Symmetrical,, Free ends) aligned on J7 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I 91 I ST/11/CT AA LS 'STEAS N OI N- 001001 ENGINEERING 9 9 1 1 (9: Aro$d ? I J Apried s ioted C's ('I 1'4 1.1 1.2 1.3 1.4 'D Not6 oporov, resukiit--------cbes I. 1.12 1.13 1.14 1.1 11 / ii SSE has eviewed th C'lte on for r- /\ enerni \ Ir. / / \r plioa \h lts e 10 on roor is stiepinsibIe for:\o firng and c (ating all trod uantities on orming _ A 2.1 2.2 2. in o fe and satisfacy manner. 2.6 - 2.7 2.8 .1. CI CI (05 I SSIProject No.:_1.9c?l ____Submittal1o.:SD.15.._ Rewed by:.N --------- DMp:.1!2!1 NI N in: C4 001 NI CL: 0.51140 EXTL: - O.01/40 CIC: 27-73/4" ku -u ciz. u-as - u-Vii .Th. U- No Sp Side Hole Total Load [kips] 1 1 Both No 0.30 11 Revise & Resubmit l5l Approved fô1J VALUES .. --------.)RED -8 , R- --- LOADING - - - Reviewed as Noted By Consultant bk'fi i/iu LLVLUL Review is for conformance with the design concept only. Any action indicated does I oIect to compliance the Contract Docuinenf?°tlf'ontactor is responsible for: Verification of quantities & dimensions. Coordination with [S] other work, sa esfaElory perfonarcQf the work, and Mf = coI6i7uction iReii& wiiiIhe Gnt ,IDocuo&Q. = r -1--D---I-_ = Date :07129119 By: Nicky Parade - - - CONCENTRATED LOADS I - WMB (architecture) live F10 South tud V ilift P S] [kips] [kips] O-;-0-0 . 00 00 TOTAL LOAD..: 87.00 lb/ft ----------------------------- Tcx-R 0'-6" Type TL= 87 LL 70ntQL I = 0.14 jA4 ----------------------------- )...: 70.00 lb/ft ----------------------------- -0.011 ft-kip (0.201) .03 TL = L/ 90 = 0.07 .00 TL = L/ -438 = -0.01 ----------------------------- Icing Cat. Chord Incl. Cmp [ft] 0-9 1/2 [deg] )'-Oil9 1 90 0 PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] (lb/ft) [ft] [ft] 1 1 10.00 10.00 10.00 10.00 01 0 271 7 3/4 1 1 2 1 27.30 27.30 27.30 27.30 01 0 271 7 3/4 2 2 -----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 157.00 lb/ft CANAM Mark : J8 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 0.92 in (LI 360) Calculated deflection under service live load.....= 0.55 in (LI 606) Allowed deflection under total load...............= 1.39 in (LI 240) Calculated deflection under service total load = 0.80 in (LI 416) Joist inertia .....................................= 93.17 in4 Required camber ...................................= 0.35 in --------------------- FORCES IN MEMBERS (kips) Gap......: 1" (Tw SW3WN F(WCR APP. T1N-PACTOPfl = 17.17 in) Cr = u i.si u (.ff . depth YS /rt} STR1JCTL/R AL STEMS Left Reaction = k1 Vs Right Reactio] 72/ -0.79 ENX GI'EERING = 1.77/ -0.82 kips RE Q RED MATERIAL REQUIRED WELD No Tension Compres. x = ed th as. fl0tQS ngtI weld-Ea.Side Remarks Top Chord 0 Not approved, 1.1 1.46 -3.16 LL 1.5 X .109 z 74 0.56 2'-0 1.2 1.38 -3.03 SSEdaS reviewed the ite,n giIysgenera'_o 1 1.3 2.55 -5.56 comiance with the contacidoQunts. The2'-o 1.4 2.55 -5.56 Conctor is still responibI6'forQ€6nfirming d trades, corrting all quntis performi gi worIcdn a safe and satisacqry 'n9ner. 1.7 3.82 -8.34 do 1.8 3.82 -8.34 do z ]. 0.77 do 1.9 3.50 -7.64 SSE &oject No.:_129.._bmt.a 2No.:SD15 1.10 3.50 -7.64 .do z 61 0.,.fl RevlMed by: --ite:Z!2LLJ --N 1.11 2.55 -5.56 1.12 2.55 -5.56 c' ".11 V 1.13 1.38 -3.03 do z 82 0.55 2'-0 1/4" 1.14 1.46 -3.16 do z 74 056 1.15 0.00 0.00 QRliisG&esublre9 Approved Action not Required Bottom Chord 0.00 le sN U. Consultant 2.1 0.00 z 114 0.28 '-0" 2.2 3.97 -1.83 do z 110 0.45 3'-3 1/4" 2.3 6.73 -3.11 Review is for conformance with the desi n concept on, . Any aco9i Indicated does not modify and s?et to olnianco 2 .4 8.12 3.74 thntract Documents. The Contrato4 eopoPsltJlor: 2 .5 8.12 -3.74 VeIfIcation of quantities & dimenslo,Vo, do4ThinatQsn ?&h 2 .6 6.73 -3.11 otwork, safe & satisfactory perfo0iah45f thd)wo?R and 2 .7 3.97 -1.83 couctlon In compliance with the CVn1JaADocSMob9. 3' 3 1/40 2.8 0.00 0.00 LI., 1.5 28 '-0" Date:07129119 By: NlckyPewda 3.1 3.54 End Diagonal -1.64 WMB (architecture) BROWPAntuckyAve. yy13 3' 2 1/2" .223 - 0 7/8" 3.2 3.54 -1.64 EglotIA1.433801 yy13 3' 2 1/2" .223 - 0 7/8" Diagonal Towards End 4.1 1.95 -0.88 U 1 x 3/4 x 0.091 z 91 0.32 2'-6" .091 - 1 1/2" 4.2 1.11 -0.49 do z 91 0.18 do do 4.3 0.76 -0.10 do z 91 0.13 do do 4.4 0.76 -0.10 do z 91 0.13 do do 4.5 1.12 -0.49 do z 91 0.18 do do 4.6 1.95 -0.88 U 1 x 3/4 x 0.091 z 91 0.32 2'-6" .091 - 1 1/2" Diagonal Towards Center 5.1 0.77 -1.63 U 1 x 3/4 x 0.091 • z 65 0.40 1'-9 3/4" .091 - 1 1/2° 5.2 0.69 -1.45 do z 91 0.46 . 2'-6" do 5.3 0.29 -0.76 do z 91 0.24 do do 5.4 0.29 -0.76 do z 91 0.24 do do 5.5 0.69 -1.45 do z 91 0.46 2'-6" do Length 1'-9 3/4" Slend. Util. z 65 0.40 z 65 0.06 REQUIRED MATERIAL x tied at mid-length U 1 x 3/4 x 0.091 1'-9 5/8" U 1 x 3/4 x 0.091 8" POSITION ID 9'4 3/8 18'-B 5/8 1rRUCTuRAL Sv'nTg# do do ENGINEER/MS 0.05 1' U 1 x 3/4 x 0.091 z 65 0.06 11 -9 Il Approved 0 Approved as noted BRDING ------------ 0 Not approved, resubmit--------copies of bridging :SSE ha2 Te i'ed/e steii onl? fROVIOWC1114inim :compliadè' whlth"contract T14nim Coatractor is still responsible bc cQnfirmina a p nor , .W otom Lrlor correlating all trades, quontitina etqmjn,.1 work in a safe and satisfactory marrie4 1/4" 14'-3 1/8" SSE Project No.:....1&029 ----- Submitta. .9.D1' " Add te:_Z/i1 5'-Q 3/4" Reviewed by:..cN------------Do REQUIRED WELD Weld-Ea. Side Remarks 091 - 1 1/2" 091 - 1" do do do do do 091 - 1" Lateral Supports Deck (36") Imposed and conc. load S or No Tension Compres. 5.6 0.77 -1.63 Secondary Web Member 7.1 0.13 -0.24 7.2 0.11 -0.22 7.3 0.11 -0.23 7.4 0.11 -0.24 7.5 0.11 -0.23 7.6 0.11 -0.22 7.7 0.13 -0.24 Maximum ----------------------- spacing between @ Top @ Bottom CANAM Project: V02980 LEGOLAND NEW RIDE 2020 Mark: J8 (V02980) 07/23/19 18:09:20 FORCES IN MEMBERS (Cont.) (kips] Equally Spaced Bridging ----------------------------------------------------------------------------------------------- vl.48.0 Uplift according to slope 0 Revise & Resubmit Approved Fabrication coda unless noted not Required -LL = 2 angles short legs ba RActl a on kbck -BL = 2 angem wuea Ja aox, -BR = Round bar -U = 1 U profile, 'as Reviewed C Note JnsItt .L profiles one inside t a other, -CL = Crimped angle CONCENTRATED LOADS (* indicates Review Is for conformance with the design concept only. Any hat tffon9MMctgd Jb2P4t i&?dify and is subject çctly a the panel point.) Span: 1 = Maim Joist, 2 as Left Ext C1BiOhe Contract DocumhtsTT ociPØFe for: Side: Both Sides, Near Side, Far Side Verification of quantitII.me,ID. ObMi*reb Holes t Conc. Loads Definition of the categories (Cat. : other work, safe & satisfactory performance of the work, and 9 = Bend Check Anywhere along the iligirMttion in compliance with the Contract Documents. Chord: 1 = Top, 2 = Bottom Date :07129119 By: Nicky Peach Inclination (md.): 90 = Vertical 0 = Nor Comp.=,.= ard, 1 = non-composite WMB (architecture) PARTIAL LOADS 110 South Kentucky Ave. t1SiOflkeland.FL33801 3 = Right EXtI Span: 1 = Main Joist, 2 = Left EXt Chord: 1 Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 =Live, 3 as Wind, 5 = Non-Composite bead, T6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Rhalidi Ali Shop: Buckeye Arizona [Production] 154 / 177 Area to Paint : 76.92 ft2 Material Sort : Cost 64(73)-64(73)-25-14/8-154(177) NNN,NNN *CANAM Mark: J9 Project: V02980 LEGOLAND NEW RIDE 2020 & J9A (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J9 (MS 1, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II : I ' I A*: I I l I I I I I o! io I0! go! lo! lo! Caj.- I t~: I I I I q" TR(1'TUFL S)TEA ': : ! l II siI ' I oI oI N. lI N. 0IOI N.m1 II II I I E/GIN4ERIN II - : I jI Approved 0 Aproved as noted I -fl 9 jbi I I I I 9 9 I I 1'! 9 9 I 9 i9 I 9 I 9 i9 I EJNbtôpprdvedre&ubthit-------'coies ° CI 9 i 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.13 1.14 1.15 SSE hos reviejLtheiitem onty.jor cieneral comfian\e witFrthe /con\ract J5cumZnts\ The ' Co,Øtoctoi\. tiII /ponslb tor: /ifirr) nd correlating aI tr d'es, quonitie d perfor in kork in a_sa'f,2nd_satisfact'manner. .L. I 2.1 2.2 I 2.3 I 2.4 2.5 2.6 I SSE Project NiiO29_--Su bmittal No.:SD15., 2.7 I 2.8 I I I rn 001 I T I I I I /2 Reviewed Date:- I I QI I I .1 .1 I I • I I %OI N CSI N1 CL: 0'-6314" E)(TL:-0'-0I/4" C/C:29'-I" CR: 0'-0" X1K: ti-ir -t3!4 MR: U.-Y Revise & Resubmit 0Approved 13 Action not Required -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - TE CIIOI-J!.LUEC ARE UN FPjTOflBD Review is for conformance with the design concept only. Any TOTAL LOAD..: 146.00 lb/ft I .: 117.00 lb/ft Contract Documents. The Contractor is responsible for: Coordination with -Verification other work, Ca e sa sctory performance of the work, and Tcx-L 0,-1 1/2" Type F construction in compliance with the Contract Documents. 5-]- Se-- !4f - -0.001 ft-kip (0.245) TL = 146 LL = 117 ntQL = 96 DateRi7l29I9 = 8,NickyPewda 0.01 L = L/ 90 = 0.02 I = 0.16 jA4 Ca1.D. LL = L/ 99 00 TL = LI -348 = 0.00 WMB (architecture) Tcx-R 0'-6" Type F[S] t1tffttJ5en1IlckY Ave. 500 -o 018 ft-kip (0.291) TL = 146 LL = 117 ntQL = 96 LaIFl133BOILL = L/ 18 3 L = L/ 90 = 0.07 I = 0.16 inA4 cal D..__LL_=-_L,L_99--99_=.-_---0--O. TL = L/ -359 = -0.02 ----------------------------CONCENTRATED LOADS (From Axis) ------------------------------- No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 01 -0" 0'-0" 9 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] (lb/ft] [ft] [ft] 1 1 10.00 10.00 10.00 10.00 01 0 291 1 1 1 2 1 47.00 47.00 47.00 47.00 01 0 291 1 2 2 ----------------------------------------UPLIFT Net uplift uniform load : 96.00 lb/ft f. depth = 17.15 in) = 3.02/ -1.44 kips REQUIRED WELD Weld-Ea . Side Remarks CANAM Mark: J9 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 0.97 in (LI 360) Calculated deflection under service live load ..... = 0.94 in (LI 370) Allowed deflection under total load...............= 1.45 in (Li 240) Calculated deflection under service total load = 1.26 in (LI 276) Joist inertia .....................................= 110.11 jA4 Required camber ...................................= 0.37 in --------------------- FORCES IN MEMBERS [kips] Gap ......: 1" Left Reaction = No Tension Compres. Top Chord 1.0 0.00 0.00 1.1 2.59 -5.42 1.2 2.43 -5.18 1.3 4.92 -10.40 1.4 4.92 -10.40 1.5 6.53 -13.81 1.6 6.53 -13.81 1.7 7.07 -14.95 x 1.8 7.07 -14.95 x 1.9 6.53 -13.81 1.10 6.53 -13.81 1.11 4.92 -10.40 1.12 4.92 -10.40 1.13 2.43 -5.18 1.14 2.59 -5.42 1.15 0.00 0.00 Bottom Chord 2.1 0.00 0.00 2.2 7.79 -3.71 2.3 12.33 -5.86 x 2.4 14.60 -6.93 x 2.5 14.60 -6.93 x 2.6 12.33 -5.86 x 2.7 7.79 -3.71 2.8 0.00 0.00 End Diagonal 3.1 6.07 -2.90 3.2 6.07 -2.90 2.96/ ItOIA/EkING Right Rea QD MATERIAL Wrclength ° AppIRMedupilpoted 0 Not approved, resubmit--------copies I..L 1.5 X .130 i 5 0.25 0 SSE nas viewea the tem ory qr erral complian with the contract Joc 11et7 The 2 Contractoois still responsible 4or.1sxonfirming and correlotin0aIl trades, quontitis rd erming work in safe and satisfactoy anrr SSE ProjecNo.:_1a 2___Su4l D15 Reviewed v:_B.cN___----- batg:- 9f/26/19 - do z 61 0.87 (J Revise & RdCbmit Approved LI. 1 5 X 130 i13 Action not Required. i:i Reviewed as Noted By Consultant LI. 1.5 X .130 z 1150.48 Review is tor conformance with the design concept qnly. E.ny 00 Z 134 u.71 action inaicated does not modify and is subject to compiiance the ContA9 Documents. The Contractor isIp0bie Mr82 Verificati,q,f quantities & dimensions. Coo)',&, witg . 85 other wodafe & satisfactory performancyi.9aork,Gn5 constructfim in compliance with the Contraoent . 82 1fl U.IA DatLj7129I19 30 By: Nidj Pereda 0 .48 WMB (architecture) 110 South Kentucky Ave. Lakei, EI8 BR 15/16 yy 2' -0" 2'-8 1/8 2'-0" 0'-6 . '-6" 3'-0- 3'-B 1/8" 4' -0" do do 4' -01- 3' -8 1/8" 3'-01- V-2 1/2" .223 - 0 7/8" 3'-2 1/2° .223 - 0 7/8" Diagonal Towards End 4.1 3.21 -1.49 U 1 x 3/4 x 0.091 z 91 0.53 21 -61- .091 - 1 1/2" 4.2 1.83 -0.83 do z 91 0.30 do do 4.3 1.30 -0.17 do z 91 0.21 do do 4.4 1.30 -0.17 do z 91 0.21 do do 4.5 1.83 -0.83 do z 91 0.30 do do 4.6 3.21 -1.49 U 1 x 3/4 x 0.091 z 91 0.53 2'-6" .091 - 1 1/2" Diagonal Towards Center 5.3. 