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Home My WebLink About1 LEGOLAND DR; TOLL BOOTH; CB122746; Permit02-05-2013 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Commercial/Industrial Permit Permit No: Building Inspection Request Line (760) 602-2725 CB122746 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 1 LEGOLAND DR CBAD Tl 2111000900 $40,000 00 Sub Type COMM Lot# 0 Construction Type 5B Reference # Status ISSUED Applied 12/21/2012 Entered By. JMA Plan Approved 02/05/2013 Issued 02/05/2013 Inspect Area Plan Check # LEGOLAND INSTALL 2 PREFAB TOLL BOOTHS AT PARKING LOT ENTRANCE Applicant RICHARD APEL 571-B HYGEIA AV LEUCADIA CA 92024 760-943-0760 Owner LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO P O BOX 543185 DALLAS TX 75354 Building Permit $379 92 Meter Size Add'l Building Permit Fee $0 00 Add'l Reel Water Con Fee $0 00 Plan Check $265 94 Meter Fee $0 00 Add'l Building Permit Fee $0 00 SDCWA Fee $0 00 Plan Check Discount $0 00 CFD Payoff Fee $0 00 Strong Motion Fee $8 40 PFF (3105540) $0 00 Park Fee $0 00 PFF (4305540) $0 00 LFM Fee $0 00 License Tax (3104193) $0 00 Bridge Fee $0 00 License Tax (4304193) $0 00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0 00 BTD #3 Fee $0 00 Traffic Impact Fee (4305541) $0 00 Renewal Fee $0 00 PLUMBING TOTAL $0 00 Add'l Renewal Fee $0 00 ELECTRICAL TOTAL $41 00 Other Building Fee $0 00 MECHANICAL TOTAL $31 00 Pot. Water Con Fee $0 00 Master Drainage Fee $0 00 Meter Size Sewer Fee $0 00 Add'l Pot Water Con Fee $0 00 Redev Parking Fee $0 00 Red Water Con Fee $0 00 Additional Fees $0 00 Green Bldg Stands (SB1473) Fee $1 00 HMP Fee 99 Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk 99 TOTAL PERMIT FEES $727 26 Total Fees $727 26 Total Payments To Date-$727 26 Balance Due: $0.00 inspector FINAL APPROVAL Date Clearance. NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed to as "fees/exactions" You have 90 days from the date this pennit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othewise expired 02-05-2013 City of Carlsbad .1635 Faraday Av Carlsbad.CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW120540 Job Address Permit Type Parcel No Reference # CB# Project Title Pnority Applicant RICHARD APEL 571-B HYGEIA AV LEUCADIA CA 92024 760-943-0760 1 LEGOLAND DR CBAD SWPPP 2111000900 Lot#- LLEGOLAND TOO BOOTHS INSTALL 2 PREFAB TOLL BOOTHS AT PARKING LOT M Status Applied Entered By Issued Inspect Area Tier. ISSUED 12/21/2012 MDP 02/05/2013 1 Owner. LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO POBOX 543185 DALLAS TX 75354 Emergency Contact CHRIS ROMERO 760 846-0842 SWPPP Plan Check SWPPP Inspections Additional Fees $51 00 $216 00 $0 00 TOTAL PERMIT FEES $267 00 Total Fees $267.00 Total Payments To Date $267 00 Balance Due: $0.00 FINAL APPROVAL DATE'/-5-/'^ CAARANCE SIGNATURE IP % CARLSBAD CITY OF Building Permit Application 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carlsbadca.gov Plan Check No. Est. Value lf6,Crtrb ace^"^^' Plan Ck. Deposit JOB ADDRESS 1 Legoland Dr., Carlsbad CA 92008 CT/PROJECT # # OF UNITS » BEDROOMS SUITE#/SPACE#/UNIT# # BATHROOMS 211 100 09 TENANT BUSINESS NAIVIE LEGOLAND CALIFORNIA CONSTR TYPE A-3 DESCRIPTION OF WORK- /nc/ude Square Feet of Affected Areafs) Installation of two new prefabricated toll booths at parking lot (96 s.f. total floor area). Associated site work to expand entry drive at location of new toll booths, including grading, storm drainage, curb & gutter, paving,-teaemg, pedestrian pathways. Extend electrical service to new booths. EXISTING USE Amusement Park PROPOSED USE Same GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESQ# NOfTI AIRCONOITIONING YES I I NO [71 FIRE SPRINKLERS YES I iNofT] CONTACT NAME (If Different Fom Applicant) Richard Apel APPLICANT NAIVIE Chris Romero ADDRESS R.W. Apel Landscape Architects, 571-B Hygeia Ave. ADDRESS Legoland California, 1 Legoland Dr. Leucadia STATE CA ZIP 92024 Carlsbad CA 92008 PHONE (760) 943-0760 FAX (760) 943-0760 PHONE (760) 846-0842 (760)918-5469 EMAIL nyapel2@cox.net chris.romero@legoland.com PROPERTY OWNER NAME Merlin Entertainment Group U.S. Holdings CONTRACTOR BUS. NAME None selected at this time ADDRESS 1 Legoland Dr. ADDRESS CITY Carlsbad STATE CA ZIP 92008 STATE PHONE (760) 918-5300 (760)918-5469 PHONE FAX EIVIAIL EMAIL ARCH/DESIGNER NAMES ADDRESS R. W. Apel (see contact) 2825 CITY BUS UC« (Sec 70315 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)) siiSffiSiiiifiiiiiMlllB Workers' Compensation Declaration / hereby affirm underpenalty of perjury one ofthe following declarations CZ I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued • 1 have and will mamtain workers' compensation, as required by Section 3700 of the Labor Code, (or the performance of the work for which this permit is issued My workers' compensation insurance carrier and policy number are Insurance Co Policy No Expiration Date This section need not be completed if Ihe permit is for one hundred dollars ($100) or less I I Certificate of Exemption 1 certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars |&100,000|, In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees JS^ CONTRACTOR SIGNATURE • AGENT DATE ^IgiljWgNlE / hereby affirni lhat I am exempt from Contractor's bcense Law for the following reason I I 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the stmcture is not intended or offered for sale (Sec 7044, Business and Professions Code The CL 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 Ihe burden of proving that he did not build or improve for the purpose of sale) \y\ 1, as owner of the property, am exclusively contracling with licensed contractors to constmct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner ol property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I I I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed properly improvement Q]Yes | INO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) 1^ -^PROPERTY OWNER SIGNATURE •AGENT Is the applicant or future building occupant required to submitabusiness plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505,25533 or 2E _ Presley-Tanner Hazardous Substance Account AcP j jYes LZJNO Is the applicant or future building occupant required to obtain a penrat from the air pollution control district or air quality management distncP QYes [3 Is the facility to be constructed withm 1,000 feet of the outer boundary of a school site? I lYes |i/|No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code) Lender's Name Lender's Address 1 certify that 1 have read the application and state thatthe above mfonnation is conect and thatthe infonnahon on the plans is accurate 1 agree to complywith all City onlinances and State laws relatingto building construcbon I hereby authonze representative of the City of Carlsbad to enter upon Ihe above mentioned property for inspection puiposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA penrat is required for excavations over 5'0' deep and demolition or construction of stractures over 3 stones in height EXPIRATION Every pennit issued by the Building OfficiaUinder the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from Ihe date of such perniil or if Ihe/building or work authonzed by such permit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) ^APPLICANT'S SIGNATURE M DATE Inspection List Permit*: CB122746 Type: Tl COMM LEGOLAND INSTALL 2 PREFAB TOLL BOOTHS AT PA Date Inspection Item Inspector Act 04/03/2013 89 Final Combo -Rl 04/03/2013 89 Final Combo PD AP 03/28/2013 152 Final Bldg Inspection - Fire CWON AP 03/22/2013 92 Compliance Investigation PB AP 02/25/2013 11 Ftg/Foundation/Piers PD AP 02/22/2013 31 Underground/Conduit-Wirin PD AP 02/20/2013 31 Underground/Conduit-Wirin PD AP Comments MO CARD ON FILE AS OF YET Tuesday, April 09, 2013 Page 1 of 1 Project Name: LegoLand Toll Booth addition Project No.: 10075-001 Date: 2-22-13 Report No. Location: Carlsbad Author: S.Lynn Reid Day: M T W T F S S • ••n^D o Client/Contractor: Lego/Commercial Builders/CCI Supt/Foreman: Chris/Robert Kay Weather: Clear 72+- F Field Supervisor: SAC Geologist: Soil Engineer: Observation/Testing of: Curb subgrades/Toll booth pads Tech SLR Equipment Working: 1-skip loader 1-vibe sw roller 1-mini excavator Hours 5.5 Today's Yardage: Yardage to Date: Summary of Operations: 2-22-13- (AM-PM) SLR on site early AM as scheduled by Robert w/Commercial Builders. The west curb and gutter grades have been slightly adjusted and re-rolled, these sutigrades were probed and found to be firm except in the south most 25'+- where overwet soil conditions were noted in the upper 14" +- of the sg. The mini exc. removed the ovenwet area down to firm grades (minor hand cleanup needed at the inlet box), the sg to be re-made with compacted material at optimum moisture. The curbs forthe walk from Armada have been made and probed firm. The east portion ofthis curb near the top-of the minor slope was deepened at the author's suggestion. The electric contractor observed installing conduits in a trench directly behind the curb west/SW ofthe existing toll booths. Compacting the backfill of this trench to 90% relative density recommended to Robert to support the adjacent curb. The installed and backfilled inigation crossing trenches in the fire access drive were probed and were found to be loose and not compacted. These backfills should be reworked and compacted to 90%+ rc up to minus 12" and 95% rc in the upper 12" to subgrades. The two new toll booth pad areas were filled to pad subgrade with granular native soils. The 12"~24''+- fills were placed in thin lifts and compacted with the sw roller and by wheel rolling with the skip loader. Observation, probing, and testing of the toll booth pads in representative locations indicated that adequate moisture and densities were obtained. The CCI crew began digging the footings for these structures mid PM. Observation and probing of the current soil conditions in the planned drive/paving area at near subgrades were still noted to be ovenwet, yielding, rutting under wheel loads. A firm, compacted, and unyielding suljgrade is recommended priorto base and paving. Drying back the subgrade/near surface material to near optimum moisture and re-compacting and/or the use of geofabrics to improve the subgrade conditions should be considered. The subgrade conditions and recommendations again discussed with Robert Kay and also with Chris (Lego). Leighton and Associates DAILY FIELD REPORT Received By: Print 3910 1098 Circle Distribution EsGil Corporation ltl (PartnersHip witH Qovemment for (BuiCding Safety DATE: DEC. 31, 2012 • APPLICANT ^a^juRis JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO.: 12-2746 SET I PROJECT ADDRESS: 1 LEGOLAND DRIVE PROJECT NAME: ADDITION OF TWO NEW TOLL BOOTHS I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ^ REMARKS: As defined in CBC, Sec, 1102B, the toll booths qualify as work stations and need to comply with Section 11238. This means