1.68 -3.44 U 1 x 3/4 x 0.091 z 82 0.97 2'-3" .091 - 1 1/2" 5.2 1.16 -2.36 do z 91 0.75 21 -6° do 5.3 0.50 -1.30 do z 91 0.41 do do 5.4 0.50 -1.30 do z 91 0.41 do do *CANAIW Mark: J9 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] No Tension Compres. 5.5 1.16 -2.36 5.6 1.68 -3.44 Secondary Web Member 7.1 0.26 -0.46 7.2 0.19 -0.37 7.3 0.19 -0.38 7.4 0.19 -0.39 7.5 0.19 -0.38 7.6 0.19 -0.37 7.7 0.26 -0.46 ----------------------- Maximum spacing between @Top ® Bottom REQUIRED MATERIAL x = tied at mid-length Slend. Util. do z 91 0.75 U 1 x 3/4 x 0.091 z 82 0.97 REQUIRED WELD Length Weld-Ea.Side Remarks do 21-3° .091 - 1 1/2" U 1 x 3/4 x 0.091 z 65 0.11 1'-9 5/8" do z 53 0.08 do z 53 0.09 do °CIO z 53 sTRUCTURALSSti,1S l;6]j 1 x 3/4 x 0.091 z 65 0.11 11 -9 S POSITION 9'-ll 1/8" 19'-a 5/8" ENGINEERING BRIDGXG ------------- 0 Approved u Approved as noted of resLmit .cpjç 20'-8" == 4 RQw(s) Minimu SSE has reviewed the item only (or general crnce with the contrat Contractor is still responsible for: bnP,rif 'bnd correlating all trades, quantities 'rf, pig rc work in a safe and satisfactory mannr6, -6" erP NJ29..__Submitta1 No.: Sf15 - - Reviewed- b Q Date .J!2/1 - --------------------------- vi. 48.0 .091 - 1" do do do do do .091 - In Lateral Supports Deck (36") Acc. to the code 9 4&Resub', = 2 ]pproved C, -BR = Round bar 2 u pr Is thi other, -CL = Crimped angle Action not Required CONCENTRATED LOADS (* indicates t aQ&Wi ot 0iWltant not directly ox the panel point.) Span: 1 = Main Joist, 2 = Left Extearon,7-KY-gut-72 tezison Side: Both Sides, Near Side • Far Side Review is for conforwit% eL ,AWoles all Conc. Loads action indicated does not modify and in subject to compliance Definition of the categories (cat.) the Contract Documents. The Contractor Is responsible for: 9 = Bend Check Anywhere along the 9l'M,tion of quantities & dimensions. Coordination with Chord: 1 = Top, 2 = Bottom other work, safe & satisfactory performance of the work, and Inclination (Incl.): 90 = Vertical, 0 ,Rer&. = stand d, 1 = non-composite PARTIAL LOADS Date :07129!I9 By: Nicky Parade - Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Ext Chord: 1 = Top, 2 = Bottom WMB (architecture) 110 South içentycky Ave. Load Category (Cat.): 1 = Dead, 2 = Live, LeI=dWOjS = Non-Comp o = ,n-Composite Live Project no.: V02980 Desi re ,keye Arizona[Production] 183 / 209 Area to Paint : 80.39 ft2 Material Sort : Cost 71(81)-71(81)-25-14/8-183(209) NNN,NNN Equally Spaced Bridging Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs -U = 1 U profile, 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1. .L\ \ \ \ A,, r- ? .L 2.1 2.2 2.3 2.4 I I I I lol I ml I I I 0'-6 3/4' EXrL: . O'.O 114' CIC: 33'-2" CR: 0'-0" EXTR 00 CANAM Mark: J10 Project: V02980 LEGOLAND NEW RIDE 2020 & JIOA (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J10 (MS 1, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I ..l _.I _l I vi Cl Cl CI vi CI CI =11 I ol lot l I I l l l l I l I l ml mu ml r.0 I ml mu ml I ml i l I 01 01 Cl Cl 01 01 01 CI 01 CI I .j. I i ol 91 N I I I I 01 N1 I I 001 N N N1 ('1. N1 II I I I II - TRL1CTUk4L IYSTLMS l I MG//vEIPk1 1.10 112 113 .114 No app A\ Anfirnwo Se7\ t_ .1- c pies' Shas\vi oved' re\ub wAthe qnly for g " ra ,om&lionce itf the c .( docjment he C'rtor is still rponsible for:2jonfii?riing 0I correlating L41 trades, qutities and pbrming work in a e and satistory manne I 'I SSE Project 18Q2L__LSubmittol No.015 I" ESL: - Q'-13/4" Ddi 0'5-Date:_Li1 Reviewea Dy ----------------------------------LOAING CONDITIONS--------------- - ----------------- ( THE SHOWN UNFlAPPr0ved 0 Action not Required TOTAL LOAD..: 146.00 lb/ft 1 8H Sinji/.1,12 NOtCdBVCOnSUItaAt 1jiVJ. LOAD...: 11 7 .00 lb/ft ---------------------------------------E im m gRroTiiç ,i9 action indicated does not modify and is subject to compliance Tcx-L 0'-1 1/211 Type F[S] SlsntmctDocum5wOTOe Contractor isrMlnsIbIe for: -O.O0 - ft-kip (0.191) TL = 146 LL = 117 ntQL = 82 1 eq-DYerl ioiHt4ji/(tltlesP8i@ent1Pno.Co0r tGlwif!FL = L, 90 = 0.02 I = 0.43 jn"4 Cal . herw]'j. se &ja/ uftg9i9rfonance Oftevr.anL = 1 -354 = 0 .00 construction In compliance with the Contract Document,. Tcx-R 0'-611 Type F [SI Shoe Die :07129119 -- By: Nicky Pemda -0 .018 ft -kip (0 .213) TL = 146 LL = 117 ntQL = 82 leq.D. Li.. - , 180 = L, 90 = 0.07 I = 0.43 jA4 Ca1.MBIIliw!turW 9999 = ' 358 = -0.02 110 South Kentucky Ave. ATE ---------------------------- CONCEN DkeLOAD8B0 From Axis) -0 No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp [kips] [kips] (kips] (ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 0 0 -0" 01-0" 9 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. (lb/ft2] (lb/ft] (lb/ft2] (lb/ft] [ft] [ft] 1 1 10.00 10.00 10.00 10.00 010 33'2 1 1 2 1 47.00 47.00 47.00 47.00 010 33'2 2 2 3 1 14.00 14.00 14.00 14.00 25'0 8'2 1 3 4 3 14.00 14.00 14.00 14.00 010 0111 1 3 *CANAM Mark: J10 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 --------------------------------------------- UPLIFT ------------------------------------------ Net uplift uniform load 82.00 lb/ft ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.10 in (LI 360) Calculated deflection under service live load.....= 1.09 in (LI 363) Allowed deflection under total load...............= 1.66 in (LI 240) Calculated deflection under service total load = 1.45 in (LI 274) Joist inertia.....................................= 160.38 in4 Required camber...................................= 0.46 in --------------------- FORCES IN MEMBERS [kips] (THE SHOWN FORCM Axis UN-t.CT9RbU) Gap......: In (Fy = 50 :si u&TR(f(,TU)AjQfS'6TffMS 16.89 IN Left Reaction = 3.38/ -1.38 kips RigfJG1Nj5R/frs/G 3.43/ -1. kips REQUIRED MATERIAL ll Approved 0 WE No Tension Compres. x tied at mid-length SldNoTtpproved - Si it Remarks 1.0 Top Chord 0.00 0.00 LL 2 x .145 SSE 4as0rqewed te_jtej 2only for general 1.1 2.61 -6.34 do cmpanee4vith the crIntfact documents. The 1.2 2.48 -6.09 do OonWct@r. still rapOnMe for: confirming and 1.3 1.4 5.14 5.14 -12.54 -12.54 do do rrtir ll trades, 2áQ8tities and performing z 45 0'.65 ddi orkn 9.ife and ssfactory manner. 1.5 7.04 -17.16 do 1.6 7.04 -17.16 do 'Gotdo E oJet j.:_.1fl %..........Submlttol No.:SDI5 1.7 8.02 -19.46 do 1.8 8.02 -19.46 do do evied°bR.. BC ..N 1.9 8.06 -19.46 do z 45 0.80 Bo 1.10 8.06 -19.46 do s 49 0.00 d... 1.11 7.17 -17.16 do z 45 0.72 do 1.12 7.17 -17.16 do z 45 0.72 do 1.13 5.33 -12.54 do 45 0.65 dn 1i Rev4&ROsut J.APPmVed 1.14 5.33 -12.54 do 1.15 2.61 -6.09 do DAct2notIeI18ed 2'8 1.16 2.76 -6.34 do r - i Ue Rejed 1ttted ByConsulta -0" 1.17 0.00 0.00 LL 2 x .145 2_1S 021 Review Is for conformance with the design concept only. Any Bottom Chord action Indicated does not modify and Is subject to compliance 2.1 0.00 0.00 . LL 2 x .145 z tI8ont0ctcumentn. The Qtror is responsible for: 2.2 9.31 -3.83 do z 2 .3 15.07 -6.21 do z ilftr wojc. V10 & satisfactorYarLa,yflance of the work, and 2 .4 18.53 -7.65 do z jcsrucon,,7compIlance wIte Contract Documents. 2.5 19.68 -8.15 do Z 6100712911 Nicky 2.6 2.7 18.53 15.07 -7.73 -6.38 do do Z 109 u.o do Z kWh 4'0" 2.8 9.31 -4.01 do z 1W1Sout8duckyAve. 3'-8 5/8" 2.9 0.00 0.00 LL 2 x .145 z LandL801 V-0- End Diagonal 3.1 7.08 -2.91 BR 15/16 yy130 0.52 3'-2 1/2" .223 - 0 7/8" 3.2 7.08 -3.08 BR 15/16 yy130 0.55 3'-2 1/2" .223 - 0 7/8" Diagonal Towards End 4.1 3.95 -1.59 U 1 x 3/4 x 0.091 z 91 0.65 2'-6" .091 - 1 1/2" 4.2 2.55 -1.02 do z 91 0.42 do do 4.3 1.49 -0.45 do z 91 0.25 do do 4.4 1.49 -0.40 do a 91 0.25 do do 4.5 2.55 -0.97 do z 91 0.42 do do CANAM Mark: J10 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Es. Side Remarks 4.6 3.95 -1.61 U 1 x 3/4 x 0.091 z 91 0.65 2'-6° 091 - 1 1/2" Diagonal Towards Canter 5.1 5.2 1.75 1.31 -4.17 -3.09 .1. x 1 1 x U.11 z bb O.13 2'-3 ., 1 X 3TR(U6TURALZS)STBMS 2'-6 5.3 5.4 0.74 0.17 -1.68 -1.49 do z 91 0.53 do do ENGINEERING .47 do 5.5 5.6 0.12 0.69 -1.49 -1.68 dQ Z 1 0.47 co lld ppr0ved 1 ijroyeJ3 as note 0 5.7 5.8 1.28 1.82 -3.09 -4.17 1 x 3/A x 0.091 z . 91 0.98 . 2'-6 1 Qp9r9d, resubrnt9._fr__cops_3 3 Secondary Web Member SSE has reviewed the item only for general 7.1 0.23 -0.47 1 xo(ngneotft the cont0c4doouIrents. TIle-9 s 7.2 7.5 0.16 0.16 -0.38 "' 40 -0.41 Conctor is still responiblé2for•nfirming bh corrting all trades, quntis iflYq performi workn a safe and satisacry do SSE &oject No.:J829_.bmNo.:sD15'_6 7.8 0.27 -0.47 RI1?97i Maximum ------------------------ spacing between rows of bridging @ Top' Chord: @ Bottom Chord: i -4 // 1:5 ==> 4 ROWtStNifli fl ReviseS Resu4' 6" MY Approved Mini turn tum 11 .118 - 1 1/2" .091 - 1 1/2" do do do do .091 - 1 1/2" .118 - 1 1/2 .091 - 1" do do do do do do 11 .091 - in Lateral Supports Deck (36") Imposed and conc. load 5 or POSITION ll'-3 1/2" 22'-5 1/4" Equally Spaced Bridging bet Actioqnot Required ora .hord Reviewed as Noted By Consultant Add 3'-1 3/4 8 -3 1/2" Review is for conformance with the design concept only. A , action indicated does not modify and Is subject to compliance the Contract Documents. The Contractor is res?gisibre JI 1/2 11 Verification of quantities & dimensions, nation with3 0 ' other work, safe & satIsfactory performance of the work, and n Wpikric43 Contract Documents. Uplift according to io F WMB (architecture) Date:07129!I9 - - - ! NicityPerada vi. 48.0 pe 110 South Kentucky Ave. Fabrication code unless noted Lakeland, FL 33801 -LL = 2 angles short legs ba4 to back, -DL = 2 angles weOn-BR = EQ I und bar -U = 1 U profile, -Vu 2U profiles one inside tb. other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Mole: Top Chord with Holes at Conc. Loads Definition of the categories (Cat.): 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cap): 0 = standard, 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khalidi Ali Shop: Buckeye Arizona (Production] 291 / 322 Area to Paint : 113.84 ft2 Material Sort : Cost *CANAM 0 Mark: J10 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 113(125)-113(125)-25-16/9-291(322) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING 11 Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:...j&Q29- ----- Submittal No.:SDjn.,_ Reviewed by: _.cN------------Date: /2/1 []Revise & Resubmit Approved 0 Action not Required 11 Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indicated does not modify and Is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work. safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: Nicky Peroda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 117.00 lb/ft -0.001 ft-kip (0.159) TL L/ 90= 0.02 TL = L/ -333 = 0.00 ).0].8 ft-kip (0.176) TL L/ 90= 0.07 TL -------------------------- = L/ -336 = -0.02 4' CANAM Mark: Ji 1 Project: V02980 LEGOLAND NEW RIDE 2020 & JI IA (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : Jil (MS1, Symmetrical,, Free ends) II I II I II II : 19 I I 1.0 1.1 1.2 1.3 1.4 1.5 1.6 ci Na 2.1 2.2 2.3 I I I en I 301 N1 0'.6 3/4" EXTL: - 0'-0 1/4" C/C: 37'-3" CR: 0' ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I _I - _I I I I CI CI nl CI % =11 I 301 0' 3d I I I I I I l I I I 1I I I I I NI NI NI NI NI N I NI NI N I N I 0 00' ' ' : : : i: :C4 C4! 01 CI I 71 ': P ro": 01 N1 '1I N01 ' 1 I "1i I It I II I I I I II H I I bl 5 1.16 1.17 1.18 1.19 P 'o CP 71, rl: 1* -so 2.10 .s- 2.9 I I I 001 I I I I CI 301 dl CI 'I NI C"I 001 I NI NI STIL/CTURAL SYSTEMS -. IVERIIk iJ A'ove&9 1.10 O.iApprid a3n0t14 \M u mit_ - _co s NotY teha/4evivThcte '* ty fr g for: confirn'Sgr at ' co nce wit tntra t 4 cuments\ e Cu actor is sYVnsible and ' corsIating2 iII trqdes, 16antLtips ana7perfqrming28 wol in a sofend satisfacry manner 91 9 SSProject No.:8.O29___i)bmiLLaI No.: I 15 N1 &Miwc TOTAL ---------------------------- ---------------------------- . LOAD..: 146.00 lb/ft - - - - - TW. SHOWN VALUES .P "f L_J Revise & Resubmit Apsoved 0 ActN3r4j/117 LOA 0 Reviewed as Noted By Consultant Review Is for conformance with the design concept only. Any Tcx- L 0'-1 1/2 Type F [SI action Indicated912CIV nify and Is5ub4to compliance Mf TL = 146 LL = 117 ntQL = 77 the CoDirnenJheCoi*ttorla1jnsihIefor: 0.0 I = 0.58 jA4 o. other work, safe & satisfactory performance of the work, and Tcx-R 0'-6" Type F[S] construction in compliance with thg Contract Docume = nn - 7%ate:07129119 LL BV: NickyPereda = 0.0 TL = 146 LL = 117 ntQL = I = 0.58 jA4 tai.u. LL = L/ 9 WMB (architecture) ---------------------------- (Fr - ------CO}W2ITP.TDAOADS Lakeland, FL 33801 No Sp Side Hole Total Load Livd,.J,.oLNet...up1ift Position SpaiJig Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] If t] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 0'-0" 00 -0" 9 1 90 0 PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] (lb/ft2] (lb/ft] [ft] [ft] 1 1 13.00 13.00 13.00 13.00 01 0 3713 1 1 2 1 47.00 47.00 47.00 47.00 01 0 371 3 2 2 3 1 14.00 14.00 14.00 14.00 291 1 81 2 1 3 4 3 14.00 14.00 14.00 14.00 01 0 01 11 1 3 Gap......: 1" Left Reaction = No Tension Compres. Top Chord 1.0 0.00 0.00 1.1 2.77 -7.30 1.2 2.65 -7.04 1.3 5.59 -14.79 1.4 5.59 -14.79 1.5 7.82 -20.66 1.6 7.82 -20.66 1.7 9.18 -24.18 1.8 9.18 -24.18 1.9 9.65 -25.35 1.10 9.65 -25.35 1.11 9.25 -24.18 1.12 9.25 -24.18 1.13 7.98 -20.66 1.14 7.98 -20.66 1.15 5.80 -14.79 1.16 5.80 -14.79 1.17 2.78 -7.04 1.18 2.93 -7.30 1.19 0.00 0.00 Bottom Chord 2.1 0.00 0.00 2.2 10.92 -4.15 2.3 17.95 -6.82 2.4 22.65 -8.61 2.5 24.99 -9.53 2.6 24.99 -9.56 2.7 22.65 -8.72 2.8 17.95 -7.01 2.9 10.92 -4.34 2.10 0.00 0.00 End Diagonal 3.1 8.15 -3.09 3.2 8.15 -3.27 *CANAM Mark: Ji 1 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load 77.00 lb/ft ----------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load j.-- 1.24 in (Li Calculated deflection under service live,4., - er?4qi (LI Allowed deflection under total bali-----o.IJruCTURALSYoi!.EwIi (L/ Calculated deflection under service total loa4.k,. - A,)70 in (LI Joist inertia --------------------i...........civGINEERI,,,i.wo2 in'4 Required camber ......................- 'l Approved - - - = 0 AppPo'v d' noted ---------------------F 0 R C H S 0 PoF opprce Psbiit ------ (THE ISIr~ffS02§F compliance wit he contract documen s. The 3.85/ -LrIctractelps still respj1l fsrewrifiiin and II correlating all trades, quantities and performing REQUIRED PTEflff4 a safe and satisfactory manner. x = tied at d-length Slend. Util. Length SSE Project No::_111029...___S6bmittal No.: SDI 5 LL 2 -Riewed do z 46 0.48 2'-O° Revise & Resubmit z 4Ej ppmved z 48''C i: Action not Required z 46 C Reviewed as Noted Byonsdint 0 - 66 do 0 6 0.69 de Review is for confornnce4h th, çIn concept onPyd,1y action indicated does,ot ,cify a,d baubject to compce the Contract Documts. IV CouJragtr is responsibif: Verification of quantities &dmeniong Coordination wäh other work, safe & satisfactory performance of the work construction in compWanceVitht19et56?tract Documen4P Date:07129119 t 4y: NickyPereda 2' -()" z 84 0.48 " WMB (architecture) z 56 0.35 203t0 South Kentucky e, 15 0.18 Lakeiand, FL 33801 LL 2 X .203 z 87 0.29 3'-0" do z 103 0.45 3'-9 1/8" do z 110 0.55 4'-0" do z 110 0.60 do do z 110 0.61 do do z 110 0.61 do do z 110 0.60 do do z 110 0.55 4'-0" do z 103 0.45 3'-9 1/8" LI, 2 X .203 z 87 0.29 3'-0" LL 16.85 in) 90/ -1.58 kips UIRED WELD Weld-Ea.Side Remarks BR 15/16 yy130 0.56 3'-2 1/2" .223 - 0 7/80 BR 15/16 yy130 0.59 3'-2 1/2" .223 - 0 7/8° *CANAM Mark: Ji 1 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres x = tied at mid-length Slend. Util. Length Weld-Ha. Side Remarks Diagonal Towards End 4.1 4.73 -1.76 4.2 3.31 -1.23 4.3 1.87 -0.69 4.4 1.70 -0.16 4.5 1.70 -0.11 4.6 1.87 -0.65 4.7 3.31 -1.18 4.8 4.73 -1.79 Diagonal Towards Center 5.1 1.92 -4.97 5.2 1.50 -3.86 5.3 0.96 -2.43 5.4 0.43 -1.70 5.5 0.38 -1.70 5.6 0.92 -2.43 5.7 1.47 -3.86 5.8 2.00 -4.97 Secondary Web Member 7.1 0.22 -0.49 7.2 0.15 -0.39 7.3 0.15 -0.42 7.4 0.15 -0.44 7.5 0.15 -0.45 7.6 0.15 -0.44 7.7 0.15 -0.42 7.8 0.18 -0.39 7.9 0.26 -0.49 U 1 x 3/4 x 0.091 z 91 0.78 2'-6" do %do do z do ENGINà 28 do Ik ,lppr9çd z if Aved as U 0 Not approved, resubmit--------copies 1 ),/8 x 0.11.8 a 59 0 88 2'- 3/4" U ,S 8hs0rçwed th; itej 3for generu -6" U.' oqwpiasowith the ao*ectodsuments. The U @entractor is still responMe0f6ft confirm and e&reiatina all trades, zqutits5Jnd perfofluing 3/ x 0.091 a .91 0.77 do U and tIJct9rjnanner. 2' -6" U S'rj°ét _ia _Sbtta 'E5 l No.:53L4 e U' 8" U do a 52 0.09 do Revise & Resubmit ApPCOVOd do do Qtctlon not Required z do Qeviewed as Noted By Consulter;[ 52 0 .09 1' - U 8" I Review is for conformance with the design concept only. Any .e6tian4ndleoted.dees qub3eeto.€ompilen€e- - - - - the Contract Documents. The Contractor is responsible for: D brf ifof quantities & dimensions. Coordination with 11iti~ugi-n~&RIla%.eth the wQw,s, imimul Date :07129119 By: Nicky Pereda hord © Bo WMB (architecture) Add 110 South Kentucky Ave. Lakeland, FL 33801 Add 34'-8" 091 - 1 3/4n 091 - 1 1/2" do do do do 091 - 1 1/2" 091 - 1 3/4" 118 - 1 1/2" 118 - 1 1/2" 091 - 1 1/2" do do 091 - 1 1/2" 118 - 1 1/2° 118 - 1 1/2" .091 - do do do do do do do .091 - 1" Lateral Supports Deck (36") Imposed and conc. load 5 or Maximum spacing between rows ® Top Chord: © Bottom Chord: POSITION © Top 12'-7 7/8" 25'-1 7/8" Equally Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vi .48.0 Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 • Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads Definition of the categories (Cat.): 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom ------------------------------- Tcx-R 0'-1 1/2" Type TL= 146LL= 117ntQL= -------------------------------- No Sp Side Hole Total Load Li [kips] 3 1 Both No 0.30 4 1 Both No -0.31 1 1 Both No 0.31 2 1 Both No 0.50 *CANAM Mark: MA Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:20 ---------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.17 in (LI 360) Calculated deflection under service live load.....= 1.17 in (LI 360) Allowed deflection under total load...............= 1.76 in (LI 240) Calculated deflection under' service total load = 1.76 in (LI 240) Joist inertia .....................................= 187.28 in'4 Required camber ...................................= 0.51 in LOAD NO 2 ( J6A#02 ) TOTAL LOAD..: 146.00 lb/ft 18KS 117.00 lb/ft EXTENSI IXI Approved Approved as noted FEM Not rLubt 77 SSE has reviewed the item only for general Jbe - - - Contractor is still responsible for: confirming and .d?att qu&tperfi in a J1%1 satisfoctqtrqnner. 01-0 E Project I:flQ29___.......S%mjtaI, No.:SDi 0leviewed b -1U1 5t/2Z/fV4 p -------- -0.001 ft-kip 0.000 =L/ 90= 0.02 Cat. Chord Incl. Cmp 0-9 1/2 [deg] 9 1 90 0 4 1 0 0 7 1 90 0 7 1 90 0 No Span Left Right Sta t Length Chord Cat. [lb/ft2] [lb/ft] DRev iJt/Tb ] [1JPProved [ t] [ft] 1 1 10 .00 10.00 0 Action nothi&p,i@ 1C 0' 351 8 3. 1 2 1 47 .00 47 .00 0 Reviewed4si0tPdy Consultan$7 . 00 0' 35'8 2 2 icfort manUL'&sign wnr action indicated does not modify and is subject to compliance Net uplift uniform load the Contract D Thjp4or is responsible for: Verification of quantities & dimensions. Coordination with Lw,aLc & t rij1ceottewor, and _ construction in compliance with the Contract Documents. Allowed deflection under live 1 ad •Dute.'07P29I19 ... By NickyPereda 1.17 .fl LI 360) Calculated deflection under ser ice li ..... = n LI 360) Allowed deflection under total LoadwMsjarchltacwro)......= n Li 240) Calculated deflection under sei iicel Theni1s, = n LI 240) Lakeiand, FL. 33801 End of multinle loads *CANAM Mark: Ji 1 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 Inclination (mci.): 90 = Vertical, 0 = Horizontal Composite (p): 0 = standard, 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khalidi Ali Shop: Buckeye Arizona [Production] 432 / 470 Area to Paint : 127.78 ft2 Material Sort : Cost 168(182)-168(182)-2S-18/10-432(470) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:_18.029- ----- Submittal No.: SDI 5 - Reviewed by:....N Date:....Zi2i1 []Revise & Resubmit Approved El Action not Required Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: Nicky Peroda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 C-1I Ic I,: I 9 I 1.0 1.1 1.2 1.3 \\-- \\: .L.s_ 2.1 2.2 - I 1.I I I -: a?: bl Prri• - O'..flh/IV \I /1W\I /;° \ 2.8 2.9 2.10 2.11 £ I I I I I I I 501 aOl .1.1 CsI 01 i 0i ml MI 11% 43' CANAM Mark: J12 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J12 (MS 1, Asymmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE I I I I I I I I I I I I I I =11 I I I I I I I I I I I I I I I I ttI I I I I I I I I I I I I I I I : : : : : : : I slI I Ol I I 00 ! M! II I I I I I I - ------ -, : Iv 4 I.4 94 1.14 1.15 1.16 1.17 1.18 1.19 A r- : : TRUI Um. L SVIT 4/ 1.5 1.6 . .9 I. 1.11 1.12 1.13 ,/clL ppr7d .,4 Dv., ppro d as Dot t ot/p\od eu rjt SSE\ $ revieç4 he ite ly for çfai CO lance with N e contra domenW. The 2ontr9ctor 2it still res3dnsibl forkonfiçming2 nd correibting all trdides, quantities and p&iorming worin a safend satisfory manrç. 001 C41 %C SSE oject No.:J029_3ubmittal Nsois_- C: 41'-4 CR: 0'-0" EXTR: 0'-11" ESL: - 0'-1 3/4" ESR Reviewed by:_N__...._-------Date:_Z/Zi1 50 LOADING CONDITIONS THE Wnwm ITBTJ7V..Q ARE Ui -FACTORED 0 Revise & Resubmit Ug Approved TOTAL LOAD..: l46.01èjntiRequired 1. LIVE LOAD...: 117.00 lb/ft i:i Reviewed as Noted By Consultant --------------------- --EXTENSLON - -------------------------------------- Review Is for conformance with the design concept only. Any Tcx-L 0'-1 1/2" action MWOdoe4 difyandIssubjec& ,Ii50ce 5. )0 Mf = -0.001 ft-kip (0.123) TL = 146 LL = 117 L/ L80 = 0.01 TL = L/ 90 = 0.02 I = 1,31 jA4 Verification of quantities& dImensionsLrW1d1nBIon YflL = LI )999 = 0.00 TL = L/ -320 = 0.00 other work, safe & satisfactory performance of the work, and Tcx-R 0' -6"ith 5.00 Mf = -0.018 ft-kip (0.156) TL = 146 LL = 117 13Iiet.I7l29I19 82By: NickyPereda LL = LI 1.80 = 0.03 TL = L/ 90 = 0.07 I = 1.31 inA4 ca' " 1., 3999 = 0.00 TL = L/ -322 = -0.02 WMB (architecture) ---------------849 ,A.€ONCENTRAI_(F: ,m Axis) ------------------------------- Lakeland, FL 33801 No Sp Side Hole To al Load Live load Net uplift Pos:' :ion Spacing Cat. Chord Incl. Cmp [kips] [kips] [kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0.00 0'-0" 0_0II 9 1 90 0 ------------------------------PARTIAL LOADS (From Axis) --------------------------------- No Span Left Right Start Length Chord Cat. [ib/ft2] [lb/ft] (lb/ft2] [lb/ft] [ft] [ft] 1 1 17.00 17.00 17.00 17.00 01 0 41'4 1 1 2 1 47.00 47.00 47.00 47.00 01 0 41'4 2 2 3 1 14.00 14.00 14.00 14.00 33'2 8'2 1 3 4 3 14.00 14.00 14.00 14.00 01 0 01 11 1 3 Gap ......: 1" Left Reaction = No Tension Compres. Top Chord 1.0 0.00 0.00 1.1 3.18 -8.04 1.2 3.05 -7.78 1.3 6.64 -16.86 1.4 6.64 -16.86 1.5 9.59 -24.32 1.6 9.59 -24.32 1.7 11.59 -29.36 1.8 11.59 -29.36 1.9 12.64 -31.96 1.10 12.64 -31.96 1.11 12.74 -32.13 1.12 12.74 -32.13 1.13 11.89 -29.87 1.14 11.89 -29.87 1.15 10.09 -25.18 1.16 10.09 -25.18 1.17 7.34 -18.05 1.18 7.34 -18.05 1.19 3.80 -9.29 1.20 3.97 -9.58 1.21 0.00 0.00 Bottom Chord 2.1 0.00 0.00 2.2 12.16 -4.81 2.3 20.83 -8.23 2.4 27.08 -10.71 2.5 30.89 -12.23 2.6 32.28 -12.81 2.7 31.23 -12.43 2.8 27.76 -11.11 2.9 21.85 -8.84 2.10 13.52 -5.56 2.11 0.00 0.00 End Diagonal 3.1 9.04 -3.57 3.2 10.41 -4.32 do z 88 0.45 4'-0' do z 88 0.50 do do z 88 0.52 do do z 88 0.52 do do z 88 0.52 do do z 88 0.51 do do z 88 0.46 4'-0" do z 80 0.36 3'-8 LI.. 2.5 X .230 z 79 0.24 3'-S" BR 15/16 yy124 0.59 3'-0 7/8" .223 - 1" BR 15/16 yy145 0.97 3'-7" .223 - 1 1/8 CAI'JAIVl Mark: J12 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 ----- - ----------------------------------- UPLIFT ------------------------------------------ Net uplift uniform load 82.00 lb/ft --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load....... ......... = 1.38 in (LI 360) Calculated deflection under service live load.....= 1.38 in (L/ 360) Allowed deflection under total load...............