the 4" raised curb, as shown on detail 1/A-2, should be accessible via a ramp or lowered to the same level as adjacent grade. By: ALI SADRE Enclosures: EsGil Corporation • GA • EJ • PC 12/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 12-2746 PREPARED BY: ALI SADRE DATE" DEC. 31, 2012 BUILDING ADDRESS: 1 LEGOLAND DRIVE BUILDING OCCUPANCY: A5 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg. Mod. VALUE ($) TOLL BOOTHS Air Conditioning Fire Sprinklers TOTAL VALUE 40,000 Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance • $379.92 Plan Check Fee by Ordinance $246.95 Type of Review 0 Complete Review • Structural Only ^•Repetitive Fee ^ j Repeats • Other |-j Hourly EsGil Fee Hr. @ * $212.76 Comments: Sheet 1 of 1 macvalue doc + ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 wwvi? carlsbadca.gov DATE: 01 /30/2013 PROJECT NAIVIE: Legoland_parking toll booths PLAN CHECK NO: CB 12-2746 SET#: II ADDRESS: 1 Legoland Drive„92008 VALUATION: $40,000 PROJECT ID:CD 12 17 APN: 211-100-09 SCOPE OF WORK: Grading, storm drain, curb&gutter, paving, pedestnan pathways associated with instaUation of two new toll booths. *™UPDATED 02/05/2013***** ' This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required fXj Yes [^| No This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: rwapei2@c0x.net PLANr^ii^--^-;:.fi=;?s ENGINEERING 760-602-2750 2/50 7^'^ *i';^*v-^' HRt'BREfENTJgl^;' f«fi.76p:6*0|?i66 .,'1 •" i Chris Sexton 760-602-4624 Chris.Sextoti@carlsbadca.gov j I Gir •, Ru /. I I ' ' 760-bU2-^6 /5 Gina.Ruiz@carlsbadca.gov j Kathleen Lawrence —J 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov "1 Cindy Wong 760-602-4662 Cynthia.Wong@carisbadca.gov ] Dominic Fieri ' 760-602-4664 Dominic.Fieri@carl3badca gov Remarks: -Construction change to DWG 333-2Y signed 02/04/2013 -Print package completed 02/05/2013 ***Minor grading permit, GR 13-04, to be issued concurrently with building permit* •^ NS/ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 FaradayAvenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 01 /09/2013 PROJECT NAIVIE: Legoland_parking toll booths PLAN CHECK NO: CB 12-2746 SET#: I ADDRESS: 1 Legoland Drive_92008 VALUATION: $40,000 PROJECT ID:CD 12 17 APN: 211-100-09 SCOPE OF WORK: Grading, storm drain, curbftgutter, paving, pedestrian pathways associated with installation of two new toll booths. You may have corrections from one or more of ttie divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt&lnspection Division is required [ J Yes [j No X 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: rwapei2@c0x.net PLANNING 760-602-4610 ENGINEERING 760-602^2750, FIRE PREVENTION ; 760-602-4665 Ii Chris Sexton ;L. ,J 760-602-4f324 Chris.Sexton@carlsbadca.gov J j Gina Ruiz c.„.J 760-602-4675 Gina.Ru!2@ca risbadca.gov , Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Linda Ontlveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov ; tlreg Ryan J 760-602-4663 Gregory.Ryan@carlsbadca.gov r^""^ Cindy Wong L^i 760-602-4662 Cyrithia.Wong@carlsbadca,gov Dominic Fieri 760-602-4664 Dommic.Fierl@carlsbadGa.gov Remarks: Legoland_parkingtoll booths PLAN CHECK NO # CB 12-2746 Corrections on this plan review checklist have been marked with X . Items that conform to permit requirements are marked with \ / ' -or- have intentionally been left blank 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show Ld North arrow L.J 1 /1 Existing & proposed structures 1 1 ! LJ /1 Existing street improvements 1 ! LJ UJ Property lines (show all dimensions) L_J LJ 1 / i Easements 1 / 1 Right-of-way width & adjacent streets [~7~1 Driveway widths [323 Existing or proposed sewer lateral CZZI Existing or proposed water service UZ3 Submit on signed approved plans DWG No Show on site plan: I 1 I 1 I 1 • I I Drainage patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course r ~]ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" r ' I Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception Sewer and water laterals should not be located within proposed dnveways, per standards Include on title sheet • / j Site address 7~1 Assessor's parcel number Legal descnption/lot number / I I For commercial/industnal buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved I Show all existing use of SF and new proposed use of SF. Example Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No Subdivision/Tract Reference No(s) E- 36 Page 2 of 6 REV 6/01/12 ' Legoland_parking toll booths PLAN CHECK NO # CB 12-2746 2. DISCRETIONARY APPROVAL COMPLIANCE X Project does not comply with the following engmeenng comments for project no CD 12-17 See memorandum from Tecla Levy dated January 8, 2013 3. DEDICATION REQUIREMENTS Dedication for all street nghts-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605 00 I / I Dedication required as follows n/a 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18 40 040 L/J Public improvements required as follows- n/a Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40 Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the city prior to issuance of a building permit L/J Future public improvements required as follows n/a E-36 Page 3 of 6 Legoland_parking toll booths PLAN CHECK NO tt CB 12-2746 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code X X X Inadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required NOTE The qradinq permit must be issued and rough grading approval obtained pnorto issuance of a buildmq permit I I Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) All required documentation must be provided to your Engmeenng Construction Inspector ***to be determined upon issuance*** The inspector will then provide the engineenng counter with a release for the building permit No grading permit required Minor Grading Permit required Redlines will be routed via project planner, Van Lynch 6. MISCELLANEOUS PERMITS CX] RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or private work adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying into public storm dram, sewer and water utilities LZI other Construction changed to existing grading plan, DWG 333-2Y ~ sheets 27 and 32. Submittal fee is $779.00 (Base $469 + $155/sheet ~ 2 sheets total) and requires all Items per construction change submittal checklist, E-4 (attached to this checklist). E-36 Page 4 of 6 REV 13/01/12 .Legoland_parking toll booths PLAN CHECK NO # CB 12-2746 7. STORM WATER Construction Compliance i "! • ! Project Threat Assessment Form complete Enclosed Project Threat Assessment Form incomplete X See attached fee (sht 20) from the City's current development fee schedule to calculate Construction Storm - , Pollution Prevention ' Plan & Storm Water Management Plan fX] plan review fees. Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) LZJ Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance " I Storm Water Standards Questionnaire complete ~j Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project IS subject to Pnonty Development Project and requires a Stormwater Management Plan. See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf i Project needs to incorporate low impact development strategies throughout m one or more of the foiiowing ways I I Rainwater harvesting (ram barrels or cistern) • Vegetated Roof LI] Bio-retentions cell/ram garden I ~~1 Pervious pavement/pavers LZI Flow-through planter/vegetated or rock drip line I I Vegetated swales or rock infiltration swales r~~| Downspouts disconnect and discharge over landscape Lll Other E-36 Page 5 of 6 REV 6/01/12 Legoland_parking toll booths PLAN CHECK NO # CB 12-2746 9. WATER METER REVIEW Domestic (potable) Use rz UJ FYI What size meter is required'' Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter NOTE the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 8. FEES ***Fees required with submittal of grading plan, construction change, storm water pollution prevention plan - Tier 2, and Storm water management plan - these fees are paid separate to Land Development Engineering*** Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years'' LZ y®s LZ Permit No Permit No Project built after 1980 LZv^^ L]"° Impervious surface > 50% Impact unconstructed facility • yes no • yes Dno Fire spnnklers required •yes Qno (is addition over 150' from center line) yes •no Upgrade No fees required 10. Additional Comments To download any ofthe city's applications and/or Land Development Engineering handouts, please visit: www.carlsbadca.gov/development-forms Attachments. I / j Engineering Appilcation 1^ | Storm Water Form 1 _ RIght-of-Way Application/lnfo. ^/; Reference Documents E-36 Page 6 of 6 REV 6/01/12 J ^ CARLSBAD CITY OF Memorandum January 08, 2013 To: Van Lynch, Assistant Planner From: Tecla Levy, Associate Engineer Re: CD12-17- LEGOLAND TOLL BOOTH Land Development Engineering (LDE) has completed its review of the above referenced project and recommends approval. Please add the following requirements to the approval letter: 1. Based on our review of the preliminary grading plan, a minor grading permit must be processed with the building permit. 2. Submit a construction revision to sheets 27 and 32 of the previously approved grading plan, DWG 333-2Y, to include the proposed Legoland toll booth grading as shown on the preliminary grading plan, sheet C-l ofthe Consistency Determination, CD 12-17. 3. Submit a Stormwater Management Plan (SWMP), a single sheet BMP map, a Stormwater Pollution Prevention Plan (SWPPP) and earthwork quantity calculations with the construction revision application requested in item 2 above. 4. Obtain fire department approval for the revised emergency fire access shown on the preliminary grading plan, sheet C-l ofthe Consistency Determination, CD 12-17. If you or the applicant has any questions regarding the above, please contact Tecla Levy at extension 2733. cc: File Community & Economic Development 1635 Faraday Ave. I Carlsbad, CA 92008 I 760-602-2710 I 760-602-8560 fax | www.carlsbadca.gov ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www carKbadra eov DATE: 12/31/2012 PROJECT NAIVIE: Lego entry booths PROJECT ID: CD 12-17 PLAN CHECK NO: CB 12-2746 SET#: 2 ADDRESS: 1 LEGOLAND DRIVE APN: 211-100-09-00 ^ This plan check review is complete and has been APPROVED by the Planning Division. By: Van Lynch A Final Inspection by the Planning Division is required • Yes ^ No Vou 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. IZZ 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: rwapel2@cox.net and chris.romero@legoland.