= 2.06 in (LI 240) Calculated deflection under service total load = 1.88 in (LI 263) 1ii"4 Joist inertia ......................O4..22 Required camber ................... Ii.'-rn, iir riAI 't½f ak 11 -------------------- FORC 0IIwwL/rb9I OIOIIZIVIO S I N EI/IEEMV!3 (siU/N) Ef noted 0 Not approved, resubmit--------copies -1.71 kips Right Reactron = reviewed the item only for general wit 1 cojtjct docurrçThe Confroctor is still responsible for: confirming and correlating all trades, quantities and performing X w8M in a safe find atIftory mhir'2" z 41 0.23 1'-10 1/4" SSE Project No.:_! _.!L±Submittal 61i5_- z 37 0.34 2'-0" Reviewed by:. BON 37 0 .43----- Dat...Z//1 z 37 0.52 do Revise & Resubmit : Approved Action not Required Z 37 Reviewed as Noted ByCansuMdAt 0.57 do i 37 O.4 Review is for cant ormaice st) theotlaig concept only. dey action indicated does ,,t m1i/y ar !bJect to compliaJ& the Contract Documeqs. Tefont63ct,ris responsible Verification of quantities & dimensiors, 4 Coordination witit z 37 p other work, safe & set isractory perror.m 4 ance of the work, anddo construction in compiince i?h thPCact Document? Date :07129119 z 5r: NickyPereda 2' -5" X .230 z 12 0.16 WMB (architecture) 110 South Kentucky Ave. z 65 0.21 (TH 4.35/ REQUIRED x = tied at LL 2. d d d d d do do LI.. 2 LL 2 16.58 in) 41/ -1.85 kips UIRED WELD Weld-Ea . Side Remarks *CANAM Mark: J12 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks Diagonal Towards End 4.1 5.71 -2.23 U 1 x 3/4 x 0.091 z 90 0.94 21 -611 .091 - 2 1/8" 4.2 4.25 -1.65 do z 90 0.70 do .091 - 1 5/8" 4.3 2.77 -1.07 do z 90 0.46 do .091 - 1 1/2" 4.4 1.94 -0.49 do z 90 0.32 do do 4.5 1.94 -0.37 do z 90 0.32 do do 4.6 2.57 -0.95 do JO 0.-8 do do 4.7 4.04 -1.53 do .091 1 1/2' 4.8 5.51 -2.16 U 1 x 3/4 1 0.091 S TRIAc iA4L SYS72AJS .0 - 2" Diagonal Towards Center ENGINEERING 5.1 2.28 -5.68 U 1 X 1 1/8 1 °:Approve 56 o99j App?ctds8"noted"8 1 5/8" 5.2 1.94 -4.82 U 1 x 1 1/8 z 63 0.90 0 118 1 1/2" 5.3 1.36 3.35 U 1 x 0 91 o Not appl'ov€& do copies°9° 1 1/2" 5.4 0.78 -1.94 U 1 x 3/4 0.091 z 90 0.61 do .091 1 1/2" 5.5 0.21 -1.94 do SSE has them f revi do 5.6 0.08 -1.94 do we10 only general 0 0.qipliance w2th 9 e%IItroct do 5.7 0.66 -1.94 U 1 x 3/4 docgents. The091 1 1/2" 5.8 1.24 -3.14 U 1 x 0 1 93Contractor iszst6reepe2sible for:ddonfirming cub 1 1/2•' 5.9 1.83 -4.62 U 1 x 1 1/8 ONMIating alt trJes9lantities i'd-5erformin'8 1 1/2" 5.10 2.28 -5.50 U 1 X 1 1/8 OW in a sce bfid factor?'rfiinM' .118 1 5/8" Secondary Web Member SSE Project No.:4q.02p __Submittal NQ.:Sfl15_- 0.091 2 ..--Submittal 7.1 0.22 -0.48 U 1 x 3/4 5/8" .0 - 1" 7.2 0.16 0.41 do Reviewed by:_.9.9-------'Daf_7i2J.i9 do 7.3 0.16 -0.45 do z 1 fLip do do 7.4 0.16 -0.47 do z D.l. u.i. no do 7.5 0.16 -0.49 do z 51 0.11 do do, 7.6 0.16 -0.49 do 51 0.11 .Js., do 7.7 0.16 -0.48 do F DRev1se&Resubmi MApproved do 7.8 0.16 -0.45 do I I do 0 z 51 Action not Required do do 7.9 7.10 0.19 0.29 -0.42 -0.54 U 1 x 3/4 ,i z 51 0.0. (13 11 -9 5/8" .091 - 1" ----- with the design concest only. AnL ________________________ action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Maximum spacing between rows of brid ing v rification of quantities & dimensions Coordinatin with L :eral Supports @ Top Chord: 17 -6 & satict1.RfncJnPd !ck (36") @ Bottom Chord: 28' -8 nposed and conc. load 5 or POSITION @ Top Chord Date:07129119 14'-0 1/8" Add 3' 27'-10 5/8" WMB(architecture) 10' U 110 South Kentucky Ave. 20' Lakeland, FL 33801 1' Add 38140 Equally Spaced Bridging between Uplift Rows : No ----------------------------------------------------------------------------------------------- vl .48.0 Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 angles welded in box, -BR = Round bar -U = 1 U profile, -UU = 2 U profiles one inside the other, -CL = Crimped angle CONCENTRATED LOADS (* indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far 'Side Mole: Top Chord with Roles at Conc. Loads *CANAM Mark: J12 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 Definition of the categories (Cat.): - 9 Bend Check Anywhere along the joist Chord: 3. = Top, 2 = Bottom - Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Onp): 0 = standard. 1 non-composite PARTIAL LOADS Span: 1 = Maim Joist, 2 = Left Extension, 3 Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = £;va, i = wine, 5 = rsom-conpoai.te te Live Project no.: V02980 Pt 657 / 705 255070-255070-25-20/11 .ae -anaa..u. Jul. bnop: sucace Area to/NEEicfft2 7 A /*OiYfAN 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance' with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:..18_-_029.....___Submittal No.: Sf15 Reviewed by:....N Date:_7iZi1 [Production] Material Sort : Cost EJ Revise & Resubmit Approved t:i Action not Required i:i Reviewed as Noted By Consultant Review Is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: NickyPereda WMB (architecture) 110 South Kentucky Ave. Lokeland, FL 33801 Tcx-L 0'-1 1/2" TL = 146 LL = 117 ntQ I = 1.41 jA4 Tcx-R O'-6" Type TL = 146 LL = 117 ntQ I = 1.41 jA4 --------------------------- No Sp Side Hole Total Load [kips] 3 1 Both No 0.30 4 1 Both No 0.31 1 1 Both No 0.81 2 1 Both No 0.50 f = -0.001 ----------------------------- ft-kip (0.147) .01 TL = L/ 90 = 0.02 0.00 TL = L/ -185 = -0.01 -0.018 ft-kip (0.179) .03 TL = L/ 90 = 0.07 0.00 TL = L/ ----------------------------- -185 = -0.03 c/End [ft] 0,-On 0,-Oil -o'-011 41'-411 Cat. Chord Incl. Cmp 0-9 1/2 [deg] 9 1 90 0 4 1 0 0 7 1 90 0 7 1 90 0 *CANAM Mark : J12A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J12A (MS1, Asymmetrical,, Free ends) aligned on J12 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I I I I I I I I I I I I I I =11 I I I I I I I I I I I I I I I I II I I I I I I I I el I I I I I I -t I I I I I I I I I I I I I I I I I I !Pi ' -I I ° I CI 0l 0 I I 0II I 41 .. I I 01 I I I I 0i I ' I I 001 I I I O'1 - II I N. t'I. 'j. enen - - II I I I II I I I I II I I I I I I I I I I I C I SIP I I op 'o. ;,I I 1.0 1.1 1.2 1.3 1.4 1.5 e4 A 2.1 2.2 2.3 I I I I r16 1.17 1.18 1.19 1.20 1.21 2.11 I I 2.9 I 2.10 I I I I I 41 aol - - - - - - -. - - - - - - - - 1.7 9FRUCTh)RALlSK9TEMS 1.14 1.15 \ v ve J 7,resub Ave XsAA pprQ \d-.-. L-----\ 24SSE has Hviewed th 6item: only2for genero 8 compliance with: the contrapt documeqts. The - Cofftactor is N11 respontle for: ccfirming ante: SQl NI.. '01 . correlating all -trades, quaNtities and eperforming rn oWtDck nri ssfie° ani.sotfaviory gsineco SSE Project No.:._i&029____Submittal No.:SDI5 - Reviewed- -by'2_PP 8tei1- - 9trP U('IW5 'tLU AP ThT-FT° TOTAL LOAD..: 146.00 lb/ft 18KSP146/117 LIVE LOAD...: 117.00 lb/ft esobm$t- - EX1N1IPPmved r. ff FL ActpSJn Bot Required Shoe - l RevIwraPasNotW6CorHtarj&L = L/ 180 = cal . D. Review is for conformance with t opt only. Any action indicated does not modify and Is subject to compliance the Contract The ContracoT Pi9sponsible for: Ivif = = other work, safe cat1facIcy pj zmSficeIsf/he 99c9& = construction in compliance with the Contract Documents. nor'wwsmTu Iii Date :07129119 By: Nidiy Poreda a. ive adh.Itl uplift P 4arc [ki3,JuthKentuckyLLPS] - 0 . QPwiand, FL 338010 . 00 0.00 0.00 0.00 0.50 21'-4" Axis) ----------1-------------------- Net nconcp6Jv/W1d C :. Chord Incl. Cmp [ktp&Jcated does not m4ffd is subject to complE4] I -9 1/2 [deg] 0thntract Documents. 1 90 0 oVedfbation of quantities & Jtsensjri. CoordinatlolUvth 0" 1 0 0 0otIcwork. safe & satisfactojtPer&jtclnonce of thelefi. in . 90 0 0oo ,uction comptianch1çpntract Docu,,its4 1 90 Date :07129119 By: Nidiy Pimda TIAL LUAuti trrom Axis) - - WMB (architecture) entucky Ave. - -- -- -- -- - -- .ength - - - - - - - - - - - Chord Cat. /ft29 eian [ft] 1R nn ion 0'O 41'4 1 1 47.00 47.00 01 0 41'4 2 2 19.00 19.00 34'9 6'7 1 3 19.00 19.00 01 0 0111 1 3 No Sp Side Hole Total Load Live load [kips] [kips] 3 1 Both No 0.30 0.00 4 1 Both No -0.31 0.00 1 1 Both No 0.81 0.00 2 1 Both No 0.50 0.00 No Span Left [lb/ft2] [lb/ft] 1 1 18.00 18.00 2 1 47.00 47.00 3 1 19.00 19.00 4 3 19.00 19.00 CANAM Mark: J12A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] (lb/ft2] [lb/ft] [ft] [ft] 1 1 19.00 19.00 19.00 19.00 01 0 411 4 1 1 2 1 47.00 47.00 47.00 47.00 01 0 411 4 2 2 3 1 19.00 19.00 19.00 19.00 34'9 61 7 1 3 4 3 19.00 19.00 19.00 19.00 01 0 01 11 1 3 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load 77.00 lb/ft -------------------------- STRUCTURAbSY$TEM$ 360) load (LI 384) IJIL7IIV tl1id(in (L/ 240) 3: 99) IF4'1 no D Not oppried, resubit_ --- copies hs re&!e cløcuaieats.. Jbe Dr*tJzsisAI r pthiein ocinfirming and correlating all trades, quantities and Derforming and satiskk& 11 00 lb/ft SSE °J82LSubThitta1 NoSDi5 ReviMeb_N9.O -te'2Pi° ft-kip 0.000 errfl 1,1, = T. 1Rfl = ( ni TT, = LI 90 = 0.02 Shoe 900 Mf = -0-01Aft-kip 0.000 EJq;D = L/ rr Re >< "' °L =1 ./ 90 = 0.07 vis i:i Action not Required Allowed deflection under live load. Calculated deflection under service Li Allowed deflection under total load... Calculated deflection under service tc Joist inertia ......................... Required camber....................... = = = = = = = = === == = = ==== = = = = = === == = = == = = = THE S TOTAL LOAD..: 146.00 lb/ft -------------------------------------- Tcx-L 0'-1 1/211 Type F[S] TL = 146 LL = 117 ntQL = 86 Tcx-R 0'-611 Type F[S] TL = 146 LL = 117 ntQL = 86 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 86.00 lb/ft *CANAM Project: V02980 LEGOLAND NEW RIDE 2020 Mark: J12A (V02980) 07/23/19 18:09:21 --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.38 in (Li 360) Calculated deflection under service live load.....= 1.29 in (Li 384) Allowed deflection under total load...............= 2.06 in (LI 240) Calculated deflection under service total load = 2.06 in (LI 240) End of multiple loads -------------------- FORCES IN MEMBERS (kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 16.57 in) Left Reaction = 5.46/ -2.86 kips Right Reaction = 5.35/ -2.85 kips REQUIRED MATERIAL No Tension Cornpres. x = tied at mid-length Top Chord 1.0 0.00 0.00 LL 2.5 X .25 1.1 5.68 -10.46 do 1.2 5.44 -10.10 do 1.3 11.62 -21.69 do 1.4 11.62 -21.69 do 1.5 16.84 -31.36 do 1.6 16.84 -31.36 do 1.7 20.61 -38.13 do 1.8 20.61 -38.13 do 1.9 22.93 -41.98 do 1.10 22.93 -41.98 do 1.11 22.86 -41.99 do 1.12 22.86 -41.99 do 1.13 20.55 -38.28 do 1.14 20.55 -38.28 do 1.15 16.96 -31.84 do 1.16 16.96 -31.84 do 1.17 12.09 -22.67 do 1.18 12.09 -22.67 do 1.19 6.31 -11.70 do 1.20 6.57 -12.07 do 1.21 0.00 0.00 LL 2.5 X .25 Bottom Chord 2.1 0.00 0.00 LL 2.5 X .25 2.2 15.37 -8.12 do 2.3 26.49 -14.07 do 2.4 34.70 -18.57 do 2.5 40.01 -21.61 do 2.6 42.41 -23.21 do 2.7 40.07 -21.53 do 2.8 35.00 -18.58 do 2.9 27.19 -14.35 do 2.10 1666 -8.82 do 2.11 0.00 0.00 LL 2.5 X .25 End Diagonal 3.1 11.38 -6.00 BR 15/16 3.2 12.75 -6.77 1" SQUARE BAR Diagonal Towards End 4.1 7.42 -3.98 U 1 x 1 1/8 x 0.118 4.2 5.81 -3.24 U 1 x 0.091 4.3 4.18 -2.50 U 1 x 3/4 x 0.091 REQUIRED WELD STRUCTURAL SYSTEMS 41 NGkVEE,Z'G i 37 pr8vë 21"Approved as noted z 0.38 2'-O' J Nbt Opfifloved, resmit -------- copies z 37 0.51 do SE lids Pewed the Nm only for general 61 d cipnc th the c(Bract documents. The Ctrtor0 .157st111 respasible for: confirming and cretjtin.lti trades, qBantities and performing w'k IR a°siTe and scffoctory manner. z 37 0.67 do SSE PãjecP ki:_19_9..Submittal No.:SD1.._ z 31 0.62 do RiieWd ----------- Date: 7/26/19 E z 37 0.40 2'-0° z 65 0.40 2'-8' D ei2 R0a,b, Appmved jJ Action not Required 0 evid ap4 By Consi2tbntl0 1/4" OlflO z Res, is f6r sormance with ta din concept only. Any actindiptgoes not modify(IBd is subject to compliance thentra5t Dgluments. The Cq,tractor is responsible for: Z VerThcation f quantities & dimensions, Coordination with 2 othPwork?aae, satisfactory pu?rmance of the work, and Z conctuctiliit,mpliance with EContract Documents. 00 0. 