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNiNG 760-602-4610 ENGINEERiNG 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 Greg Ryan 760-602-4663 Gregorv.Ryan@carlsbadca.gov Q Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov P] Van Lynch 760-602-4613 Van.lynch@carlsbadca.gov • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: pending approval of CD 12-17 for the Consistency Determination application for the new toll booths. Plan Check No CB 12-2746 Address 1 Legoland Dr Date 12/31/12/12 Review # 2 Planner Van Lvnch Phone (760) 602- 4613 Type of Project & Use commercial Net Project Density:n/a_DU/AC__ Zoning CT-Q General Plan: I^R Facilities Management Zone. 13 CFD (in/out) #_Date of participation: 1991 Remaining net dev acres:0 (For non-residential development Type of land use created by this permit: _) REVIEW #: 12 3 Legend: ^ Item Complete • Item Incomplete - Needs your action • • Environmental Review Required: YES • NO ^ TYPE DATE OF COMPLETION Compliance with conditions of approval If not, state conditions which require action. Conditions of Approval • lEl • Discretionary Action Required: YES • NO ^ TYPE APPROVAL/RESO NO . DATE PROJECT NO. CD 12-17 OTHER RELATED CASES SDP 96-14 Compliance with conditions or approval If not, state conditions which require action. Conditions of Approval- Subiect to the pending approval of CD 12-17 Approved 1/16/2013 n D Coastal Zone Assessment/Compliance Project site located in Coastal Zone"? YES Kl NO • CA Coastal Commission Authonty'? YES Q NO El If California Coastal Commission Authority. Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Exempt Kl • • Habitat Management Plan Data Entry Completed? YES • NO K If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATEi) Kl • • Inclusionary Housing Fee required: YES • NO Kl (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Kl • • Housing Tracking Form (form P-20) completed: YES • NOD N/A ^ p-28 Page 2 of 3 07/11 Site Plan: ^ • • Provide a fully dimensional site plan drawn to scale Show, North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal descnption of property and assessor's parcel number City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO Kl • • 2 Project complies-YES • NOQ • • • • Zoning: 1 Setbacks: Front Intenor Side- Street Side: Rear- Top of slope Required 300: Shown > 300' Required 45; Shown 56 5' Required n/a Shown n/a Required n/a Shown n/a Required ri/a Shown n/a 2 Accessory structure setbacks: Front: Required. Interior Side Required Street Side- Required, Rear- Required. Structure separation Required Shown Shown Shown Shown Shown • • 3. Lot Coverage. Required nia Shown 96 sq ft • • 4. Height. Required < 45 feet Shown 9 5 feet Kl D D 5. Parking Spaces Required . Shown No Change (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ Shown D n n Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ATE Januarv 23.2013 p-28 Page 3 of 3 07/11 V'ciTY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKUST P-28 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www rarKbadra sov DATE: 12/31/2012 PROJECT NAME: Lego entry booths PROJECT ID: CD 12-17 PLAN CHECK NO: CB 12-2746 SET#: ADDRESS: 1 LEGOLAND DRIVE APN: 211-100-09-00 • This plan check review is complete and has been APPROVED by the Planning Division. By: Van Lynch A Final Inspection by the Division is required DYes Kl 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 COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: rwapel2@cox.net and chris.romero@legoland.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregorv.Ryan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov X Van Lynch 760-602-4613 Van.lynch@carlsbadca.gov • 1 1 Dominic Fieri 760-602-4664 Dommic.Fieri@carlsbadca.gov Plan Check No CB12-2746 Address 1 Legoland Dr Date 12/31/12/12 Review # 1 Planner Van Lvnch Phone (760) 602- 4613 Type of Project & Use. commercial Net Project Density n/a DU/AC Zoning CT-Q General Plan. I^R Facilities Management Zone 13 CFD (in/out) #_Date of participation 1991 Remaining net dev acres;0 (For non-residential development. Type of land use created by this permit: _) REVIEW #: 12 3 Legend: Kl Item Complete • Item Incomplete - Needs your action S • • Environmental Review Required: YES • NO ^ TYPE DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval- • • • Discretionary Action Required: YES • NO K TYPE APPROVAL/RESO. NO , DATE PROJECT NO. CD 12-17 OTHER RELATED CASES. SDP 96-14 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Subiect to the pending approval of CD 12-17. Kl n Ll Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Kl NO • CA Coastal Commission Authority? YES • NO Kl If California Coastal Commission Authonty- Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt). Exempt 13 • • Habitat Management Plan Data Entry Completed? YES • NO K If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Kl • • Inclusionary Housing Fee required: YES • NO Kl (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed'? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Kl • • Housing Tracking Form (form P-20) completed: YES • NO • N/A K p-28 Page 2 of 3 07/11 Site Plan: K • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1 Applicability YES • NO Kl • • 2. Project complies. YES • NOn • • • • Zoning: 1 Setbacks. Front. Interior Side- Street Side Rear: Top of slope: Required 300: Shown > 300' Required 45^ Shown 56 5' Required nia Shown n/a Required n/a Shown n/a Required n/a Shown n/a 2 Accessory structure setbacks. Front. Required Interior Side Required Street Side. Required Rear Required Structure separation. Required Shown Shown. Shown Shown Shown K • • K • • K • • • • • 3 Lot Coverage 4. Height 5 Parking: Required n/a Shown 96 sq ft Required < 45 feet Shown 9 5 feet Spaces Required _ Shown No Change (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 1/23/13 PROJECTNAME: legoland calif toll booth PROJECTID: PLAN CHECK NO: cbl22746 SET#: II ADDRESS: 1 legoland dr APN: 3 This plan check review is complete and has been APPR0VEli^i^5& ftfe Division. ^Opy By: cwong A Final Inspection by the Division is required Kl Yes • No IZZ 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: chris.romero@legoland.com Vou may also have corrections from one or more of the d/V/s/ons Usted below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 Gregory.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov X Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. Page I of 2 THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. *** Bubble All Changes*** 1. Reference 24' Emergency Access on West Side. Show inside and outside turning dimension for fire department apparatus utilizing the 24' access road. After turn, show that 24' access is maintained. 2. Note on plans that existing gate be fully functional via acceptance test at time of final inspection. Page 2 of 2 Carlsbad Fire Department Plan Review Requirements Category: TI, COMM Date of Report: 01-23-2013 RICHARD APEL Reviewed by: Name: Address: 57l-B HYGEIA AV LEUCADIA CA 92024 Permit #: CBI22746 Job Name: LEGOLAND Job Address: 1 LEGOLAND DR CB AD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately con carefully all comments atta^ed,j,«£lease°TSsubmit thenecess3^'T?lasis»aH4 with changes "clouded", to this office fo|ix^ag^?f°gfi3approval. Conditions: Cond: CON0005988 [NOT MET] *** Bubble All changes*** 1. Reference 24' Emergency Access on West Side. Show inside and outside tuming dimension for fire department apparatus utilizing the 24' access foad. After tum, show that 24' access is maintained. 2. Note on plans that existing gate be fully functional via acceptance test at time of fmal inspection. Entry: 01/03/2013 By: cwong Action: CO Cond: CON0006039 [MET] **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: *bl/23/2013 By: cwong Action: AP D.UNN SAVOIE INC. STRUCTURAL ENGINEERS .' , gpa.S -CL'EVELAKip'ST ' _ a'CEANSIDE, GA-92054 ,76D-96'6.635'5 PR \- 760.966'esao FX' ' • DSt@SURFDSl.CpM-EM Al L STRUCTURAL CALCULATIONS FOR LegoLand - New Toll Booth Anchorage . . - One Legoland Drive Z , ; Z Carlsbad, CA 92008Z Z' (DSI PROJECT NO. 12-185.00) (ARCHITECT: R W Apel Landscape Architects, Jnc.) pEeEMBER 20, 2012 TABLE OF CONTENTS ITEM • _ ; • DESIGN CRITERIA : / . NEW TOOL BOOTH LATERAL FORCE ANALYSIS . WIND ANALYSIS , .• ] SIMPSON'SET-XP'EPOXY ANALYSIS siMspoN 'WEDGE-ALL'ANCHOR SPEC, SHEETS FOOTING ANALYSIS. : , Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB LegoLand - Toll Booth Anchorage SHEET NO 1 OF CALCULATED BY SRG DATE 12/12 CHECKED BY DATE SCALE DESIGN CRITERIA CODE: SEISMIC: 2009 International Building Code (IBC) 2010 California Building Code (CBC) Buildina Occupancv Categorv II Seismic Desiqn Cateqorv: D IE = 1.00 Fa = 1.000 Fv = 1.521 SDS = 0.846 SDI -0.486 1 = 0.108 sec R = 2.0 no = 2.5 Cd = 2.0 Seismic Base Shear: V = 1 .OE = 0.423 *W (Strength Design) V = 0.7E = 0.296 *W (ASD) Vw/p=1.3= 0.385 *W ASD Seismic Design Force WIND: Basic Wind Speed = 85 MPH (3-sec Gust) Exposure = C CONCRETE: ACI 318-08 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L 1500 PSF DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO . 0F_ CALCULATED BY_ CHECKED BY DATE. DATE. SCALE . ^/e^'Je^y^A^y ^^^-I^^M]...^;^ ^'^^' y^^p^-J^ir^ D PRODUCT 207 Dunn Savoie lr>c Structural Engineerc 908 S Cl«v»land St Oceanside, CA 92054 Tel- (760)966-6355 Fax (760) 966-6360 JOB Legoland - Toll Booth Anchorage SHEET NO OF CALCULATED BY SRG DATE 12/12 CHECKED BY DATE SCALE >^SCE 7-05 Wind Lateral Desian Analvsis For Rigid Structures With Flat Roofs r " — Directionallv Independent: , - — Desion Parameters: ! BuildJng Category = II Top of Roof Elevation 9.5 ft Importance Factor, 1 = 1 00 Top of Parapet Elevation 95 ft Basic Wind Speed (3-sec, mph), V = 85 Max Honzontal Dimension 12 tt Exposure Category = C Mm Honzontal Dimension 4 33 ft Directionality Factor, = 0 85 Parapet Factor Windward 1 5 (0 = 1 Parapet Factor Leeward -1 0 Velocity Pressure Exposure Coefficient: a= 95 Zg = 900 ft Structure Height (tt) Kz = 2 0r(z/Zg7^=| 0 77 Topographic Factor: 95 95 9.5 95 95 9 5 95 Parapet 0 77 0.77 0 77 0 77 0.77 2-D Ridgel X 12-D EscarpQ 3-D Hill r Elevation Change, H = 10 ft Crest to Mid-Height, Lh = 1 ft Dist from Crest, x = 0 ft H / Lh = 0 50 MAX 0 77 0 77 ("X" One Box) < 15ft Topographic Factor NOT Required Downwind of Crest' | No "j (Yes or No) K, = = 1 - (|x|/nLh) = 0 73 1 00 3.0 1.5 Structure Height (ft) 9.5 95 95 95 95 95 95 Parapet K3 = e""^'" = = (1 + K, KJ K,)^ = 0.24 1 00 0.24 1 00 0 24 1 00 0 24 1 00 0 24 1 00 0.24 1 00 0 24 1 00 0 24 1 00 Velocity Pressure: Stmcture Height (ft) 95 9.5 95 95 95 95 95 Parapet qz = 0.00256 K^ K^ K<( I co =1 12 12 12 12 12 12 12 12 12 12 12 12 1212 12 12 psf Directionallv Dependent: Gust Effect Factor: Gs = 0.850 External Pressure Coefficients: Short Direction: | Windward Leeward Walls, Cp =\ 08 -0 50 GL = 0.850 Long Direction: Walls, Cp •• Windward Leeward 08 -0 26 Desiqn Wind Pressures: Short Direction: Pwalls = Windward Leeward Gs Cp =1 See Below -5 15 psf Leeward Parapet -12 12 psf Structure Height (ft) 95 95 95 95 95 95 95 Parapet Pwalls ~ Pz Os Cp = 8.24 8 24 8 24 8.24 8 24 8 24 8.24 18 18 psf Ptotai = qz Gs Cp -Ph Gs Cp= 13.40 13.40 13.40 13.40 13.40 13.40 13.40 30.31 psf Long Direction: Windward Leeward Leeward Parapet Pwalls ~ GL Cp = See,Beiow -2.69 psf -12.12 psf structure Height (ft) 95 95 95 9 5 9.5 95 95 Parapet Pwaiis - Qz GL Cp = 8 24 8 24 8 24 8 24 8 24 8 