69 ate87I29I19 By Nicky Perods 2 81 0.41 3'-S" WMarcitero) 3 5 110 South Kentucky Ave. Lakeland, FL 33801 3 1 1' 4" yyll7 0.69 3'-7° 250 - 1 3/4" z 63 0.75 2'-6" 118 - 2 1/8" z 66 0.85 do 090 - 2 1/8" 2 90 0.78 do 091 - 1 5/8" Remarks CANAM Mark: J12A Project: V02980 LEGOLAND NEW RIDE 2 1 020 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 4.4 2.71 -1.75 do z 90 0.55 do .091 - 1 1/2" 4.5 2.40 -1.57 do z 90 0.49 do do 4.6 3.86 -2.26 U 1 x 3/4 x 0.091 z 90 0.71 do .091 - 1 1/2" 4.7 5.43 -2.95 U 1 x 0.091 z 66 0.77 do .090 - 2" 4.8 7.00 -3.68 U 1 x 1 1/8 x 0.118 z 63 0.70 2'-6" .118 - 2" Diagonal Towards Center 5.1 3.92 -7.28 d U 1 3/8 x 1 1/4 x 0.118 z 48 0.91 2'-2 7/8" .118 - 2 1/8" 5.2 3.61 -6.46 U 1 x 1 1/4 x 0.136 z 58 0.99 2'-6" .136 - 1 5/8" 5.3 2.87 -4.83 U 1 x 1 1/8 x 0.118 z 63 0.90 do .118 - 1 1/2" 5.4 2.13 -3.21 U1x0.091 z 66 0.84 do .090 - 11/2" 5.5 1.70 -2.40 U 1 x 3/4 x 0.091 z 90 0.75 do .091 - 1 1/2' 5.6 1.48 -2.40 U 1 x 3/4 x .001 n 00 Q.;6 as .001 1 1/2' 5.7 1.92 -2.90 U 1 x 0. 1 T I! T7IW?.41 V Al .090 1 1/2" 5.8 2.61 -4.48 U 1 x 1 1/8 0.118 Y ' 'i" .118 1 1/2" 5.9 3.30 -6.06 U 1 x 1 1/4 2 0.136 z IA! '-6" .136 1 1/2" 5.10 3.70 -6.88 d U 1 3/8 x 1 1/ 0.118 '"6'*s ''2 -2 7/8" .11 - 2" ll Approved 0 Approved as noted Secondary Web Member 7.1 1.23 -1.50 U 1 x 3/4 x .090 Not ard,or.Jbmit_J.-..9_sJ.a.coples .09 - 1" 7.2 0.98 -1.25 do z 51 0.28 11 -611 0 7.3 0.98 -1.30 do SSE has re,ievd thtem onlydr general t o 7.4 0.98 -1.33 do compliance ith'thantract ddments. The t o 7.5 7.6 0.98 0.67 -1.35 -1.04 do z 52. 0.30 . do . . Contractor s tl rsp9nsible fo 0 confirming and o 7.7 0.67 -1.02 do do correlating g1l ode,2 uantities &jid performing 7.8 0.67 -0.99 do work in a Eafnth.tisfactorydanner. o 7.9 0.69 -0.94 do z 51 0.21 1'-6" 0 7.10 0.94 -1.18 U 1 x 3/4 x . oSE Project Mo.:.18-2_. _SubrnaMrSD15_.09 - 1" -------------------------------- I . - ReeibxN QoteZ1_9. 41----------------- Maximum spacing between rows of bridging Lateral Supports @ Top Chord: 17' -8"-> 2-Row*s'j--M±n±inum--'----De k (36") @ Bottom Chord: 5 RoIc1s Imliosed and conc. load 5 or POSITION @ Top Chord 14'-O 1/8" 27'-10 5/8" Equally Spaced Bridging between Action not Requireb Botton. Reviewed as NotedAnsultant 3'-011 .i.t.,. -.2 -- Review is for conformance with the dpjwi coRpt only. Any action indicated does not modify anis1sbJec5 compliance the Contract Documents. The Contractor is responsible for: Verification of quAawn & with other work, safe & satisfactory performance of the work, and Rowsjnstrua in compliance with the Contract Documents. _D,3t 97l29119 - - - - BYL Nidiy Pereda I WMB (architecture) Uplift according to slope I 110 South Kentucky Ave. Fabrication code unless noted I Lakeiand, FL 33801 -LL = 2 angles short legs back to back, I_EL = 2 angles welded in box, -U = 1 U profile, -VU = 2 U-pro lesonw'tntde -------------------- vi. 48.0 = Round bar = Crimped angle CONCENTRATED LOADS (a indicates that the conc. load is not directly on the panel point.) Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Conc. Loads Definition of the categories (Cat.): 4 = anywhere along the joist 7 = at any panel point along the joist for an interval 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom *CANAM Mark: J12A Project: V02980 LEGOLAND NEW RIDE 2020 - (V02980) 07/23/19 18:09:21 Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cnp): 0 = standard, 1 non-composite PARTIAL LOADS Span: 1 Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad A1-Khalidi Ali Shop: Buckeye Arizona [Production] 728 / 778 Area to Paint : 171.52 ft2 Material Sort Cost 279(298)-279(298)-2S-20/11-728(77 STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming an correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:,J11029__...._Submittal No.: SDiS Reviewed by:....N __,Date:L!1 [J Revise & Resubmit Approved Action not Required Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: Nicky Pereda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 CANAM Mark : TJ13 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : TJ13 (MS1, Asymmetrical,, Free ends) aligned on J5 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE II I I I I I I I I I I I I I I CD =11 I I I I I I I I I I I I I I I 1 I I I .0 I I .1 .1 . I I . I . I . I . I - IC4 en I i - I 'n r-1 0% - u ru 0% I N. N. N. II II II I I U I is - 1.0 1.1 1.2 do 2.1 2 pI (1 A'.AVd" PirrI - A' STIIL4±7VRALSY3TEAS I 1.4 '5E(G1 ER'VJ 1.9 1.10 ove ted P. ppr ed\as /' . ar rEhas ye 1'esu i Lc p1 r 'd the item nly for nj çomplice with the zbntraçt doci7ents. The 2.6 contractor is still responsibl for: confirrring and W.orrelating otrades, quarities and pebrming 4iyork in a s44 and satisftory mannet: Reviewed by: _N Date:JJ26Ji9 \t Go \o'l 2.7 2.8 2.9 2.10 -L I I I I I I I I I I ('II 1(11 N1 N1 N1 enj "si - n'.niig" N N N N N 1 1.12 1.13 1.14 1.15 1.16 hr--t r-. THE SHOWN VALUES ARE UN -FACTORED TOTAL LOAD..: 1fl91% 0 Approved .17 LIVE LOAD...: 117.00 lb/ft Reviewed as Noted By Consultant Tcx-L 0,-1 1/21 -------------fl!.!r!d-------. Type Ft•S) Sliue = 5.00 Mf = -0.001 ft-kip (0.170) TL = 146 LL = / 180 = 0.01 TL = L/ 90 = 0.02 I = 0.49 A4 action indicateddoes not modify and issubiectoP,ce LL LI 9999 = 0.00 TL = L/ -341 = 0.00 the Contract Documents. The Contractor Isresponsi Ic or: ------------&WervThaeThT Verification of quantities & dimensions. Coordination with fic-Gry QdLOADS (From Axis) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - construction incompliance with the Contract Documents. No Sp Side Hole 1-!c.d 1 .. 1f C ?osition Spacing Cat. Chord Incl. Cmp D7l29Il9 kips] [ft] [ft] 0-9 1/2 [deg] 1 1 Both No 0.30 0.00 0'-0" 01 -0" 9 1 90 0 WMB (architecture) 110 South Kentucky Ave. PAR (F Mm Axis) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - No Span Left Right Start Length Chord Cat. (lb/ft2] [lb/ft] [lb/ft2] [lb/ft] (ft] [ft] 1 1 10.00 10.00 10.00 10.00 01 0 35'8 1 1 2 1 47.00 47.00 47.00 47.00 01 0 35'8 2 2 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 77.00 lb/ft No Tension Compres Top Chord 0.00 0.00 2.46 -6.45 2.37 -6.25 4.48 -11.81 4.48 -11.81 6.68 -17.62 6.68 -17.62 8.01 -21.12 8.01 -21.12 8.46 -22.31 8.46 -22.31 8.04 -21.19 8.04 -21.19 6.74 -17.76 6.74 -17.76 4.56 -12.03 4.56 -12.03 2.47 -6.52 2.57 -6.72 *CAIMAM Mark: TJ13 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.17 in (LI 360) Calculated deflection under service live load.....= 1.17 in (LI 360) Allowed deflection under total load...............= 1.76 in (LI 240) Calculated deflection under service total load = 1.62 in (LI 260) Joist inertia .....................................= 182.27 inA4 Required camber...................................= 0.51 in FORCES IN MEMBERS (kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap ......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 16.88 in) Left Reaction = 3.591 -1.36 kips Right Reaction = 3.57/ -1.35 kips REQUIRED MATERIAL x = tied at mid-length LL 2 X 166 do do do do do do do do do do do do do do do do do LL 2 X 166 REQUIRED WELD STRUCTURAL SYSTEMS 51 oENGINE/NG lR Aro56 ë 42 1 4pproved as noted EY N apved, resuiit--------copies 7 do ssC h rv4ed the iti only for general complioceo with the con.t6act documents. The Corror qs7tiII respo4sible for: confirming and corekiftg blFrades, q&tities and performing .46 0.73 d - wor iq60 and satactory manner. 6 do SSEzz Prct :o.1a029___submittaI No.:SDI5_- D,..Z.....4.15 i3O.. 5-pj do 11-4- '7112AM14n z 55 0.34 l'-ll 3/40 Remarks Bottom Chord L.1 Revise & Resubmit Approved 2.1 0.00 0.00 I..L 2 X .166 z 82 0.25 2 2.2 8.01 -3.05 do 0tctot1*sd 2'- 2.3 14.94 -5.69 do 0" 2.4 19.59 -7.46 do -s---1-0-D--0.-E- do- 2 . 5 21.93 -8.35 do z RJv is fatcogformance with t3adesign concept only. Any 2.6 21.97 -8.36 do z a,t&9 lndi8atIoes not modifv,d is subject to compliance 2.7 19.70 -7.50 do z titeJntrejt%uments. The Cractorls responsible for: 2.8 15.12 -5.76 do z Virftatioa with 2.9 8.26 -3.15 do other work & satisfactory performance of the work, and safe z 2.10 0.00 0.00 LL 2 X .166 construction in compliance wi ractDocum e nts. "AR n 29 2'_11 -4 /41. Date :07.29119 By: Nidy Pefeda End Diagonal 3.1 7.28 -2.78 BR 15/16 yJ2%(arCbte4t4re) 3'-0 7/81i 7 8" 3.2 7.51 -2.87 BR 15/16 )juthei,cky Ave . 3 -2 1/4 O 7 8" Lakeland, FL 33801 Diagonal Towards End 4.1 4.64 -1.75 U 1 x 3/4 x 0.091 z 91 0.76 2'-6" .091 - 1 3/4" 4.2 3.28 -1.21 do z 91 0.54 do .091 - 1 1/2" 4.3 1.87 -0.68 do z 91 0.31 do do 4.4 1.56 -0.14 do z 91 0.26 do do 4.5 1.56 -0.13 do z 91 0.26 do do 4.6 1.82 -0.66 do z 91 0.30 do do 4.7 3.24 -1.20 do z 91 0.53 do .091 - 1 1/2 CANAM Mark : TJ13 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks 4.8 4.60 -1.73 U 1 x 3/4 x 0.091 z 91 0.76 2'-6" .091 - 1 3/4" Diagonal Towards Center 5.1 1.34 -3.45 U 1 x 3/4 x 0.091 z 61 0.81 1'-8 5/8" .091 - 1 1/2" 5.2 1.48 -3.82 U 1 x 3. 1/8 x 0.118 z 64 0.72 2'-6" .118 - 1 1/2" 5.3 0.95 -2.41 U 1 x 3/4 x 0.091 z 91 0.76 do .091 - 1 1/2' 5.4 0.41 -1.56 do z 91 0.49 do do 5.5 0.39 -1.56 do z 91 0.49 do do 5.6 0.93 -2.37 U 1 x 3/4 x 0.091 z 91 0.75 do .091 - 1 1/2" 5.7 1.46 -3.78 U 1 x 1 1/8 x 0.118 z 64 0.71 2'-6 .118 - 1 1/2" 5.8 1.33 -3.42 U 1 x 3/4 x iuj1 z bi. u.ou A'_5 - Ii 1/2" Secondary Web Member 7.1 0.17 -0.37 U 1 x 3/4 x 7.2 0.15 -0.37 do 7.3 0.15 -0.40 do 7.4 0.15 -0.42 do 7.5 0.15 -0.43 do 7.6 0.15 -0.42 do 7.7 0.15 -0.40 do 7.8 0.15 -0.37 do 7.9 0.17 -0.38 U 1 x 3/4 x Maximum spacing between rows of brid @ Top Chord: 15' @ Bottom Chord: 24' POSITION ® Top Chord 11'-11 3/4" 23'-9 3/4" Equally Spaced Bridging between Uplift STRUCTURAL SYSTEMS 091 .091 tl Approed52 0.09 o App&ved as noted z 52 0.09 do 0 Not pr%'ed.ubmit-------copies z 52 0.09 do SSE has rvieWed kh? item onl01or general 09qpmpliancez. wild tF ontract3.dgQ tts. The .091 Contractor is still responsible for: confirming and - of rei GNaes -quofl#iies- d -pet1ormin- - work in a safe and satisfactory manner. Latera P 'Prt No.: 2j9 s) Mjpjn No.:SflE 1/8" ==> 5 RowtT Minimum mpos Reviewed by:QN......--------- ...Date:_LIZ/1a 8'-11" c:i Revise & Resubmit Action not RequId ii Reviewed as Noted By Consultant 1" in Supports 6") and conc. load 5 or Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back. -U = 1 U profile, CONCENTRATED LOADS (* indicates that the conc. Span: 1 = Main Joist, 2 = Left Extension, Side: Both Sides, Near Side, Far Side Definition of the categories (Cat.): Review is for conformance with the design concept only. Any - - - 155fBddVdB RbfMMf7 dRdirsabma tbToThisflre----- the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and L ionalOV rafkardwAtIsSip.tract Documents. -BR U = Q Uo75gj19 - one B#NaJWPem ther, -CL oad $*B (architecture) not directly PC 3 = 1RñbtKEmhion Hol*giaE3trd with Holes =do ------------------- vi. 48.0 Round bar Crimped angle nt.) 9 = Bend Check Anywhere along the joist Chord: 1 = Top. 2 = Bottom Inclination (mci.): 90 = Vertical, 0 = Horizontal Composite (asp): 0 = standard. 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top. 2 = Bottom Load Category (Cat.): 1 = Dead. 2 = Live, 3 = Wind. 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Kbalidi Ali Shop: Buckeye Arizona [Production] 344 / 372 Area to Paint : 119.25 ft2 Material Sort : Cost CA. AM Mark: TJ13 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 135(146)-135(146)-25-18/10-344(372) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit--------copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project' No.:_11[O29_...._Submitta1 No.:3 D15 Reviewed by:_N Date:_1!2./9 [J Revise & Resubmit Approved Action not Required Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions, Coordination with other work, safe & satisfactory performance of the work, and - construction in compliance with the Contract Documents. Date :07129119 By: Nicky Peinda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 2.9 2.10 .L oI r-I CANAM Mark: TJ13A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : TJ 13A (MS 1, Asymmetrical,, Free ends) aligned on J5 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE It I I I I I I I I I I I I I =11 I I I I I I I I I I I I I I _ _ I 'l .. .. I .1 ..• • .1 N ml n' -'all l I l l I l l g . CNI t I II II I I nl I I I . -ia-... ....... ....... ..... .. ......... . i 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 I 1.8 Y 74 14 1.15 11.16 I ,"fl I\ ' r-Ii /\ 'IT Il 10 I'' \.