24 8.24 18 18 psf PtDiai = Qz Gs Cp -cih Gs Cp= 10.94 10.94 10.94 10.94 10.94 10.94 10.94 30.31 psf Buildinq Elements: (+) GCp (-) GCp GCp, Force at Highest Elev Walls AAain-(4): P= qh[(GCp)-(GCp,)] EQ 6-22 0 93 -1 1 -0 18 15.52 psf Walls Corners-(5): P= qh[(GCp)-(GCp,)] EQ 6-22 1 -1 2 -0 18 16.73 psf Parapets: P= qp(GCp-GCp,) EQ 6-24 22 -0 26.67 psf Main Roof Uplift-(l): P= qh[(GCp)-(GCp,)] EQ 6-22 1 -0 8 0 18 14.30 psf Roof uplift at Ends and Peal(S-(2)-p= qh[(GCp)-(GCp,)] EQ 6-22 1 1 -1 0 0 18 15.52 psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB LegoLand - Toll Booth Anchorage SHEET NO A-OF CALCULATED BY SRG DATE 12/12 CHECKED BY DATE SCALE SIMPSON SET-XP EPOXY ANCHOR ANALYSIS Using ESR-2508 & ACI318-08 Input: Anchor Diameter = 0.625 in c = 6 in (edge distance of anchor) hef = 4.00 in (anchor embedment depth) fc = 2500 psi (concrete strength) ^max ~ 472 Ibs Tension„ax = 1603 Ibs Ca mm ~~ 1.75 <Table 1 > Nsa = 12880 lbs<Table2> kc = 17 <Table 4> cf, = 0.75 <Table 4> fc,N = 1.0 <D.5.2.6> ^k, uncr ~ 2075 <Table 5> Y'cp,N = 1.0 <D.5.2.7> ''"k, cr -855 <Table 5> V'p,Na -1.0 <D.5.3.14> Output: Factored Loads: <Der ACI 318, 9.2.1> Nua = 2565 Ibs Vua = 755 Ibs steel Caoacitv in Tension: 9660 Ibs > 2565 Ibs, Therefore OK. Concrete Breakout Caoacitv: 6800.00 l^ed.N = 0.79 use V/ed,N = 0.79 1.5he,= 6.00 in ANC ~ 144.00 in^ ANCO -144 00 in^ 4029 Ibs > 2565 Ibs, Therefore OK. Adhesive Anchor Caoacitv: Nao = 6715.154 Ibs Scr,Na ~ 14.95 in use Scr.Na ~ 12.00 in 3he,= 12 in Ccr,Na ~ 7.48 in ^Na ~ 201.53 in^ ANBO ~ 223.5 in^ V'ed,Na " 0 77 use 'l/'ed,Na = 0.77 4'N3 = 3497 Ibs > 2565 Ibs, Therefore OK. Dunn Savoie Inc. Structural Engineers 908 S Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB LegoLand - Toll Booth Anchorage SHEET NO OF CALCULATED BY SRG DATE 12/12 CHECKED BY DATE SCALE SIMPSON SET-XP EPOXY ANCHOR ANALYSIS Using ESR-2508 & ACI318-08 Input: Anchor Diameter = 0.625 in c = 6 in (edge distance of anchor) hef = 4.00 in (anchor embedment depth) fc = 2500 psi (concrete strength) ^max ~ 472 Ibs Tension^ax = 1603 Ibs Ca mm ~ 1.75 <Table 1 > Vsa = 7730 Ibs <Table 2> kc = 17 <Table 4> $ = 0.65 <Table 4> fo.\/ = 1.0 <D.5.2.6> ^k, uncr ~ 2075 <Table 5> i^cp.n = 1.0 <D.5.2.7> '''k, cr -855 <Table 5> ';^p,Na = 1.0 <D.5.3.14> Output: Factored Loads: <oer ACI 318. 9.2.1 > Nua = 2565 Ibs Vua = 755 Ibs Steel Caoacitv in Shear. <i'Vsa = 5025 Ibs > 755 Ibs, Therefore OK. Concrete Breakout Caoacitv: Vb = 6163.86 Ibs Y'ed.N = 1.00 use ^ed,N = 1.00 1.5031 = 9.00 in Ave ~ 162.00 in^ Avco ~ 162.00 in^ 'i'Veb = 4007 Ibs > 755 Ibs, Therefore OK. Concrete Prvout Caoacitv kcp ~ 2.0 Ibs Na = 4662.39 Ibs Ncb = 5372 Ibs Vcp = 9324 78 in 6061 in^ > 755 Ibs, Therefore OK. SM, V Wedge Anchors Tension Loads for Stainless Steel Wedge-All Anchors In Normal-Weight Concrete t Size in. (mm) Embed. Depth In. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) AJIowable.fensiqh Load,-ibs-fO(N|4-'f^^ Install. Torque '"ftllbs / , '. r Size in. (mm) Embed. Depth In. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) fc >= 2000 psi' (13.8,IVIPa) Concrete f'c >= 3000 psi" (20l7:iVIPa) ' CDncrete f'c >= 4000 psi" '(27l6pPa)* Concrete Install. Torque '"ftllbs / , '. r 1/4 (6 4) 1 1/8 2 1/2 (64) 1 5/8 (41) 155 (0 7) 185 (0 8) 215 (1 0) 8 (10 8) 1/4 (6 4) 2 1/4 (57) 2 1/2 (64) 3 1/8 (79) 430 (1 9) 475 (21) 520 (2 3) 8 (10 8) 3/8 (9.5) 1 3/4 (44) 3 3/4 (95) 2 3/8 (60) 350 (16) 500.;; ' - .-(2;2)>,;,'' ''-•i650'i.'f - • • 3/8 (9.5) 2 5/8 (67) 3 3/4 -'(95) 3 5/8 (92) 755 ' (3 4) • - ; 990 .rr ••• •=-• (4:4j,i;,;- 3/8 (9.5) 3 3/8 - (86) 3 3/4 (95) 4 3/4 (121) 830 (3'7)' , '. •.,1-,025.fv:' ,l(4*)\Jt/\:- 1/2 (12 7) 2 1/4 (57) 5 (127) 3 1/8 --JZl) _ 740 (3 3) 965 (4 3) 1,190 (5 3) 80 (81 3) 1/2 (12 7) 3 3/8 (86) 5 (127) 4 3/4 (121) 1,360 (6 0) 1.785 (7.9) 2,215 (9 9) 80 (81 3) 1/2 (12 7) 4 1/2 (114) 5 (127) 6 1/4 (159) 1.565 (7 0) 2.115 (9 4) 2.665 (119) 80 (81 3) /my n^) ,2,3/4 •^(ZDL 6 1/4 . . ^(159)V' 3J/8 iv(98) - •1,015 O ., 1;935 =i*;i?'(8!6iS^3il •i{122';OJ5ji /my n^) ^4.1/^ .6,,1/4 >-(159)" ,'6'1/4 .••(159) i;"S':g-3;535S>'i>>' •i{122';OJ5ji /my n^) 5 1/2 .. (i'40):' • •6;ci/4'-. . '(159),:.; JJ3/4 - -.-f:i97)'" :'-'.' l;845;V',>' - . (f2^^ >• •i{122';OJ5ji 3/4 (191) 3 3/8 (86) 7 1/2 (191) 4 3/4 (121) 1,520 (6 8) 1.880 (8 4) 2,240 (10 0) 150 (203 4) 3/4 (191) 5 (127) 7 1/2 (191) 7 (178) 2,260 (101) 2,905 (12 9) 3,545 (15 8) 150 (203 4) 3/4 (191) 6 3/4 (171) 7 1/2 (191) 9 1/2 (241) 2,260 (101) 3.040 (13 5) 3,825 (17 0) 150 (203 4) ,7/8 (22.2) ' 3;7/8, .,.•(98) • 8:3/;4r..- .;j:222),' 5r3/8 7. ' ^^(137) :f •.i,685::.'.'-r;.-;",i'-."i*2i05op-tH -'i''j¥'(9l#5.f!"l 2v41D ,7/8 (22.2) VW ' (206f' ,8-3/4 : (222), , 11 • - (279) ' 1, 3i835.',-;:^'-> '' • ••'-,;,4i205ft'. nis^fS?! 4,570 vfc*(2Cg3i5tf 1 (25 4) 4 1/2 (114) 10 (254) 6 1/4 (159) 3.465 (15 4) 3.495 (15 5) 3,530 (15 7) 300 (406 7) 1 (25 4) 9 (229) 10 (254) 12 5/8 (321) 4.670 (20 8) 5.720 (25 4) 6,770 (301) 300 (406 7) 1 1/4 (31.8)' 5 5/8 ; .(143) 12,1/2 (318)' ; 7 ,7/8 , (200) . •r 3,410' :a5-2)!-^v-' 4,490 5.570 ;-'>';::(2458i!:li'?,-' "•(542r3):< 1 1/4 (31.8)' 9 1/2- • (241) 12 1/2 (318) 13'1/4 - ,(337) •,',4,535''>-'.; ' ,-(2o''2)'^'..; --''!;' •^•^a^QiS - •'i-'l(34-6)'*'i,'f'' 11.005 i'^'mMk:-" "•(542r3):< 1 1/2 (381) 9 1/2 (241) 12 1/2 (318) 13 1/4 (337) 4,535 (20 2) 7.770 (34 6) 11,005 (49 0) 400 (542 3) 1 The allowable loads listed are based on a safety factor of 4 0 2 Allowable loads may be increased by 3373% tor short term loading due to wind or seismic forces where permitted by code 3 Refer to allowable load adjustment factors for edge distance and spacing on pages 112 & 114 4 Drill bit diameter used in base material corresponds to nominal anchor diameter 5 Allowable loads may be linearly interpolated between concrete strengths listed 6 The minimum concrete thickness is iy2 times the embedment depth *See page 5 for an explanation of the load table icons 109 SIMPSON Strong^Tie ; I ANCHOR GYSTEMS ; Wedge Anchors Shear Loads for Stainless Steel Wedge-All Anchors In Normal-Weight Concrete tti Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Allowable Shear Load lbs. (kN) Install. Torque n-lbs (N-m) Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) f'c>= 2000 "psi (13.8 MPa) Concrete' - i; f'c >= 3000 psi (20.7>MRa) Concrete f'c >= 4000 psi (27.6 MPa) Concrete Install. Torque n-lbs (N-m) 1/4 (6 4) 1 1/8 (29) 2 1/2 (64) 1 5/8 (41) 265 (1 2) 265 (1 2) 265 (1 2) 8 1/4 (6 4) 2 1/4 (57) 2 1/2 (64) 3 1/8 (79) 265 (12) 265 (1 2) 265 (1 2) (10 8) 3/8 (9.5) 1 3/4 (44) 3 3/4 (95) 2 3/8 (60) 655 (29), , - 655 • (2^9) 655 (2 9) , 30 (40 7) 3/8 (9.5) 2 5/8 .. (67) 3 3/4 , (95) 3 5/8 (92)-, 1.215 - (5.4)" •••'-• . 1,215. • .-••"-;(5-4^, 1,215 ' (5 4) 30 (40 7) 3/8 (9.5) 3 3/8 (86) 3 3/4 "(95) 4-3/4 . (121) 1,215 " (5.4): ^••' 1,215' • (5M), • •- 1i215 , .l5'4) 30 (40 7) 1/2 (12 7) 2 1/4 (57) 5 (127) 3 1/8 (79) 1.545 (6 9) 1,710 (7 6) 1,870 (8 3) 60 (81 3) 1/2 (12 7) 3 3/8 (86) 5 (127) 4 3/4 (121) 1.925 (8 6) 2.130 (9 5) 2,325 (10 3) 60 (81 3) 1/2 (12 7) 4 1/2 (114) 5 (127) 6 1/4 (159) 1,925 (8 6) 2,130 (9 5) 2,325 (10 3) 60 (81 3) ( 059) ' ,2 3/4- • - ''mL-. . 6 1/4 ' (159) ,3 7/8 .r^(98) 1,865 V-'" r2,185', -1 •"• ; 'smh-r^,'-- . 21505 " (Il.l): ••. ,90 (122.0) ( 059) -rm 6.1/4 ' (.159)- 6 1/4 'ai59) . 3,150 . 3;615 bi^ri). : ,90 (122.0) ( 059) •5;l/2'-- • (.f40); ',-6;i/4' (159).- .7,;3/4 ., (197) •, • 2,680 : ; •• »:.f.3',150,;,''' : •M;HIW' • ; ^3;615'; ''-•• (iB i) '. ,90 (122.0) 3/4 (191) 3 3/8 (86) 7 1/2 (191) 4 3/4 (121) 3,265 (14 5) 3,265 (14 5) 3,265 (14 5) 150 (203 4) 3/4 (191) 5 (127) 7 1/2 (191) 7 (178) 5.300 (23 6) 5,300 (23 6) 5,300 (23 6) 150 (203 4) 3/4 (191) 6 3/4 (171) 7 1/2 (191) 9 1/2 (241) 5.300 (23 6) 5,300 (23 6) 5,300 (23 6) 150 (203 4) 7/8 _ \ (22:2)' 3'.7/8:i. "v(98)t^.' •'8j3/4 • ~.v(222).', .;'5;3/8'. >i':(i37.).,. 3,955 ; ,S •(i,7;6)f*'?i' "••i~-''---'3i955'r'::'' ; •^%?(iK6yitr 3;955 > , 2ljp , (271 2) 7/8 _ \ (22:2)' -757/8^5 "•(200) " '•8-3/4 •" • (222) -•';,T11.,- i „(2'79)' .•^f""6;410f*i?ff ' -(28:5)v; ; .'•;^;i6';4ior,> -•- V:':(28-5)S'. - .i, •6,410: ' i .•.(28-5)' > " 2ljp , (271 2) 1 (25 4) 4 1/2 (114) 10 (254) 6 1/4 (159) 6,590 (29 3) 6,590 (29 3) 6,590 (29 3) 300 (406 7) 1 (25 4) 9 (229) 10 (254) 12 5/8 (321) 7,295 (32 4) 7,295 (32 4) 7,295 (32 4) 300 (406 7) 11/4 ' (3,1.8)' 5 5/8 ' (143) 12.1/2 '•.(318) . 7>7/8 •"(260) •• • 8,430 ! , : '(37 5)' y '-. . 8,430i .• ,1 ,'(375V--' ,8,430 .•,(37.5) 41)0 (542^3) 11/4 ' (3,1.8)' 9 1/2 • (241) . 12 1/2 • -(SIS)"-. 13-1/4 - (337) ' 8,430 ; (37:5)::-:,v ' 8,430 . , ^(37-5) / 8,430 ,r(375) 41)0 (542^3) 1 1/2 (381) 9 1/2 (241) 12 1/2 (318) 13 1/4 (337) 8,430 (37 5) 8,430 (37 5) 8,430 (37 5) 400 (542 3) 1 The allowable loads listed are based on a salety factor of 4 0 2 Allowable loads may be increased by 16% for short term loading due to wmd or seismic forces where permitted by code 3 Refer to allowable load adiustment factors for spacing and edge distance on pages 112,113 & 115 4 Drill bit diameter used in base material corresponds to nominal anchor diameter 5 Allowable loads may be linearly interpolated between concrete strengths listed 6 The minimum concrete thickness is VA times the embedment depth *See page 5 for an explanation of the load table icons 10 Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Legoland - Toll Booth Anchorage SHEET NO OF CALCULATED BY SRG DATE 12/12 CHECKED BY DATE SCALE IFOUNDATION DESIGN | Allowable Bearing Pressure, q =_1;^^_ psf (2 per soils report • assumed Continous Footings: Location: w1 = Width Req'd = (w1/q)x 12 = pit \i^^ Use: 1^ "Widex 12- "Deep with ^ # Top & Bottom Location: w1 = = plf Width Req'd = (w1/q)x 12 = = II Use: " Wide x " Deep with # Top & Bottom Location: w1 = plf Width Req'd = (w1/q)x 12 = = II Use: " Wide x " Deep with # Top & Bottom /S^- Pad Footings: ^s^-p-. Mark: P = Ibs Area Req'd = (P/q) x 144 = in^ Use: " Square x " Deep with # Ea Way (3" Clear from Soil) Mark: P = Ibs Area Req'd = (P/q) x 144 = in^ Use: " Square x " Deep With # Ea. Way (3" Clear from Soil) Mark: P = Ibs Area Req'd = (P/q) x 144 = in^ Use: " Square x " Deep with # Ea. Way (3" Clear from Soil) IICAL UPDATE AND PLAN REVIEW IRKING LOT TOLL BOOTH ADDITION EGOLAND CALIFORNIA wARLSBAD, CALIFORNIA Prepared for: LEGOLAND CALIFORNIA, LLC One Legoland Drive Carlsbad, California 92008 Project No. 10075.001 December 21, 2012 4 Leighton and Associates A LEIGHTON GROUP COMPAMY 11 iW. Leighton and Associates, Inc. December 21, 2012 Project No. 10075.001 LEGOLAND California One Legoland Drive Carlsbad, California 92008 Attention: Mr Chns Romero Subject: Geotechnical Update and Plan Review Proposed Parking Lot Toll Booth Addition LEGOLAND California, Carlsbad, California Introduction In accordance with your request and authorization, this report has been prepared to provide geotechnical recommendations and to provide grading plan review relative to the proposed Parking Lot Toll Booth Addition project at LEGOLAND California in Carlsbad, California (Figure 1). Proposed Development Based on our review of the grading plans (Chang, 2012), we understand the site improvements will include the construction of two (2) new toll booths atthe mam vehicle entrance to the park. Associated vehicular pavement, underground utilities, flatwork, a desilting basin, and landscaping are also planned. Grading will consist of cuts up to 9 feet and minor fills up to 2 feet from the existing ground surface. 