-I 2.1 2.2 2.3 2.4 I I I I en .1 1 0'-63/4° EXTL: - 0'-01/4° C/C: 35'-8° CR: 0'-51/4' E THE S1 TOTAL LOAD..: 146.00 lb/ft 18KSP146/117 LIVE LOAD...: 117.00 lb/ft - fl90 JJON - DAppmvad Tcx-L 0,-1 1/2" Type F[S] Di5t'w 5.00 -0. 01 ft-kip (0.174) Ti, = 146 Li, = 117 ntQL _. = 77 1dih'edaNatunIB4nsuit]ii80 = 0.01 TL = ,/ 90 = 0.02 I = 0.58 irlA4 -Cai.D. L/ -186 = -0.01 LL - L/ 9999 - 0.00 TL Review is for conformance with the design concept only. Any ----------------------------CONCE 1TRAT indØj,esTpyftan oign.e the Contract Documents. The Contractor is responsibie for: No Sp Side Hole Total Load Live load VcrWcvtiog.of quanties & dILnsion5 Coor let afe&satc4 nceof l Ca.. Chord mnl d. Cmp [kips] (kips] [1itlion in compliance L1iiil0 Contract Documen t] 0 9 1/2 [deg] 3 1 Both No 0.30 0.00 If )' 0" 9 1 90 0 4 1 Both No 0.31 0 .00 ('PI@ @7129119 0 By& Nicky Pereda Y-011 4 1 0 0 1 1 Both No 0.50 0.00 0.50 0'-1" 7 1 90 0 2 1 Both No 0.81 0.00 _________ " 35 0 ''! (architecture) 30' -8 7 1 90 0 I 110 South Kentucky Ave. PARkIAL 'tftHh"J'hrom Axis) No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [ib/ft2] [lb/ft] [ft] [ft] 1 1 12.00 12.00 12.00 12.00 01 0 3518 1 1 2 1 47.00 47.00 47.00 47.00 01 0 3518 2 2 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 77.00 lb/ft UPA IN r 10 i V v,d '' ppro 'd a o t e d 0 Not vproved, re' mit----- 2.5 2.6 2.7 2.8 SSE has teviwed the tem only for general - compliarp with the tract docunts. The Controctit is still resØnsible for: ônfirminq and N correlatin all trades, cjuantities an? performing ih 4 atfct8 'f"onncr. wr"fri af SSE Project No.:.J.a-o.29 ----- Submittal No.: SDIS - - CANAM Mark: TJ13A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load ... .............= 1.17 in (LI 360) Calculated deflection under service live load.....= 1.06 in (L/ 398) Allowed deflection under total load...............= 1.76 in (LI 240) Calculated deflection under service total load = 1.76 in (LI 240) Joist inertia.....................................= 211.06 inA4 Required camber ...................................= 0.51 in LOAD NO 2 C TJ13A#02 ) =================================== -----------------------------------LOADING CONDITIONS ------------------------------------ THE SHOWN VALUES ARE UN-FACTORED TOTAL LOAD..: 146.00 lb/ft 18KSP146/117 LIVE LOAD...: 117.00 lb/ft ---------------------------------------EXTE Tcx-L 0,-i 1/2" Type F[S] Shoe 0.000 TL = 146 LL = 117 ntQL = 77 Req.D. Ll, L/ ?JM 90 1 .02 lXl Approved 0 Approved as noted -----------------------------CONCENTRATED L DS (From Axis) ------------------------------ 0 Not approved, resubmit— __copies No Sp Side Hole Total Load Live load Net upliftPos/Start Spc/End Cat. Chord Inc'. Cmp [kips] [kips] (kips] SSE hbteviewed the only0 f& geV@ [ g] 3 1 Both No : 4 1 Both No - : : compl'pë with the rtct dument The g 1 1 Both No 0.50 0.00 0.50 Contrtr1i6 still rionible fog: confirping and o 2 1 Both No 0.81 0.00 0.81 corratin all 3t5ude, 310@n(1t1es7and pedorminq s o work in a safe and satisfactory manner. -------------------------------PARTIAL LOAD (From Axis) ------------------------------- SSE Project No.:_j.a 02a.____Submittal No.: SDI 5 - No Span Left Right Start Length (lord Cat. [lb/f t2] [lb/ft] [lb/f t2] [1 fviewed by:_cN__LfiJ ------ DatfflLi 1 1 11.00 11.00 11.00 1.00 0'O 361 8 2 1 47.00 47.00 47.00 47.00 01 0 351 8 2 2 --------------------------------------------- UPLIFT V7R;S;5 —It jAPPmved Net uplift uniform load : 77.00 lb/ Eto ActionnotRequired El Reviewed as Noted By Consultant -------------------------------------- DEFLECTION --------- Review is for conformance with the design concept only. Any Allowed deflection under live load .... . ........... inj fJoejt me (and igsfJt to compliance Calculated deflection under service live load the Contrct TlLCpntraGi8r,sPonsibie for: Allowed deflection under total nation with other wo • safe & $4 s act I, rfor a c the work, and Calculated deflection under service load.................VerificatçQQanJ4s &?sionlocuments. total load.... construimCe the Ck ==================================== .. action End of multipi 1Øaa 7129119 ===9p NickyPoreda WMB (architecture) 110 South Kentucky Ave. Lakeland, FL 33801 *CANAM Mark: Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 -------------------- FORCES IN MEMBERS [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap .......1 (Fy = 50 Ksi ti/N) (5ff. depth = 16.86 in) Left Reaction = 4.25/ -1.99 kips Right Reaction = REQUIRED MATERIAL No Tension Compres. x = tied at mid-length Slend. Util. Length Top Chord 1.0 0.00 0.00 LL 2 X .203 z 4 0.17 0'-1 1/21 1.1 3.96 -8.01 do 1.2 3.81 -7.76 do - 1.3 6.98 -14.44 do OIIRJL/zIL1'V11s.4 0 1.4 6.98 -14.44 do do 1.5 10.37 -21.50 do IIJ4VL4j44tIIVIJ do 1.6 10.37 -21.50 do LXI Approved Z 46 Off Approve0as noted 1.7 12.56 -25.90 do z 46 0.70 do 1.8 12.56 -25.90 do 0 Not approved6reJmit ------ --copies 1.9 13.20 -27.28 do z 46 0.74 do 1.10 13.20 -27.28 do SSE has reviewed 4tie 9téfj only fordeneral 1.11 1.12 12.51 -25.89 do . 46 0.70 dd' compliance wit z t%cnt,ect docuronts. The 12.51 -25.89 do Contractor is for: c5 9firming and shill gspnle 1.13 10.95 -22.17 do 1.14 10.95 -22.17 do correlating all trades, quantities andcperforming 1.15 8.52 -16.11 do work in a safezar1t scRiictory mdPer. 1.16 8.52 -16.11 do z 46 0.45 2'-0" 1.17 4.70 -8.82 do SSE Project 1.18 4.88 -9.11 LL 2 .203 z 55 0.34 1'-11 3/4" Reviewed by:.QN 2IiDate:_Z Bottom Chord 2.1 0.00 0.00 LL 2 X .186 z 82 0.26 2'-10 1/4" 2.2 9.55 -4.51 do z 78 0.47 2'-10" 2.3 17.90 -8.50 do z 110 0.63 4'-0" 2 .4 23.63 -11.29 do J Revise & Resubmit 110 dPProved 2.5 26.70 12.88 do 13Action not RequIedllO 0.77 2.6 26.48 -12.63 do z 0 0.75 00 R.1y C Reviewed Noted onsuitant as 2.7 23.92 -11.51 do z 110 0.69 do 2 .8 19.03 -9.51 do Review is for c,fl',,ce stIse design conceponT sny 2 .9 10.81 -5.61 do action lndicatedoes?et m&dAfPnd is subject t' 'coi,pga'kce 2 .10 0.00 0.00 LL 2 X .1 86 the Contract Decum&6s. T.9tractor is2epoblafM" Verification of quantities & dimensions. Coordination with End Diagonal other work, safe & satisfactory performance of the work, and 3.1 8.66 -4.09 BR 15/1 construction ini4nceitIeContractociiröen/e,, .223 - In 3.2 9.81 -5.09 BR 15/li Date:07129119 °BNicityPereda 1/4" . 23 - 1 1/8" Diagonal Towards End WMB (architecture) 4.1 5.65 -2.71 U 1 X 0191 110 South Kencky. 0.75 . 30 - 2 1/8" 4.2 4.17 -2.07 U 1 x 3/4 x 0.091Lakeland.F1.30191 0.69 . 31 - 1 5/8" 4.3 2.65 -1.44 do z 91 0.46 do . 31 - 1 1/2" 4.4 2.02 -0.54 do z 91 0.33 do do 4.5 2.02 -0.54 do z 91 0.33 do do 4.6 2.23 ,-1.05 do z 91 0.37 do do 4.7 3.65 -1.58 U 1 x 3/4 x 0.091 z 91 0.60 do .091 - 1 1/2" 4.8 6.21 -3.30 U 1 x 0.091 z 66 0.87 2'-6" .090 - 2 3/8" Diagonal Towards Center 5.1 2.02 -4.16 U 1 x 0.091 z 44 0.83 1'-8 5/8" .090 - 1 5/8" 5.2 2.39 -4.77 U 1 x 1 1/8 x 0.118 z 64 0.90 2'-6" .118 - 1 1/2" 5.3 1.76 -3.25 U 1 x 0.091 z 66 0.85 do , .090 - 1 1/2" 5.4 1.12 -2.02 U 1 x 3/4 x 0.091 z 91 0.64 do .091 - 1 1/2° 5.5 0.78 -2.02 U 1 x 3/4 x 0.091 z 91 0.64 do .091 - 1 1/2" 5.6 1.31 -2.78 U 1 x 0.091 z 66 0.73 do .090 - 1 1/2" 4.63/ -2.38 kips REQUIRED WELD Weld-Ea. Side Remarks CANAM Mark: TJ13A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL REQUIRED WELD No Tension Compres. x =tied at mid-length Slend. titil. Length' Weld-Ea.Side Remarks 5.7 1.85 -4.20 U 1 x 1 1/8 x 0.118 z 64 0.79 2'-6" .118 - 1 1/2" 5.8 2.43 -4.56 U 1 x 0.091 z 44 0.91 1'-8 5/8" .090 - 1 3/4" Secondary Web Member 7.1 0.78 -1.00 U 1 x 3/4 x 0.091 z 64 0.24 11 -9 5/8" .091 - 1" 7.2 0.65 -0.89 do z 52 0.20 11-6" do 7.3 0.65 -0.93 do z 52 0.21 do do 7.4 0.65 -0.95 do z 52 0.21 do do 7.5 0.15 -0.46 do p E3 0.10 de do 7.6 0.15 -0.45 do 7.7 do do 7.7 0.15 -0.43 do 'f '5'2"Y. ¶iM do 7.8 0.96 -1.21 do z 52 A5P/TI/A/ QffifP do 7.9 1.17 -1.40 U 1 x 3/4 x 0.09 z "''?" .091 - 11 II Approved 0 Approved as noted BRIDGING -------------------------------------- 0 Not approved, resubmit--------copies Maximum spacing between rows of bridging Lateral Supports @ Top Chord: 15'-3 7 "SSE4ias rvikd(4e nu for (36 gdpi @ Bottom Chord: 24' -8 3 3 "cfl'iIianc w) c1t4TcumenRddi id conc. load 5 or POSITION ® Top Chord Contract 0 6,ces64e for: confirming and 11' -11 3/4" correIatirdjI trades,3 qutities and performing 23'-9 3/4" work in a safe ond8otdttory manner. 17'-10" SSE Project No.:...j8.12'_'i.SubmittaI No.:D15_ Add 32'-B" Reviewed by:...90 Date:_12i19. Equally Spaced Bridging between Uplift Ro ------------------------------------------------------------------------------------------------ I I vl.48.0 Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -BL -U = 1 U profile, -Un = CONCENTRATED LOADS (* indicates that the conc. load Span: 1 = Main Joist, 2 = Left Extension, 3 = Side: Both Sides, Near Side, Far Side No Definition of the categories (Cat.): 4 = anywhere along the joist 7 = at any panel point along the joist for an in 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizontal U Revise & Resubmit IEI Approved Action not Required les welded in box, - Rour I bar other, -CL = Crimped angle Review is for c nf ance h the desi concept oni Any no? rrecv on e nane. moint.) action indicate does not mo ,ry ano 5 sUojecilo comp ,alTce ight The Contractor is responsibie for: TORe ins€9Jdtc,° other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. rvaj. Date :07129119 By: Nicky Pereda standard, osiI :e I Lakeiand, FL 33801 PARTIAL LOADS I Span: 1 = Main Joist, 2 Left Extension, 3 = igntEttension Chord: 3. in Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khalidi Ali Shop: Buckeye Arizona (Production] 394 / 425 Area to Paint : 120.49 1t2 Material Sort : Cost 154(166)-154(166)-25-18/10-394(425) NNN,NNN CANAM Mark: TJ14 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : TJ14 (MS1, Asymmetrical,, Free ends) aligned on J5 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE : €..: : : : : : : : I I I l I 1 1 -: °: : : ': c: 1 1 1 : - : I : : 1 1 1 : ly: : C4 C4 eq g ! ? ? ? ? ' 1.1 2W va 2.1 2.2 2.3 2.4 - I I I II II 1.16 1.17 1.18 1.19 sq 2.9 I I 2.10 A I I -I I OI I .. I .• I I rii IflI cVII STR1VCT1RAL SysrEMs - Z Appved 1.10 lii 0 Arovd3 as meted 1.1 Gpji esub has Pei ie etheten t---opi d?y fo'g nea' \ ompIianc (antrnctnr h the co t still respan 9 t docum Ibte far: c.nn . The nlh.g.J3nd corrting all trades, quantities2 nd performrr work in a *fe and satsractory monr. SSE Projecto.:..20294_Submittal lD15 - "WA%1J.LMW WLUJ..L.LUND - - - THE Sofl R8JJj1JEimARE UIIPPmV0d TOTAL LOAD..: 146.00 lb/ft Action not Required 8 P146/117 ljj.ve, iuisjj ... : 117.00 lb/ft Reviewed as Noted By Consultant -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Re n9inceimth d ncepton Any Tcx-R O'-1 1/2" Type FES] action Indicated does not modify and In subject to compliance thSctebcuments.heQitractorIsrespoet: -0. )01 ft-kip (0.177) TL = 146 LL = 117 ntQL = 77 - TL = ./ 90 = 0.02 I = 0.49 in4 TL L/ -341 = 0.00 construction in compliance with the Contract Documents. ----------------------------CONCI E 9 FrFNPC, ----------------------------- No Sp Side Hole Total Load Live load Net 6cture1POStOfl Ca:. Chord Incl. Cmp 1 1 Both No [kips] [kips] 0.30 0.00 [1It Kentucky Ave. [ft] Q -9 OI.aQnd. FL 33801 0'-0-' 1/2 [deg] 1 90 0 - No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] [ft] 1 1 10.00 10.00 10.00 10.00 01 0 351 8 1 1 2 1 47.00 47.00 47.00 47.00 01 0 351 8 2 2 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 77.00 lb/ft 1/4" 10" -0" CANAM Mark: TJ14 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.17 in (LI 360) Calculated deflection under service live load.....= 1.17 in (Li 360) Allowed deflection under total load...............= 1.76 in (LI 240) Calculated deflection under service total load = 1.62 in (LI 260) Joist inertia.....................................= 182.27 in A4 Required camber...................................