3934 Murphy Canyon Road, Suite B205 ~« San Diego. CA 92123-4425 858 292 8030 B Fax 858 292 0771 ^ www leightongroup com 10075 001 Findings and Conclusions Based on our review ofthe final as-graded report of rough gradmg (Leighton, 1998a), the following Items were noted: • The location ofthe proposed improvements is within an area underlain by existing documented fill placed as part of the original mass grading of the park and by Quaternary-aged Terrace Deposits and Tertiary-aged Santiago Formation. • IVIinor grading will be required to construct the proposed improvements and will result in constructing 2:1 (H:V) slopes up to 10 feet in height. • Based on our professional experience on sites in the general vicinity and the final as- graded report of rough grading (Leighton, 1998a), the on-site soils possess a very low to low expansion potential and a negligible soluble sulfate content. Laboratory testing upon completion of fine grading operations forthe proposed toll pad is recommended to determine actual expansion potential of finish grade soil atthe site. • Ground water is not considered to be a constraint to the proposed improvements. However, if seepage conditions are encountered during site grading, additional evaluation should be provided to determine if subdrainage measures are needed, In conclusion, it is our professional opinion that the parking lot toll booth and ancillary improvements are suitable for its intended use provided the recommendations presented herein are incorporated into the design and construction ofthe proposed improvements. Recommendations The following recommendations should be followed during the design and construction of the proposed improvements. We anticipate that earthwork on the site will consist of demolition and removal of the existing hardscape and landscaping improvements in preparation for construction of the proposed improvements. We recommend that earthwork on the site be performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications of Rough-Grading included in Appendix B, In case of conflict, the following recommendations shall supersede those in Appendix B. 10075,001 1) Site Preparation We recommend that in the areas of proposed development the surficial soils be scarified to a minimum depth of 12 inches, moisture-conditioned to optimum or above moisture content and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Areas to receive fill or pavement should be cleared of subsurface obstructions, potentially compressible material (such as loose landscaping soils and undocumented fill) and stripped of vegetation prior to grading. Vegetation and debris should be removed and properly disposed of offsite, Holes resulting from removal of buried obstructions and abandoned utilities that extend below finish site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to optimum or above optimum moisture condition, and recompacted to at least 90 percent relative compaction, or to 95 percent relative compaction in pavement sections (based on ASTM Test Method D1557). 2) Excavations Excavations ofthe on-site materials may generally be accomplished with conventional heavy-duty earthwork equipment. It is not anticipated that significant quantities of oversized rock (i.e., rock with maximum dimensions greater than 6 inches) will be generated during future grading. However, if oversized rock is encountered, it should be hauled offsite, or placed in non-structural or landscape areas. Excavation of utility trenches should be performed in accordance with the project plans, specifications and all applicable OSHA requirements. The contractor should be responsible for providing the "competent person" required by OSHA standards Contractors should be advised that sandy soils and/or adversely oriented bedrock structures can make excavations particularly unsafe if not all safety precautions are taken, 10075 001 3) Fill Placement and Compaction The on-site 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 optimum or above optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction, 95 percent in paving areas, based on the laboratory maximum dry density (ASTM Test Method D1557). 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 4 to 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practices, and the General Earthwork and Grading Specifications of Rough-Grading presented in Appendix B. 4) Foundation Recommendations The site is considered suitable forthe proposed improvements. The following design parameters may be used in the design ofthe structure foundations. Allowable Soil Pressure (Spread) = 1,500 psf Allowable Soil Pressure (Mat) = SOOpsf Modulus of Subgrade Reaction = 150 pci Coefficient of Friction = 0.35 Passive Pressure (Level Ground) = 300 psf/ft (3,000 psf max) Active Retaining Pressure = 35 pcf (level backfill) At-Rest Retaining Pressures = 55 pcf (level backfill) Lateral Surcharge (Traffic) = 75 psf (auto traffic surcharge) Lateral Surcharge (Uniform Pressure) = 0.35q where q is the uniform pressure Spread footings should be at least 12 inches below the lowest finish grade. Reinforcement should be designed by the structural engineer. Continuous footings should contain at least four No 4 bars, top and bottom. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. Structure slabs should be at least 5 inches thick reinforced with No. 3 bars at 18 inches on center, each way. Slabs designed to carry structural loads may 10075 001 require increased thickness and reinforcing. Slab underlayment should be designed by the project architect. We recommend a minimum horizontal setback distance from the face of slopes for all structural footings and settlement-sensitive structures. This 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 7 feet. We should note thatthe soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavement, underground utilities, etc) constructed within this setback area may be subject to lateral movement and/or differential settlement. Foundations should be deepened as needed to attain an embedment below 1:1 plane from parallel utility trenches. 5) Seismic Parameters We have provided updated seismic design parameters per California Building Code (CBC 2010). The following seismic design parameters have been determined in accordance with the 2010 CBC and the USGS Ground Motion Parameter Calculator (Version 5.1.0): Table 1 2010 CBC Seismic Design Parameters Site Class D Site Coefficients Fa= 1.0 Fv = 1.521 Mapped Spectral Accelerations Ss = 1.269g Sl = 0.479g Site Modified Spectral Accelerations SMS = 1.269g SMI = 0.729g Design Spectral Accelerations SDS = 0.846g SDI = 0.486g 10075 001 6) Cement Type for Construction 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". We anticipate thatthe on-site soils should possess a negligible potential to attack normal concrete. As a result, the onsite concrete design mix can be designed for a negligible potential of sulfate attack and follow the recommendations presented in Section 4.2.1 of ACI 318-11. Laboratory testing ofthe actual pad grade soils atthe toll booth pads upon completion ofthe grading operations should be performed to confirm the sulfate attack potential. 7) Concrete Flatwork In order to reduce the potential for differential movement or cracking of driveways, sidewalks, patios, other concrete flatwork, 6x6-6/6 welded-wire mesh reinforcement or No. 3 rebar on 18 inch centers, each way, is suggested along with keeping pad grade soils at a uniform moisture content. Flatwork subgrade soil should be moisture conditioned to at least 2 percent above optimum moisture. 8) Control of Surface Water and Drainaqe Control Positive drainage may be accomplished by providing drainage away from structures at a gradient of at least 2 percent toward area drains. Eave gutters, with properly connected downspouts to appropriate outlets, are recommended to reduce water infiltration into the subgrade soils. 9) Pavement Design Recommendations Based on our review ofthe pavement design report (Leighton, 1998b), the pavement section design below is based on an R-Value test result 36. While we were not retained to verify actual depths of the existing pavement section, it is our understanding that Lego Drive was designed for a Traffic Index of 7.0. Flexible pavement sections have been evaluated in general accordance with the Caltrans method for flexible pavement design. The recommended flexible pavement section forthis condition is given in Table 2 below: 10075 001 Table 2 Preliminary Pavement Sections Traffic Description Traffic Index (Tl) Asphalt Concrete (inches) Aggregate Base (inches) LEGOLAND Drive 7.0 4,0 8.0 Asphalt Concrete (A.C.) and Class 2 aggregate base materials should conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications (Caltrans). The upper 12 inches of subgrade soils should be moisture conditioned and compacted to at least 95 percent relative compaction based on ASTM Test Method D1557 priorto placement of aggregate base. The base layer should be compacted to at least 95 percent relative compaction as determined by ASTM Test Method D1557. If pavement areas are adjacent to landscape areas, we recommend steps be taken to prevent the subgrade soils from becoming saturated. Concrete swales should be designed in roadway or parking areas subject to concentrated surface runoff. 10) Construction Observation and Testing and Plan Review Final foundation and any revisions to the grading plans should be reviewed by Leighton. The geotechnical consultant should perform construction observation and testing during the grading operations, future excavations, and foundation or retaining wall construction atthe site. Additionally, footing excavations should be observed and moisture determination tests ofthe slab subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. Grading Plan Review As part of our update evaluation we have reviewed the precise grading plans (Chang, 2012). Based on our review, the plans have been prepared in general accordance with the project geotechnical recommendations. .at «^ " -7- 10075.001 Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and/or tests. 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. If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATESJsia Sean CoIorBdo, GE 25 Principal Engineer Michael D. Jensen, CEG 2457 Project Geologist Attachments: Appendix A - References Appendix B - General Earthwork and Grading Specifications Distribution: (2) Addressee (1) Chang Consultants, Attention' Mr. Wayne Chang (1) Dunn Savoie Inc., Attention: Mr. Rhett Savoie (1) R.W. Apel Landscape Architects, Inc., Attention: Richard Apel 10075 001 APPENDIX A REFERENCES California Building Code (CBC), 2010, California Code of Regional Title 24, Part2. Chang Consultants, 2012, Precise Grading Plan, New Parking Toll Booths, LEGOLAND California, Sheet C-1, received December 19, 2012. Leighton and Associates, Inc., 1997, As-Graded Condition, Legoland Family Park, Carlsbad Ranch, Carlsbad, California, dated October 15, 1997. , 1998a, Final As-Graded Report of Rough-Grading, LEGO Family Park, Carlsbad, California, dated February 10, 1998. ,1998b, Recommendations for Pavement Section for South Parking Lot Expansion Area, Proposed LEGO Family Park, Carlsbad, California, dated April 29, 1998. 2002, Geotechnical Pavement Design Review, Main Drive Aisle and Lego Drive, Legoland Theme Park, Carlsbad, California, dated October 18, 2002 A-1 APPENDIX B GENERAL EARTHWORK AND GRADING SPECIFICATIONS LEIGHTON AND ASSOCIATES, INC. General Earthwodc and Grading Specifications 1.0 General 1.1 Intent These Geieral Earthwoiik and Grading Specifications are for the gradirig and earthwoik shown on the ^proved gradirig plan(s) and/or indicated in the geotechnical rqx}rt(s). These Specifications are a part of the recommaidations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the ^otechnical report shall siqDo^sede these n»re 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 siqjersede these specifications or the recommHidations in the geotechnical rqx)rt(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, tiie ovvner shall ennploy the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the ^proved geotechnical report(s) and accqiting tiie adecpjacy of the preliminary ^otechnical findings, conclusions, and recommendations prior to the commencement of the gradirig. Prior to commencanent of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to paform the ^propriate level of obssvation, mapping, and conpaction testing. During the grading and earthwork opaations, the Geotechnical Consultant shall obsave, m^, and docurriHit the sutsurface ejqxisures to verify the geotechnical design assunptions. If the observed conditions are found to be significantiy diffenant than the intapreted assunptions during the design phase, the Geotechnical Consultant stiall infonn 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 obsave the moisture-conditioning and processing of the subgrade and fill materials and perform relative conpaction testing of fill to determine the attained level of conpaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and fiecpjent basis. -1- LEIGHTON AND ASSOCIATES, BMC. Goiaal Earthwork and Gradirg Specificaticos 1.3 The Eartiiwork Contractor The Earthwork Contractor (Contractor) shall be qualified, expaienced, and knowledgeable in earthwork logistics, prqiaration and processing of ground to receive fill, moisture-conditioning and processirig of fiU, and conpacting fill. The Contractor shall review and accept fhe plans, geotechnical rqx)rt(s), and tiiese Specifications prior to commaricement 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 fhe estimated quantities of daily earthwork contmplated for the site prior to commencement of grading. The Contractor shall inform tiie 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 ^propriale ohsa:vations and tests can be planned and acconplished. The Contractor shall not assume that the Geotechniral Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equiprrmt and methods to accomplish the earthwoik in accordarK:e with the ^plicable grading codes and a^ncy ordinances, these Specifications, and the recommendations in the approved geotechnical rqxDrt(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory corxlitions, such as unsuitable soil, inpropar moisture condition, inadequate conpaction, insufficient buttress key size, advase weather, etc., are resulting in a quality of work less than required in these specifications, tiie Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until fhe conditions are rectified. 2.0 Prqjaration of Areas to be Filled 2.1 Clearing and Grubbing V^^tation, such as brush, grass, roots, and other deleterious material shall be sufflciaidy removed and properly disposed of in a method acceptable to the owner, goverrrir^agaicies, andthe Geotechnical Consultant. The Geotedmical Consultant shall evaluate the extent of these rmiovals deperdirig on specific site conditions. Earth fill material shall not contain more than 1 pax:ent of or^nic materials (by volume). No fill lift shall contain more than 5 parent of organic matter. Nesting of the or^nic materials shall not be allowed. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Gradirg Specifications If potentially hazardous materials are mcountaed, the Contractor shall stop woik in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of tiiese mataials prior to continuing to woik in that area. As presendy defined by the State of Califomia, most refined petroleum products (^soline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate durrping or spilla^ of these fluids onto the ground may constitute a misdoiieanor, punishable by fines and/or irrprisonment, and shall not be allowed. 2.2 Processing Existirg ground that has beei declared satisfactory for sipport of fill by the Geotechnical Consultant shall be scarified to a niinimum 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 unifonn, flat, and fiTee of uneven features that would inhibit uniform conpaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical rqx)rt(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, higjily fiactured or otherwise unsuitable ground shall be overexcavated to conpetent ground as evaluated by the Geotechnical Consultant during grading. 2.4 BerKhing Where fills are IB 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 gr^hic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet cteep, into conpetent material as evaluated by the Geotedmical Consultant. Other beiches shall be excavated a minimum hei^ of 4 feet into conpetent rmleial or as otharwise recommended by the Geotechnical 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 FUl Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, m^ped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written accqitance from the Geotechnical Consultant LEIGHTON AND ASSOCIATES, INC. Genaal Earthwork and Giadirg Speciflcations prior to fill placement. A licensed surveyor shall provide fhe survey control for determining elevations of processed areas, keys, and benches. 3.0 FUI Material 3.1 Genaal Material to be used as fill shall be essentiaUy free of oigsnic matter and other deleterious substances evaluated and acceptal by tiie Geotechnical Consultant prior to placanent. Soils of poor quality, sudi as those with unaccqitable gradation, higji ejq^ansion potential, or low strmgtii shall be placed in areas accqitable to fhe Geotedmical Consultant or mixed with other soils to achieve satisfactoiy fiU material. 3.2 Oversize Oversize matoial defined as rock, or otho" iireducible mataial with a maxinuim dimmsion greater than 8 inches, shaU not be buried or placed in fiU unless location, riBterials, and placemait methods are specifically accepted by the Geotechnical Consultant. Placanent operations shall be such that nesting of ovasized material does not occur and such that oversize material is corrpletely surroimded by conpacted or densified fUl. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utUities or underground construction. 3.3 Inport: If inporting of fill mataial is required for grading, proposed inport mataial shall meet the requirements of Section 3.1. The potential inport source shaU be givai to the Geotechnical Consultant at least 48 hours (2 working days) before inportii^ b^pis so tiiat its suitabiUty can be deteimined and appropriate tests paformed. 4.0 FUI Placement and Conpaction 4.1 FUl Layeis Approved fiU mataial shall be placed in areas prqiared to receive fiU (per Section 3.0) in near-horizontal layas not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately conpact fhe thicker layers. Each layer shall be spread evenly and mixed tix)roughly to attain relative unifomiity of material and moisture tiuxDugJiout. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.2 FiU Moisture Conditioning Fill soUs shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or sU^itly over optunum Maximum density and optimum soU moisture content tests shall be performed in accordance with the Amoican Society of Testing and Materials (ASTM Test Metiiod D1557). 4.3 Compaction of FiU After each layer has been moisture-conditioned, mixed, and evenly spread, it shaU be uniformly conpacted to not less than 90 parait of maxumun dry density (ASTM Test Method D1557). Conpaction equipment shaU be adequately sized and be either specifically designed for soil conpaction or of proven reliability to efficientiy achieve the specified level of conpaction with uniformity. 4.4 Conpaction of FiU Slopes In addition to normal conpaction pnx:edures specified above, conpaction of slopes shaU be acconplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fiU elevation, or by other methods producing satisfactory results accqjtable to the Geotechnical Consultant. Upon completion of grading, relative conpaction of the fiU, out to the slope face, shaU be at least 90 pax:ait of maximum density per ASTM Test Method D1557. 4.5 Conpaction Testing Field-tests for moisture content and relative conpaction of the fiU soils shall be perfbrmed by the Geotechnical Consultant. Location and fiiequency of tests shaU be at the Consultant's discretion based on field conditions aicountoTed. Conpaction test locations wiU not necessarily be selected on a random basis. Test locations shall be selected to vaify adequacy of conpaction levels in areas that are judged to be prone to inadequate conpaction (such as close to slope faces and at the fill/bedrock bendies). 4.6 Frequency of Compaction Testing Tests shall be taken at intavals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of conpacted fUl soUs embankment. In addition, as a guideline, at least one test shall be takm on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical heiglit of slope. The Contractor shall assure that fUl construction is such that the testing schetijle can be acconplished by the Geotedmical Consultant. The Contiactor shall stop or slow down the earthwoik construction if these niinimum standards are not met LEIGHTON AND ASSOCIATES, INC. General Earthwork and Gradir^ Speciflcations 4.7 Conpaction Test Locations The Geotechnical Consultant shall ctocument the approximate elevation and hcttizontal coordinates of each test locatioa Tlie Contractor shaU coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotedmical Consultant can determine the test locations with sufficient accuracy. At a rrdnimurri, two grade stakes within a horizontal distance of 100 feet and verticaUy less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systeins shaU be instaUed in accordance with the qproved geotechnical report(s), the grading plan, and the Standard Details. The Geotedmical Consultant may reccffnmend additional subdrains and/or chaiiges in subdrain ext&rt, location, grade, or material dqiaiding on conditions mcoimtaed during grading. All subdrains shaU be surveyed by a land surveyor/civU enginea- for Une and grade after installation and prior to burial. Sufficient time should be allowed by fhe Contractor for these surveys. 