= 0.51 in -------------------- FORCES IN MEMBERS [kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap......: 1" (FY = 50 Ksi U/N) (E f. 3.57ISTRJTJSySTFJt Reacti on. T"N6/NEERNç x tied at mid- ength S en Util. Le th IXI Approved 0 Approved as noted GJit p.rgied, resubmi_.._0.,.copies1 -1 do z 56 0.42 3.1-101, SSE hofo reviewed the item only6fOrb.9weral 2' 0" complie with the contract dures. The d Contraér is still responsibl f: dbfrming an do 46 .67 correlag all trades, quantie nrforminq d work ir& safe and satisfacor6mQflr -. d do z 46 0.76 d SSE Pr*t No.:_1afl29___....jubtta6 Nor; sO15_- a do z 46 073 d Review by:_N _ 4 6 _09 2/i9 tlfl 17 Ak (I hi fl•' depth = 16.88 in) = 3.591 -1.36 kips Top Chord 1.1 2.46 -6.45 1.2 2.37 -6.25 1.3 4.48 -11.81 1.4 4.48 -11.81 1.5 6.68 -17.62 1.6 6.68 -17.62 1.7 8.01 -21.12 1.8 8.01 -21.12 1.9 8.46 -22.31 1.10 8.46 -22.31 1.11 8.04 -21.19 1.12 8.04 -21.19 1.13 6.74 -17.76 1.14 6.74 -17.76 1.15 4.56 -12.03 1.16 4.56 -12.03 1.17 2.47 -6.52 1.18 2.57 -6.72 1.19 0.00 0.00 Bottom Chord 2.1 0.00 0.00 2.2 8.01 -3.05 2.3 14.94 -5.69 2.4 19.59 -7.46 2.5 21.93 -8.35 2.6 21.97 -8.36 2.7 19.70 -7.50 2.8 15.12 -5.76 2.9 8.26 -3.15 2.10 0.00 0.00 do z 46 0.62 do Go 0 Be & Resubmit Z'ib U . R Aci2n not Required 1' do V-1: D,Reieedaled By Consultant Z 4 0 .18 0' - Review Is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance LL te &ntrMocuments. The ContctoPresi,nIe for: 2 -1 'LQfication of quantities & dimens5ns. d?o7rdinQtid9,,ith 2' 8br work, safe & satisfactory perfZrna9& of tOe .8k, and 4 rtruction in compliance with tho1i*t Ddjq,4ts. d do b Dae:O7g29Il9 By: NickyPereda d 6 d da z109 d wmB (architecture) 49 South Kentucky Ave. z 109 4 Qeiand, FL 33801 2 77 2' LL 2 X .166 z 85 .2 2'-1 Left Reaction = No Tension Compres. REQUIRED WELD Weld-Ea. Side Remarks In -0" 10" 3/4" End Diagonal 3.1 7.28 -2.78 BR 15/16 yy124 0.46 3'-0 7/8" .223 - 0 7/8" 3.2 7.51 -2.87 BR 15/16 yy129 0.51 3'-2 1/4" .223 - 0 7/8" Diagonal Towards End 4.1 4.64 -1.75 U 1 x 3/4 x 0.091 z 91 0.76 2'-6" .091 - 1 3/4" 4.2 3.28 -1.21 do z 91 0.54 do .091 - 1 1/2" 4.3 1.87 -0.68 do z 91 0.31 do do 4.4 1.56 -0.14 do z 91 0.26 do do 4.5 1.56 -0.13 do z 91 0.26 do do 4.6 1.82 -0.66 do z 91 0.30 do do 4.7 3.24 -1.20 do z 91 0.53 do .091 - 1 1/2" No Tension Compres. 4.8 4.60 -1.73 Diagonal Towards Center 5.1 1.34 -3.45 5.2 1.48 -3.82 5.3 0.95 -2.41 5.4 0.41 -1.56 5.5 0.39 -1.56 5.6 0.93 -2.37 5.7 1.46 -3.78 5.8 1.33 -3.42 z 64 £WG/NEERIIW .091 - 1" z 52 0.08 .14-6' do II Appjovd09 !, Approved as nod 0 N apred, resutit--------copi 12 Q do SSEhareied the it only for generc cornpIke w4h the contract,- documents. The Contractor . iU respnsI/ør: confim!ig- ard aralikag all trades, quantities and performing woYk in a 6fe &d fto ricinnr. Projet 'Riewe minimum _2@ftan conc. load 5 or Add 2'-10 1/2" 80 -9 1/2.:' Revise & Res71b - 8 1/ll' Approved Action not R&d- 7 1/2" 0 Rev?i4as NOeByC ,su h2 No Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance - - - temtreoee..The.€en6raeiiet4sweepeneible4er----- - - - - - - - - - - - - - - - Verification of quantities & dimensions. Coordination with vi. 48 .0 other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. 91eJ 0w,j50119 box, By Nidqr Pereda -BR = Round bar profilm .side the othe impid angle WMB (architecture) 110 Souebstôietly on the ;ht Egtie4BO1 0 Ton Chord with Holes at Conc. Loads CANAM Project: V02980 LEGOLAND NEW RIDE 2020 Mark: TJ14 (V02980) 07/23/19 18:09:21 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL x = tied at mid-length U 1 x 3/4 x 0.091 U 1 x 3/4 x 0.091 U 1 x 1 1/8 x 0.118 U 1 x 3/4 x 0.091 do do U 1 x 3/4 x 0.091 U 1 x 1 1/8 x 0.118 U 1 x 3/4 x 0.091 REQUIRED WELD Slend. Util. Length Weld-Ea.Side Remarks z 91 0.76 2'-6" .091 - 1 3/4" z 61 0.81 1'-8 5/8" .091 - 1 1/2" z 64 0.72 2'-6" .118 - 1 1/2' z 91 0.76 do .091 - 1 1/2" z 91 0.49 do do z 91 0.49 do do z 91 0.75 do .091 - 1 1/2" Secondary Web Member 7.1 0.17 -0.37 U 1 x 3/4 x 0.091 7.2 0.15 -0.37 do 7.3 0.15 -0.40 do 7.4 0.15 -0.42 do 7.5 0.15 -0.43 do 7.6 0.15 -0.42 do 7.7 0.15 -0.40 do 7.8 0.15 -0.37 do 7.9 0.17 -0.38 U 1 x 3/4 x 0.091 Maximum spacing between rows of bridging @ Top Chord: 15'-1 1/ @ Bottom Chord: 241 -5 5/ POSITION @ Top Chord 11'-10 1/4" 23'-8 1/4" Equally Spaced Bridging between Uplift Rows Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -BL = 2 -U = 1 U profile, -UU = 2 CONCENTRATED LOADS (* indicates that the conc. load Span: 1 = Main Joist, 2 = Left Extension, 3 = Side: Both Sides, Near Side, Far Side Ho Definition of the categories (Cat.): 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, 1 = non-composite PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = Top, 2 = Bottom Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Al-Khaiidi Ali Shop: Buckeye Arizona [Production] 344 / 372 Area to Paint : 119.25 ft2 Material Sort : Cost *CANAM Mark: TJ14 Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:21 135(146)-135(146)-25-18/10-344(372) NNN,NNN STRUCTURAL SYSTEMS ENGINEERING ll Approved 0 Approved as noted 0 Not approved, resubmit ---- ___copies SSE has reviewed the item only for general compliance with the contract documents. The Contractor is still responsible for: confirming and correlating all trades, quantities and performing work in a safe and satisfactory manner. SSE Project No.:_1B029____Submittol No.:Sfl1&_ 11 Reviewed by:_.QN______Date:_7i2i1 (J Revise A Resubmit Approved Action not Required 11 Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any action indicated does not modify and is subject to compliance the Contract Documents. The Contractor is responsible for: Verification of quantities & dimensions, Coordination with other work, safe & satisfactory performance of the work, and construction in compliance with the Contract Documents. Date :07129119 By: Nicky Pewda WMB (architecture) 110 South Kentucky Ave. Lakeland, Fl. 33801 El CANAM Mark: TJ14A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:22 Project: V02980 LEGOLAND NEW RIDE 2020 JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : TJI4A (MS1, Asymmetrical,, Free ends) aligned on J5 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE ': ': t : ': C4 emo'i - I in: 'ni r1 N I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ! ? 1? ? - N N N N N N 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 ,., \ mt A,, V, ST'?L/CiTURAL S'sf&l'5 1.16 A OR \ AØve ? o\ rov/d as\gt d /. 'I 14ot appro resubmit _\ _.._co / SSE, has riewed the i?e7m only for neraI1 2. copIiance withhe contractJocuments. lWe Cractor is stiIl responsibIeoor: confirmi and coeIating all tdes, quantit and perfoing 11 ork5 ç. an qttpçory manner. SSE Project No.:_i.a029____Submittal No.:SD15_- - £1'.If JJL THE SHOWN I nnwnc-n.mv £fl%.. - TOTAL LOAD..: 146.00 lb/ft 18K5P146/117 LIVE LOAD...: 117.0 lb/ft ---------------------------------------QVNsm1 Approved Action not Required Tcx-R 01 -1 1/2" Type FES] e = 5 00 ivir = -u.001 't-kip (0.203) TL = 146 LL = 117 ntQL = 77 Rea- . v/tt 0.01 TL = LI 90 = 0.02 I = 0.52 jA4 Ca . . D. RJreM design QwcPpQon'iny= L/ 213 =-0.01 action Indicated does not modify and is subject to compliance -- - - - - - - - - - - - - - - - - - - - - - - - - - - CONCENTRA ED 11GASct iEsiem. Agd,2rcIo,-lrrespsms4bIe far Verification of quantities & dimensions. Coordination with No Sp Side Hole Total Load Live load Net 1pli% C 'ord Incl. Cmp [kips] [kips] [ :ips ronstructbon In coITf ifile with the Contract pfMIJents. 0-9 1/2 [deg] 3 1 Both No 0.30 0.00 0.00 Date:07129119 oil NickyPemda ' 9 1 90 0 4 1 Both No 0.31 0.00 0.00 -0" w -'' 1 0 0 1 1 Both No 0.31 0.00 0.31 WMB(archItectu )' 1" 5 1 90 0 2 1 Both No 0.50 0.00 0.50 tiO South Kent2cO/Aqs8" 35'7 1 90 0 Lakeland, FL 33801 ------------------------------ PARTIAL LOADS (From Axis) No Span Left Right Start Length Chord Cat. [lb/ft2] [lb/ft] [lb/ft2] [lb/ft] [ft] (ft] 1 1 11.00 11.00 11.00 11.00 0 1 0 35'8 1 1 2 1 47.00 47.00 47.00 47.00 0 1 0 35'8 2 2 ----------------------------------------UPLIFT ------------------------------------------ Net uplift uniform load : 77.00 lb/ft L 2.1 2.2 2.3 2.4 a n'..cil4' p3m, - fl'.flh/d" (Jt• %'W ('R• fl'JYU&° Plerp. - fl ---- BTPdJGTURAL--SVB TEA S------- 5.00 EAdNEER/NGft-kip 0. 180= 0.01 TL 90= 0.0 lxi Approved 0 iproved as notea Fr 1thqy- ... revi p4' cumIiance with tftontrt 9Jocua2ts. Ieg] in%'átor is stQl' ronsiLe for: ëonfirming9 nd rreing all teg,:quoities an perforrrr 2rk89 9.0, 99 4stisfotory m9nner. 90 - - ...u..binJttoi - Reviewed fllfl 'ç'g . 1 Revise & Resubmit 010 IZI Approved 2 ci dWFA. ------- Reviewed as Noted By Consultant Review is for conformance with the design concept only. Any gootoidbeLt.&o.cumgIiaoce. the Contract Documents. The Contractor Is responsible for: les fIyensios,dinatIon with other nc aa & at1sfo tp14 perfo of the work, and canstr'tfolWcoIJianiWIh the Documents. Date :07129119 1 (L: NidcyPemda 110 South Kentucky Ave. Lakeland, FL 33801 at. *CANAM Mark: TJ14A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:22 --------------------------------------DEFLECTION ----------------------------------------- Allowed deflection under live load................= 1.17 in (LI 360) Calculated deflection under service live load.....= 1.16 in (LI 364) Allowed deflection under total load...............= 1.76 in (LI 240) Calculated deflection under service total load = 1.76 in (LI 240) Joist inertia .....................................= 192.57 inA4 Required camber...................................= 0.51 in LOAD NO 2 ( TJ14A#02 ) ----------------------------------LOADING CONDITIONS ------------------------------------ ( THE SHOWN VALUES ARE UN-FACTORED TOTAL LOAD..: 146.00 lb/ft 18K5P146/117 --------------------------------------EXTENS Tcx-R 0'-1 1/2" Type F[S] Shoe = TL = 146 LL = 117 ntQL = 77 Req.D. LL ----------------------------CONCENTRATED LOA No Sp Side Hole Total Load Live load Net uplift [kips] [kips] [kips] 3 1 Both No 0.30 0.00 0.00 4 1 Both No -0.31 0.00 0.00 1 1 Both No 0.31 0.00 0.31 2 1 Both No 0.50 0.00 0.50 ------------------------------PARTIAL LOADS No Span Left [lb/ft2] [lb/ft] 1 1 10.00 10.00 2 3. 47.00 47.00 Right [lb/ft2] [lb/ft 10.00 10. 47.00 47.1 IJrLI.Lr Net uplift uniform load : 77.00 lb/ Allowed deflection under live load................ Calculated deflection under service live load..... Allowed deflection under total load............... Calculated deflection under service total load.... End of mult Diagonal Towards End 4.1 5.51 -2.59 4.2 3.68 -1.60 4.3 2.26 -1.06 4.4 1.81 -0.53 4.5 1.81 -0.41 4.6 2.45 -1.28 4.7 3.97 -1.91 4.8 5.44 -2.55 U 1 x 3/4 x 0.09 do do do do do do U 1 x 3/4 x 0.091 Date:07129119 By: NickyPeeda z 91 0.91 2' 91 - 2" WMBrchture61 d0 - 1 1/2" 110 Soith tUCkA7 do Lakelad. FI9a$80b . 30 do QI flA It,, z 91 0.40 do do z 91 0.65 do .091 - 1 1/2" z 91 0.90 2'-6" .091 - 2" *CANAM Mark: TJ14A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:22 -------------------- FORCES IN MEMBERS (kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap......: 1" (Fy = 50 Ksi U/N) (Eff. depth = 16.87 in) Left Reaction = 4.12/ -1.89 kips Right Reaction = REQUIRED MATERIAL No Tension Compres. x = tied at mid-length Slend. Utjl. Length 4.15/ -1.91 kips REQUIRED WELD Weld-Ea. Side Remarks Top Chord 1.1 3.78 -7.80 LL 2 x .176 1.2 3.66 -7.57 do 1.3 6.71 -14.10 do 1.4 6.71 -14.10 do 1.5 9.41 -20.44 do 1.6 9.41 -20.44 do 1.7 11.23 -24.45 do 1.8 11.23 -24.45 do 1.9 12.18 -26.14 do 1.10 12.18 -26.14 do 1.11 11.81 -25.08 do 1.12 11.81 -25.08 do 1.13 9.89 -21.01 do 1.14 9.89 -21.01 do 1.15 6.78 -14.30 do 1.16 6.78 -14.30 do 1.17 3.79 -7.88 do 1.18 3.95 -8.13 do 1.19 0.00 0.00 LL 2 x .176 Bottom Chord 2.1 0.00 0.00 LL 2 x .176 2.2 9.31 -4.31 do 2.3 17.16 -7.84 do 2.4 22.34 -10.10 do 2.5 25.19 -11.48 do 2.6 25.72 -11.99 do 2.7 22.98 -10.67 do 2.8 17.59 -8.15 do 2.9 9.60 -4.44 do 2.10 0.00 0.00 LL 2 x .176 End Diagonal 3.1 8.43 -3.90 BR 15/16 3.2 8.72 -4.04 BR 15/16 z 51 0.34 1'-10 1/4" z 56 0.46 1'-10" z 46 0.47 2'-0" a 16 0.60 S7JI/AL SYSTEMS )N 74VEERIiG f1 Apzov€i 0.82 0 Approved as noted z 46 0.82 do 0 Notz aoved79resubmit..do__........