6.0 Excavation Excavations, as weU as over-excavation for ranedial purposes, shaU be evaluated by the Geotechnical Consultant during gradirig. Ranedial removal deptiis shown on geotedmical plans are estimates only. The actual extent of ronoval shaU be determined by the Geotechnical Consultant based on the field evaluation of ejqiosed conditions during grading. Where fiU-ovo'-cut slopes are to be graded, the cut portion of the slope SIHU be made, evaluated, and accqjted by the Geoteclmical Consultant prior to placement of rtBtoials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfills 7.1 Safety The Contractor shall follow all OSHA and Cal'OSHA requirements for safety of troich excavations. LEIGHTON AND ASSOCIATES, INC. Genaal Earflwork and Gradir^ Speciflcations 7.2 Bedding and BackfiU AU bedding and backfUl of utUity troidies shall be paformed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding mataial shall have a Sand Equivalent greata- than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. BackfUl shaU be placid and densified to a mininuim of 90 pax:ent of relative conpaction finm 1 foot above the top of the conduit to the surface. The Geotechnical Consultant shaU test the trench backfUl for relative conpaction. At least one test should be made for evoy 300 feet of troich and 2 feet of fill. 7.3 Lift Thickness Lift thickness of trench backfiU shaU not exceed those allowed in the Standard Specifications of Public Works Constmction unless the Contractor can demonstiate to the Geotechnical Consultant that fhe fiU Uft can be conpacted to the minimum relative conpaction by his altonative equipment and method. 7.4 Observation and Testing The densification of the bedding around the conduits shall be ohsa;ved by the Geotechnical Consultant. FILL SLOPE PROJECTED '""LANE 1:1 - (HORIZONTAL: VERTICAL) MAXIf/UM FROM TOE OF SLOPE TO APPROVED GROUND EKISTING- GROUND SURFACE ^:¥:>C0MPXcfE&?:¥:-:->^^ ^ ,Mgp&^^X^ ,^.^Y:55Y:::3:I-^^^^ ^REMOVE 2 FEET MIN KEY DEPTH ^^^^^SIJIBENCH HEIGHT ''''^'''^^•^^^r^'' (4 FEET TYPICAL) UNSIJITABI F MATERIAL .15 FEET MIN.^ LOViEST BENCH (KEY) FILL-OVER-CUT SLOPE LXIStING GROUND SURFACE OMPACTED:- •HFiLL->:-->-- 2 FEET MIN KEY DEPTH LOWEST BENCH (KEr) •BENCH HEIGHT (4 FEET TYPICAL) REMOVE UNSUITABLE MAIFRIAI CUT-OVER-FILL SLOPE -CUT FACE SHAI I BF CONSTRIICTD PRIOR TO , FILL PLACEMENT TO ALLOW VIEWING OF GEOLOGIC CONDITIONS y ^ EXISTING---~--___.^/ '"V GROUND _ \)JT FACE SHALL 3E CUNSIRUCltD PRfOK TO FILL PLACEMENT OVERBOLD AND TRIM BACK PROJECTED PLANE- 1 TO 1 MA>;iMUM FROM TOE OF SLOPE TO APPROVED GROUND REMOVE UNSUITABLE MATERIAL 2 FEET MIN.-J KEY DEPTH 15 FEET MIN.^ LOWEST BENCH (KEY) -BENCH HEGHT (4 FEET TYPICAL) BENCHING SHALL BE DON; WHEN SLOPE'S ANGLE IS EQUAL TD OR GREATER THAM 5' 1 MINIMUW BENCH HEIGHT SHALL GE 4 FEET AND MINIMUM Fll I WIDTH SHAI I RF 9 FFFT KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL A FINISH GRACE SLOPE FACE — 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 ?LACE TO FILL ALL THE VOIDS 00 NOT BURY ROCK WTHIN 10 FEET OF FINISH GRAOE WINDRDW OF BURIED ROCK ShALL BE PARALLEL TO THE FINISHED S.OPC. GRANULAR MATERIAL TO 8E " DLNSIHED IN PLACE Ht FlOOOtNG OR JETTING DETAIL •'JETTED OR FLOODED - - • GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL B \ \ ^— EXISTING \^\.^ GROUND SURFACE BENCHING KtMOVt UNSUITAOL; MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW 6" MiN. OVERLAP CALTRANS aASS 2 PERMEABLE-—.X^^^^"^ OR #2 ROCK (gFT'J/FT) WRAPPED>( ; |- fN FILTER FABRfC //••-• ••"."i ILTER FABRIC (MIRAFI 140N OR APPROS/EO EQUIVALENT)* 5" MIN COVER 'i-L, 4 MIN, BEDDING COLLECTOR PIPE SHALL BE MINIMUM 5" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDWO DETAIL 0 FOR PIPE SPECIFICATIONS $UBPRAIN PETAL DESIGN FINISH GR<\DE NONPERFORATED & 0 MIN PERFORATED 6" 0MIN PIPF ILTER FABRIC {MIRAFI UON OR APPROVED EQUIVALiNT) CALTRANS CLAS3 2 PERMEABLE OR #2 ROCK (9FT'^3/FT) WRAPPED ^N HLIEK l-AbKfC QUNl OF CANYON mmm QMTIST CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C 15' MIN OUTLET PIPES 4" 0 NONPERFORATED PPE, 100" f/AX OC HORIZONTALLY. \. 30' VAX OC. VERTICALLY CU' FLATTER SEE SUBDRAIE*! TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET -KEY DEPTH {2 MIN) KEY WIDTH AS NOTED ON GRAOING PLANS (15' MIN ) 12" MIN OVERLAP- FROM THE TOP 10 RING T!ED EVERY 6 FEET CA. TRANS CLASS II PERMEASLE OR §2 RODK (3 FT'3/FT) WRAPPED IN FILTER FABRIC 5-4 ' 0 \ N0N-PE=*FORATEO \ OUILtl PIPE PROVDC POSITIVE SEAL AT THE JONT I-CONNECTlCKi -OR COl I rCTOR =»IPE TO OUTLET PIPE e" WIN COVER 4" 0 PERFORATED PIPF -FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) A MIN BEDDING SUBDRAIN TRENCH DETAIL SUBDRAIN I^STALLATION - subdram ccjileclor pipe shall be instolted with perforotion down or. unless otherwise designoted by Ihs geotecht>icol consultant Outlet pipes shall be non-perforoted oipe The subdroiri pipe shots hove ot least 8 perforotions uniforrr>ty spoced per fool Perforation sholl be 1/4" lo 1/2" if d'ill holes ore used All sut>droin pipes shall have o qrodient of of eost 2% towords the outlet, SUBDRAIN PIPE - Subdroin pipe shall bo ASTM D2751. SOR 23.5 or ASTM D1527. St-htjdule 40. or ASTM 0.3034. SDR ?.3 S. Schedule; 40 Folyviryl Chloride Ploslic (PVC) pipe 'VII outlet oipe sholl be pioced in o treTch no wider thon twice the <!ubdrnin pipe BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL D f CUT-FILL TR.^NSITION LOT OVEREXCAVAHON REMOVE UNSUITABLE 3ROUND y-.^^ £• WIN '"••'^ OVEREXCAVATE \m RLCOMMAC UNWEATKRED BEDROCK DR MATERIAL AP='RCVED ' BY IHL bWltUHNILAL LUNbUL I AN I / TRANSITION LOT FILLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL E SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL WALL WATERPROOFING PER ARCHITEC'S SPLCIUCAIIONS WALL FOOTING FILTER FABRIC ENVELOPE (MIRAFI UON OR APPROVED EQUIVALENT)'* TO 1-1/2" CLEAN GRAVEL -4" (M-N.) DIAMETER PERFORATED PVC PIPE (SC-IEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET -3" MIN. COMPETENT BEDROCK OR MATERIAL •AS EVALUATED OY TIC GEOTECHNICAL CONSULTANT NO II- U'-'ON RLVItW BY IHE GEOTECHNICAL CONSULTANT, COMPOSHl UKAINAGL PROUUCIS bUCH Ab MIKAUtiAIN OR J-DRAIN WAY 3E USED AS AN ALTERNATIVE TO GRAVEL OR CIASS ? PFRMFABIF MATFRIAL. INSTALLATION SHOUID BF PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS RETAINING WALL DRAINAGE GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL F i(< ACTIVE ZONE GRAVEL DRAINAGE FILL MIN 6" BELOW WALL MIN 12" BEHIND UNITS FOUNDATION SOILS REAR SUBDRAIN 4" (MIN) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS DOWN SURROUNDED BY 1 CU FT/FT OF 3/4" GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI MON OR EQUIVALENT) OUTLET SUBDRAINS EVERY 100 FEET, OR CLOSER, BY TIGHTLINE TO SUITABLE PROTECTED OUTLET GRAVEL DRAINAGE FILL. SIEVE SIZE 1 INCH 3/4 INCH NO 4 NO 40 NO 200 % PASSING 100 75-100 0-60 0-50 0-5 NOTES 1) MATERIAL GRADATION AND PLASTICITY REINFORCED ZONE. SIEVE SIZE % PASSING 1 INCH 100 NO 4 20-100 NO 40 0-60 NO 200 0-35 FOR WALL HEIGHT < 10 FEET, PLASTICITY INDEX < 20 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 2) CONTRACTOR TO USE SOILS WITHIN THE RETAINED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREMENTS OF WALL DESIGN 3) GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL DESIGNER CONSIDERING INTERNAL EXTERNAL AND COMPOUND STABILITY 3) GEOGRID TQ BE PRETENSIONED DURING INSTALLATION 4) IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT ANGLE a -45+<t>/2, WHERE * IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE 5) 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 RETAINING WALLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL G structural Engineers Calculations for Legoland Hotel Carlsbad, CA Architects Delawie Wilkes Rodrigues Barker 2265 India Street San Diego, CA 92101 August 2011 €y i Sheet. ^^^^^^^^l Project: Legoland Hotel GSSI No. 11046A Structural Engineers Engr. BShell Date- 6/29/2011 Legoland Hotel Structural Design Criteria Code: 2010 CBC 3 story Wood and Steel Hotel Building Lateral Load Resistmg System: Beanng Walls with Light Framed Walls using Wood Shear Resisting Panels Soil Bearing Capacity: SBC = 3,500 psf @ 18 inches below/ lowest adjacent finished grade. Seismic: Site Class D Ss=126 Fa= 1.00 SMS = 1.26 SQS = 0.84 Si = 0.476 Fv = 1 52 SMI = 0.73 Spi = 0 48 Response Cs Cs Occupancy Importance Mod Factor SDS/(R/I) Scs/(R/I) Category Factor, I R ( LRFD ) {ASD ) III 1 25 6.5 0.162 0.115 Seismic Design Category: D Max Allowed Height: 65 ft. Wind Load: Basic Wind Speed- 85 mph Exposure: C Importance Factor 1.15 i 4- f Project - Loading W7 xlsx structural Engineers Project Legoland Hotel Engr. BShell Sheet: ^ ^ GSSI No 11046A Date 6/30/2011 Loads: Legoland Hotel Roof: (sloped :12) Mansard Roof Dead Load ( DL ) Dead Load ( DL ) Roofing/Zonolyte 8.0 psf Tile 12.0 psf 1/2" Plywood 2.0 psf 1/2" Plywood 3 0 psf TGIJoists(g24" 3.0 psf 2x6 @ 24 1 0 psf Insulation 1 0 psf psf 2x 5/8" Gyp CIg 6.0 psf psf Spnnklers 0 5 psf psf Mech. 0.5 psf psf Misc 1 0 psf psf DLZ = 22 0 psf DLI = 16 0 psf Live Load ( LL ) Live Load ( LL ) LLI = 20.0 psf (Reducible) 20 0 psf (Reducible) X DL -t- LL = 42.0 psf Z DL -1- LL = 36.0 psf Wood Floors Wood & Steel 2nd Floor: Dead Load ( DL ) Dead Load ( DL ) Flooring 2.0 psf Floonng 2 0 psf 1 1/2" Elasticell 15 0 psf 1 1/2" Elasticell 15.0 psf 3/4" Plywood 2 5 psf 3/4" Plywood 2.5 psf TGI Joists @ 16" 3.0 psf TGI Joists @ 16" 3 0 psf Insulation 0 5 psf Insulation 0.5 psf Sprinklers 0.5 psf Sprinklers 0.5 psf 2x5/8" Gyp CIg 6.0 psf 2x5/8" Gyp CIg 6.0 psf Mech. 1.0 psf Mech 1.0 psf Misc. 1 5 psf Misc. 1.5 psf DLI = 32 0 psf DLZ = 32.0 psf Beams 10 0 psf Live Load ( LL ) Live Load ( LL ) LL = 40.0 psf (Rooms) LL = 40.0 psf (Rooms) LL = 100 psf (Corndors LL = 100 psf (Corridors) I DL -F LL = Walls: stud Walls Extenor Walls Interior Walls 72.0 psf 132.0 psf 18 0 psf 13.0 psf (Rooms) (Corridors ZDL+LL= 82.0 142 0 psf (Rooms) psf (Corridors) Project - Loading W7 xlsx PROJECT SHEET. structural Engineers ENGR GSSI NO DATE ^7f"^'^ ^SMfH llf-r ^l^-Z^' 6^ O e PROJECT structural Engineers ENGR SHEET GSSI NO DATE 1600'^ -f'^^l-. ft/- ^ SHEET PROJECT Structural Engineers ENGR GSSI NO DATE i-* lol^ L/ol^^2'^ >7 Ap^.. 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Structural Engineers ENGR GSSI NO DATE UQL- ^(^^^'^ HpW It "Tf I\ |—T-T—T-TZTT^ > I ' ' ' (L> " 91 fir - S..^7 ^ TA - -Pu^iM' 4^'S.pvfo<f.^/>c Ms.j<i-3>^ jo.xpvf IN f^U^ooT^ -(-^Z^/-<i/Kf./S;.f.S- ^7'Spv/ Wwr •^ip'(+ t ^ 4-1 ^ Mo.fam ^iVo^-742.'