__copies z 46 0.79 do SSE hosz rewi 7the item oWy for general complioffce 40ithOtOd contractocuments. The Contract 6 star sponsible?o:,, confirming and correlatig gb tEp.dAs, quantie 1.nd performing work in 2a sde wrd satisfo'c.tlDly 3&?nner. z 4 0.20 0,-1 1/2" SSE Project No.:18029_.__Submittal No.: SDI 5 Reviewec £. IC U.O .LIJ z 110 0.63 4'-0" o Revise tRai3biIt Appsoved z 110 : D O Action it RelWred 0 . 71 U Revlew,51 aed aC6&ultant V-011 Revlewls fee amfoom4095 with thedsle2Ion3edhly. Any action Indicated does not modify and Is subject to compliance the Contract Documents. The Contractor Is responsible for: VerIflcatIuaifltIgs4& dImensloi5C8rdtftiI? with 223 - other~'r . sa e & saIsfactory performance of tIe work. and• vvl29 0 72 . 3i-2 ,J4" .223 constrtiecuon in compliance with the ontract cuments. 0 7/8" Diagonal Towards Center 5.1 1.92 -4.05 U 1 x 3/4 x 0.091 z 61 0.95 1,-8 5/8" .091 - 1 1/2" 5.2 1.87 -4.23 U 1 x 1 1/8 x 0.118 z 64 0.80 21-6" .118 - 1 1/2" 5.3 1.33 -2.81 U 1 x 3/4 x 0.091 z 91 0.89 do .091 - 1 1/2" 5.4 0.80 -1.81 do z 91 0.57 do do 5.5 0.96 -1.81 do z 91 0.57 do do 5.6 1.59 -3.05 U 1 x 3/4 x 0.091 z 91 0.96 do .091 - 1 1/2" *CANAM Mark: TJ14A Project: V02980 LEGOLAND NEW RIDE 2020 (V02980) 07/23/19 18:09:22 FORCES IN MEMBERS (Cont.) [kips] REQUIRED MATERIAL x = tied at mid-length U 1 x 1 i/B x 0.118 U 1 x 3/4 x 0.091 REQUIRED WELD Slend. Util. Length Weld-Ea.Side Remarks z 64 0.86 2'-6" .118 - 1 1/2" z 61 0.94 l'-B 5/811 .091 - 1 1/211 z 64 0.18 1'-9 5/811 .091 - 1" z 52 0.16 1'-6" do z 52 0.09 do do z 52 0.10 do do z 52 0.10 do do No Tension Compres. 5.7 2.23 -4.56 5.8 1.91 -4.02 Secondary Web Member 7.1 0.55 -0.76 7.2 0.46 -0.70 7.3 0.15 -0.42 7.4 0.15 -0.44 7.5 0.15 -0.45 7.6 0.65 -0.94 7.7 0.65 -0.92 7.8 0.65 -0.89 7.9 0.79 -1.01 U 1 x 3/4 x 0.091 do do do do do do do do 0. 1 ir STRCtALSSTEMS do U 1 x 3/4 x z .091 - - - FMRADG ------- r pro've la- Ntled- -. 0 Not approved, resubmit------- Wwal - /2" ==> 2 Row(s) Minimum Deck ( "E1Th rev't it r'rW91'or 01sec complionceiiw&4teo,pakgod documents. The Contractor Atill r2spOib/o: confirming .and correlating all tr0$s7 jbptes and performing work in a safe Rd ti&f&'óry manner. 26'-7 1/2" SSE Project No.:SDI5 conc. load 5 or Maximum spacing between rows of bridgin @ Top Chord: 151 -1 @ Bottom Chord: 241 -6 POSITION @ Top Chord 11'-10 1/4" 23'-8 1/4" Equally Spaced Bridging between Uplift by: ._L----- ----- Date: ....7Li ----------------------------------------------------------------------------------------------- vi. 48.0 Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -U = 1 U profile, CONCENTRATED LOADS (* indicates that the conc. Span: 1 = Main Joist, 2 = Left Extension, Side: Both Sides, Near Side, Far Side Definition of the categories (Cat.): 4 = anywhere along the joist 7 = at any panel point along the joist for 9 = Bend Check Anywhere along the joist Chord: 1 = Top, 2 = Bottom Inclination (Incl.): 90 = Vertical, 0 = Horizont PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = RihttnTiibn action indicated does not modify and is subject to compliance Ho let 0 accenYA% cWt2r N Pbsg0.f0oads Verification of quantities & dimensions. Coordination with other work, safe & satisfactory performance of the work, and intemr]iction in compliance with the Contract Documents. Date :07129119 By: Nicky Peroda ii 0 = stand 110 South Kentucky Ave. Lakeland, FL 33801 3 = Right Extension t.) 3osite suuu; S = Loy, & = flULOm Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-Composite Dead, 6 = Non-Composite Live Project no.: V02980 Designer: Ziad Ai-Khalidi Ali Shop: Buckeye Arizona (Production) 360 / 390 Area to Paint : 119.25 ft2 Material Sort : Cost 141(152)-141(152)-25-18/10-360(390) NNN,NNN [J Revise & Resubmit Approved B welded in be equirea U profiles one insi..... - Reviewed as Noted By Consultant Round bar rimped angle PERMIT REPORT (ity of Carlsbad Print Date: 04/29/2020 Permit No: PREV2019-0219 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Bathrooms: Project Title: Description: Applicant: EDDIE VILLANUEVA 1 Legoland Dr BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled 2111000900 Applied: 10/24/2019 $ 0.00 Lot #: Issued: 11/14/2019 Project #: DEV2018-0163 PermitFinal Construction Type Close Out: 04/29/2020 Inspector: Orig. Plan Check #: PC2018-0050 Final Plan Check #: Inspection: PROJECT 2020 LEGOLAND: PROJECT 2020 DEFERRED SUBMITTAL FOR STRUCTURAL FOUNDATION & CALCS Owner: L.EGO AND CALIFORNIA LLC Po Box 543185 C/Q Property Tax Service Co 904-238-6399 DALLAS, TX 75354 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $1,050.00 Total Fees: $ 1,085.00 Total Payments To Date: $ 1,085.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 PLAN CHECK REVISION OR Development Services rr,jY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number PC201 8-0050 Plan Revision Number PR&2.D-O220 Project Address 1 Legoland Dr. General Scope of Revision/Deferred Submittal: Revisions of Volumes 1 & 2 to show foundation supports for ride anchorage on both New Ride Building & Drop Tower Ride. CONTACT INFORMATION: Name_Nicky Pereda Phone 786-709-6866 Fax n/a Address 58 Lake' Morton Drive. city Lakeland Zip FL Email Address npereda@lunz.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Z Plans El Calculations EJ Soils El Energy El Other 2. Describe revisions in detail (see Narrative for further information) 3. List page(s) where each revision is shown THICKENED SLAB TO SUPPORT THEATER SCREENS S-laO ADDED GONDOLA CONNECTION DETAIL A/S-101 S-101 ADDED GONDOLA CONNECTION DETAIL B/S-101A S-1 02A ADDED GONDOLA CONNECTION DETAIL B/S-i 02A S-i 03A ALL OTHER DRAWINGS SUBMITED FOR SUPPORT AND REFNRECES OF CHANGES ABOVE Does this revision, in any way, alter the exterior of the project? El Yes Il No Does this revision add ANY new floor area(s)? E Yes M No Does this revision affect any fire related issues? El Yes IJ No Is this a complete set? El Yes IJ No €Signature Date 10-24-19 1635 Faraday Avenue, Carlsbad, CA 92008 j: 760-602-2719 F: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuittCompany DATE: Oct. 31, 2019 0 APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0050 (Rev._3 & 4) - Prev20l9-0219 & 0220 SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Project 2020 Deferred Roof Framing PREV2019-0158 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LII 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: e contacted:10'll(by1) Email: M II Telephone Fax In Person MARKS: On Sheet The structural support for the ride components & Benny's space-ship are under this permit only. By: ALl SADRE, S.E. (for K.C.) Enclosures: Previously-approved plans EsGil 10/28 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I Carlsbad PC2018-0050 (Rev.-3 & 4) - Prev2019-0219 & 0220 Oct. 31, 2019 - [DO NOT PAY-- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0050 (Rev.-3 & 4) - Prev2019-0219 & 0220 PREPARED BY: ALl SADRE, S.E. (for K.C.) DATE: Oct. 31, 2019 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb 1BY Ordinance 11997 UBC Building Permit Fee 11997 UBC Plan Check Fee [j Type of Review: r Complete Review r Structural Only r Other r Repetitive Fee ____ 71Hrs.@ * (i) [J Repeats Hourly $l2o.00 !$8740;.00~l EsGil Fee Based on hourly rate I. Comments: Sheet 1 of 1 October 24th, 2019 City of Carlsbad Jurisdiction: City of Carlsbad Plan Check # PC201 8-0050 Permit# CBCA2019-0004 (NEW RIDE BUILDING) Permit # CBCA2019-0005 (OUTDOOR RIDE) Project Address: 1 Legoland Dr. Project Name: Project 2020 RE: LEGOLAND California Project 2020 DEFERRED SUBMITALS IMM WMB-ROI, Inc. would like to submit the following drawings for a defered submittal to-the City. Qof Carlsbad: (1) Copy of B-15 form signed (1) Set of 24X36 Revised Structural Drawings (attached) (1) Detailed letter summarizing deferred submittal (see below): I pREV2OO22O - I LEGOLAND DR LEGOLAND: PROJECT 2020 REVISIONS FOR RIDE ANCHORAGE ON NEW RIDE BLDG & DROP TOWER RIDE DEV2018-0163 2111000900 PC2018-0050 10/24/2019 PREV20I 9-0220 ROI SOLUTIONS. S LAKELAND MELBOURNE 863.687.3573 110 South Kentucky Ave. 927 E. New Haven Ave. #302 wm b-roi. corn Lakeland, FL 33801• Melbourne, FL 32901 To whom it may concern, Thank you for giving us the opportunity to submit a deferred submital to the City of Carlsbad. The purpose of this deferred submittal is to comply with the City requirements as noted in the G-000 Cover sheet "All deferred submittal items, including but not limited to, all theming elements, fabric canopies, masts posts, ride components, etc. shUll be submitted to the registered design professional in responsible change, who shall review them and forward them to the building office with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documend have been approved by the building official CBC Section 107.3.4.2". The project titled "Project 2020" at 1 Legoland Drive consist of Volumes 0 through 6, however this deferred submittal consists of only drawing changes for Volumes 1 and 2, structural drawings only, that shows structural support to ride components. The following plans outline all the changes to the drawings since initially submitting on 11-27-19, however all changes shown in red indicted structural support for the ride components specifically to comply with this deferred submittal on 10-24-19. All other changes in black are minimal (see narrative), and/or changes required by the City of Carlsbad before receiving permit. (All Permits were received by 6-20-19) PLANS NARRATIVE OF CHANGES. Cover Sheet G-000 - Cover Sheet - Shows locations for Volumes 1 & 2 for reference to this deferred submittal, and to indicate the Plan Check # and Permit #'s for this project. New Ride Building (Volume 1) (items shown in red are structural support for ride components) . 5-000 - Modified general notes; Removed Live Load Reduction criteria. S-001 - No change - shown for reference only ROI SOLUTIONS. LAKELAND MELBOURNE 110 South Kentucky Ave. 927 E. New Haven Ave. #302 Lakeland, FL 33801 Melbourne, FL 32901 863.687.3573 wmb-roi.com S-100 -Added thickened slabs to resist the overturning forces from the screen anchors (Ride component = Screen installation) 5-101 - Added column and pier notes. Added detail for anchoring the gondolas to the slab-on-grade (A/S-101) (Ride component = Gondola) S-102 - Added CIP pier notes. Modified the floor framing for the adjusted floor opening sizes and locations. Modified the VBF configurations to avoid interferences with man doors. S-102A - Added floor openings. Added detail for anchoring the gondolas to the elevated slab. (Ride component = Gondola) S-103 - Modified the floor framing for the adjusted floor opening sizes and locations. Added edge beams. S-103A - Added floor openings. Added detail for anchoring the gondolas to the elevated slab. Modified the concrete thickness under the projector pads. (Ride component = Gondola) . 5-104 - Eliminated the monorail beam and loads. . S-10S - Modified the CMU wall reinforcing. S-300 - Added clarification note . S-400 - No change - shown for reference only 5-401 -No change -shown for reference, only S-402 - No change - shown for reference only S-403 - No change - shown for reference only S-404 - Modified VBF connection details to accommodate the modified VBF configurations. Outdoor Ride (Volume 2) 5-500 -Added roof framing notes. Structural Design- complies with 221036-01- 003_fundament.pdf dated July 12th 2019 (Drop Tower Ride). ROI SOLUTIONS. LAKELAND MELBOURNE 110 South Kentucky Ave. 927 E. New Haven Ave. #302 Lakeland. FL 33801 Melbourne, FL 32901 863.687.3573 wm b- roi. corn We thank you for this opportunity to submit this deferred submittal and welcome any questions or comments you may have. . Respectfully, Steven J. Boyington, AlA, LEED AP BD+C & Consultants . Chief Executive Officer ROI SOLUTIONS. LAKELAND MELBOURNE 863-687.3573 110 South Kentucky Ave. 927 E. New Haven Ave. #302 wmb-ro,. corn Lakeland, FL 33801 Melbourne, FL 32901 SEE MORE REVISIONS SCANNED SEPARATLY àit 0 ;k Sig) • Prey. 010ii .aaa • • • :1.