^'' PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE IY4" (3^AtN^ \m/p-nf 0 T.ft AL,= ^.4^." ^^^^ 3V> ^ , \p 1——^ ~- ^ ^ .-N ^ PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE ;vr,:±z?±$±si:i::£sl; 7'-4 It oc PROJECT Structural Engineers ENGR ^^l$7' ^f;// ^iP pt>jr / /^//h\/c4yi^ ^ 'M-LL, T-1 1 I r- 1 1 1 I SHEET_ GSSI NO DATE zzz; -A 1—l_l 1 I'l V if. OlS/3 /6 JT-^S PROJECT Structural Engineers ENGR 4T' •ffriiKjf^ feu.. ^ ^43o ^ , SHEET^ GSSI NO DATE /^F-S f U^* 2^4^f^ t4^^^ i^i»^, ft "1—1 + « 1 -T ; j o PROJECT Structural Engineers ENGR SHEET^ GSSI NO DATE ^ou^ 44p/f ^yhU^^U^il UL,^ ^t^W ^(a^l^j 7^^;-j)/'f '-'u.o- 1(71^)^^'^!^ "'top/ -1——J—1- 4^ //V ^ PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE - 7(\l\* l^pM /- "Tr^i 11 \ y ^'• %1 9* o PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE f .„l 1 I \ F^iz.^.04i)/'^'W''(W' mi cfl PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE tl f < > 1 U72^- ^-^^(^3^ ^o^-/osy/ 4 c/ f/ SHEET. PROJECT Structural Engineers GSSI NO ENGR DATE yyp Cpt(Li^^^ i^/L ^P//:J C ff^^ Mu ^ '^'^'^^^ f&y/p p? 1/ It 'f u. • ^7// IJa^,. isCuU i^y// ^-H^o^ l^d^W I'SD^// Pic.^ ^^Vv^^l' ^^4v' t(J,^ ^^^^ ^ PROJECT Structural Engineers ENGR ^> FL ' Llou' ^hu]^ l7(p//./f /Vu - M^l^ lUijpf ^^6' f^/;^ ^^^A. //S/// SHEET. GSSI NO DATE ^^^^ ^xfo Z^'^ P^' t^.o SHEET % ^ f4^// "t;Z^^-^ 7,,,.. ^/o ' PROJECT Structural Engineers SHEET_ GSSI NO _ ENGR M.GrifEtllS I DATE F^((- p fh'Fo /: fc ^0 ' /4o V f^Fu- 1(4- 2/o PROIECT Structural Engineers R SHEET_ GSSI NO ENGR M.Griffiths DATE ^6F^. 6^7 ^/)^cr.-Pn- V // ^F - F' • - ^^^-F .f'- ' \-((-n .'7^7^ SHEET (Ff^l PROJECT Structural Engineers ENGR GSSI NO DATE L-^l^'-^Q^'' G Is" oF 7-)^ F/n/tioo^ Jo/.ir3. '•^ I^L*- F^p/r 1/. 7// ^ I^Buii^T T-6S /F4^^ 1^ 1/^ 7f7^ SHEET f(/f^r- 2- PROJECT GSSI NO Structural Engineers ENGR DATE. — 53-7-^^ ^^^'^^'^^J^£^ f)%'^f ^ SHEET If PROJECT Structural Engineers ENGR GSSI NO DATE L-17' 4 /^AF^'TOO^^ ^/t^ ^/^/o /^/7^ ^7/^6, 4>/5o I rrrTTT ^t7L^ ^ffi-f^//^ Structural Engineers Project Legoland Hotel Engr-M.Griffiths Sheet GSSI No. 11046A Date 7/5/2011 Joist and Beam Capacities 2 X Joists Av = 180 psi Repetitive Use Increase = 1.15 Snow Load Increase 1.15 Fb = 1000 psi Roof Load Increase = 1.25 Snow Snow Width Depth Actual Width Depth Cf Area Section Modulus Moment of Inertia Shear Vr.floor Moment Mr,floor Shear Vr,roof /\/loment Mr,roof Shear Vr,roof /[/lament Mr, roof 2 4 1.5 35 1.5 5.3 3.1 5.4 630 440 788 550 725 506 2 6 1 5 55 1.3 8.3 7.6 21 990 942 1,238 1,178 1,139 1,083 2 8 1.5 7.25 1.2 109 13 1 48 1,305 1,511 1,631 1,889 1,501 1,738 2 10 1 5 9.25 1.1 139 21 4 99' 1,665 2,255 2,081 2,819 1,915 2,593 2 12 1.5 11.3 1 16.9 31 6 178 2,025 3,032 2,531 3,790 2,329 3,487 2 14 1.5 13.3 0.9 199 43.9 291 2,385 3,786 2,981 4,732 2,743 4,353 4 X Beams Av = 180 psi Fb = 1000 psi Snow Snow Nominal Width Depth Actual Width Depth Cf Area Section Modulus Moment of Inertia Shear Vr.floor Moment Mr,floor Shear Vr,roof l\4oment Mr,roof Shear Vr,roof Moment Mr, roof 4 4 3.5 3.5 1.5 12.3 7.1 12.5 1,470 893 1,838 1,117 1,691 1,027 4 6 3.5 5.5 1.3 193 17.6 49 2,310 1,912 2,888 2,390 2,657 2,198 4 8 35 7.25 1.3 25.4 30 7 111 3,045 3,322. 3,806 4,152 3,502 3,820 4 10 35 9.25 1 2 32.4 49.9 231 3,885 4,991 4,856 6.239 4,468 5,740 4 12 3.5 11.3 1 1 39 4 73.8 415 4,725 6,768 5,906 8,459 5,434 7,783 4 14 35 13.3 1 46.4 102.4 678 5,565 8,534 6,956 10,668 6,400 9,814 4 16 3.5 15.3 1 53.4 135.7 1034 6,405 11,305 8,006 14,131 7,366 13,001 6 X Beams Av = 170 psi Fb = 1350 psi Snow Snow Nominal Width Depth Actual Width Depth Cf Area Section Modulus Moment of Inertia Shear Vr.floor Moment Mr.floor Shear Vr,roof Moment Mr, roof Shear Vr,roof Moment Mr, roof 6 6 5.5 5.5 1 30.3 27.7 76 3 3,630 3,120 4,285 3,899 3,943 3,587 6 8 55 7.5 1 41.3 51.6 193 4,950 5,801 5,844 7,251 5,376 6,671 6 10 5.5 95 1 52.3 82.7 393 6,270 9,307 7,402 11,634 6,810 10,703 6 12 5.5 11 5 1 63.3 121.2 697 7,590 13,638 8,960 17,048 8,244 15,684 6 14 5.5 13.5 0.98 74.3 167.1 1128 8,910 18,419 10,519 23,023 9,677 21,181 6 16 55 15.5 0.97 85.3 220.2 1707 9,662 24,033 12,077 30,041 11,111 27,637 6 18 5.5 17.5 0.96 96 3 280.7 2456 10,908 30,319 13,635 37,898 12,545 34,867 JOIST DESCRIPTION AND DESIGN PROPERTIES • '^^ A ^ -1 ^•. %,Joist.>' |ge|thj; "'Fs' idoist.' -Weight; /Resjstile,^' ;;Mo'mentlJ)' "^''f^jj' F'>.^ SVertlcall,'' ^|(lbs)i<i irEI;x;i'fl8'J a'?X-#K»Eria'ReaGtio'n1lb's)^-;r.^|. . .r/ Intermediate- Rea'ctionllB's) fff( • '^^ A ^ -1 ^•. %,Joist.>' |ge|thj; "'Fs' idoist.' -Weight; /Resjstile,^' ;;Mo'mentlJ)' "^''f^jj' F'>.^ SVertlcall,'' ^|(lbs)i<i irEI;x;i'fl8'J tiff Be'arinc Sehgttf :»!r'/'"'' -tvj,-Bearine 'L'eiigth;?'V>yA; • '^^ A ^ -1 ^•. %,Joist.>' |ge|thj; "'Fs' idoist.' -Weight; /Resjstile,^' ;;Mo'mentlJ)' "^''f^jj' F'>.^ SVertlcall,'' ^|(lbs)i<i irEI;x;i'fl8'J • '^^ A ^ -1 ^•. %,Joist.>' |ge|thj; "'Fs' idoist.' -Weight; /Resjstile,^' ;;Mo'mentlJ)' "^''f^jj' F'>.^ SVertlcall,'' ^|(lbs)i<i irEI;x;i'fl8'J S Web.stiff eriers' l-WeKStiffeners-iWeb Stiffeners', ?Web\Stiffenersi • '^^ A ^ -1 ^•. %,Joist.>' |ge|thj; "'Fs' idoist.' -Weight; /Resjstile,^' ;;Mo'mentlJ)' "^''f^jj' F'>.^ SVertlcall,'' ^|(lbs)i<i irEI;x;i'fl8'J i'Yeslt \ 5Nd Yes i-+Yes}.', 30 5,215 1,675 263 1,375 NA 1,675 NA 2,745 NA 3,365 NA 33 •,^6,750 -';1,925 ,;-"450 --1,-375 --1r745\ -,1;885.-. 1,925" '^745^ 3,120-- 3,365 • :" 3,735 36 8,030 2,125 666 1,375 1,750 1,885 2,125 2,745 3,365 3,365 3,985 :.3 9 -- 9,-210'.. -' :C913 -.1,375_ 1,750,: :i;885---.2,330-, 2,745t '3,490i 3,-365; .4,105- (.ttlSS'S 42 10,380 2,535 1,205 rL375 1,750 n",885" 2,535 2,745 3,615 3,365 4,230 • 4-4-'-,=11,540 2,-740/= -X 4,545" -N A :r;750'. ..NA : '2;740--3fZ40-~ cN'A-'t .4,355" 22" 47 12,690 2.935 1,934 NA. 1,750 NA 2,935 NA 3,860 nTA~ 4,480 lam^- .• 50 13,830-3,060" - 2,374-NA -1,-750-! NA -'3,060 NA.^ 3,875.--, N A-^-4;605'' 53 14,960 2,900 2,868 NA 1,750 NA 2,900 NA 4,725(5) N A 5,345(6) V''2r.:i: 55' ••16,085_ • :- 2,900; . ' 53;417^-^ NA-" • 1:750 ;N:A--{2,900=--NA 4,850(5) "NA-5,470(6) 30" 58 17,205 2,900 4,025 NA 1,750 N A 2,900 NA 4,975(5) NA 5,590(6) The stated allowable design properties are for loads of normal duration Adjustments to the allowable design values shall be in accordance with the applicable code (1) Caution. Joist resistive moment properties should not be increased by a repetitive-member-use factor (2) Interpolation between beanng lengths and joist depths is permitted (3) The minimum bearing length may be reduced for joists supported by hangers if supplemental nail attachment is provided to the web stiffener (4) Bearing lengths are based on RedBuilt™ products Check allowable bearing on supporting members 1t/2' (5) A 5'/4" beanng length is required at intermediate reactions (6) A 7" bearing length is required at intermediate reactions -n r 2'/2" T Available Slopes: VB" to Vf per foot For slopes not shown in this guide, contact your RedBuilt™ representative. Available Lengths: 12' through 60' Available Depths: Minimum- Wf Maximum 30" WEB STIFFENERS to 30" ;Ret/|r" yo/sts are inteiided^ '/16" - Tapered Red-165™ joists Top and bottom flanges of V/2" X 21/2" RedLam™ LVL mth VK" web The Importance of Web Stiffeners Web stiffeners are available from RedBuilt™ in precut sizes and can be installed at the plant on one or both ends upon request. Web stiffeners are an important part of almost all Red-I™ joist installations because they wilt • Stiffen the Red-I™ joist web material and prevent buckling • Minimize the beanng length required for the Red-I™ joist. • Help transfer reaction loads into Red-I™ joist web • Provide stabilization in hangers. 1 Vf maximunn X Space nails I equally 1 1 Vf maximum Gap ' minimum Jl" 2%" maximum Snug fit , To Ensure System Performance • Web stiffeners must be installed at bearing points as shown in the details below and at points of concentrated loads exceeding 1,500 Ibs. • Web stiffeners are required on joists 20" and greater m depth • Web stiffeners are available from RedBuilt™ and typically have the maximum gap shown below Venfy that hanger nails adequately engage the web stiffener • Gap must be at top at all bearing conditions. In case of concentrated loads, the gap must be at the bottom. • Plant-installed web stiffeners are available; one-end-only for skewed, hip and other bearings where dimensions cannot be assured Nail Quantities for Web Stiffener Attacliment Web Stiffener Size and IVIaterial Joist, •Depth'r 8d ,(2V2") Mails End or Intermediate •iV/s" ' 3 • 14"... 5 16" 6 181' 7 20° 8 22" 9 24° 10 26° 11 28°, 12 ,30" 13 Web Stiffener Size ;, , Wei) Stiffener Material 1"X 25/16" Sheathing (with face gram vertical) that meets the requirements of PS 1 or PS 2, or CSA Standards 0151,0352, or 0437 LOAD TABLES Snow—115% (PLF) |gg>V4°/ft'SiopB?'-ai-|?-j.?y3';/ft'Siope"^'s f^..'Shallbw.EnTf.De"pth?»je;.%': 'F^4^"'kF "-IG;K -H2W ':Ji4;t iJio;;-t'12'3,f; I:i4".-,- 266 266 266 266 266 266 *',i4s;# -223 22S :22S '223-.-228 .223 799 799 799 799 799 799 •'S/iS'9:, 177' 777 777 777; 777 ; 777 158 759 759 759 759 759 ^Ski22'\.'-125; r744 744 744 744 :-f44 1.;:-24>'f 102 732 732 124 732 732 ;-«26'rs •--84-117£ - 722 :;103: t722 722 m2S-:'S 70 97 773 88 773 773 -:59 ;-82 ;io4* 75 101 -705' '&32i^-'t 51 70 92 65 88 99 ;'it34':%: ::;44 "-60 -180. "57 - 76 " 91 "- 36' 38 52 69 50 67 83 :''38';-i: .- 33 -: ---46 --"-61 - 44. 59 '75 40' 30 41 54 39 53 68 Non-Snow—125% (PLF) ;ySp'an" .sr:\V4'yftiSlbpe--;v|.--'^;.%-'/ft'Slope«.>;'; y-Shallow^End'Depth'gj ilO?,-•'42??. .'•:i4':« .;io" y2'!? ,;,£'12'.;--":-' 269 289 289 289 289 289 v'"'t4:M 248 ^248 24&--248., 248 248: 276 276 276 276 276 276 /;£l8i-^: - 792 >792. 792 792 .792 792 -20:-- : 158 773 773 773 773 773 .-125" •757. 757-. "152 757: 757" ',-24'.";. 102 142 744 124 744 744 r::'26!,ii ,84 117i 732 • 103^ - 732 -732 -:3\-28'-70 97 723 --.88 119 723 30' • 59' ""-" 82 -109 •75-102-,775 t,.32\ 51 70 93 65 88 707 34' 44 60. ^ -80 • -57 '76-' 99" -.;i-36'"i-38 52 69 50 67 86 ,33 46 61 - -44 •59-." -76 40' 30 41 54 39 53 68 Bold italic values indicate load is controlled by PA" beanng length To achieve higher loads for other beanng conditions, contact your RedBuilt'" representative } ••'.%-^]h<3lef,.-contaicUyo J, How to Use Tiiese Tables 1 Select span. Tapered Red-I™ joist tables shown are for simple- span applications only. For multiple-span applications, contact your RedBuilt™ representative. 2 Scan across to proper slope and depth column. Load shown is the maximum capacity in pounds per linear foot. General Notes • Tables are based on- - simple spans -1%" minimum bearing length - Uniform loads - Maximum live load to dead load ratio of 41 - Deflection criteria of L/240 live load and L/180 total load • Straight line interpolations may be made between depths and spans • For span or loading conditions not covered by these tables (such as multiple spans or concentrated loads), contact your RedBuilt™ representative for assistance Example Problem 2x6 stud - wall ".....:^„#/'-:.^:ii^'.-^4^'J^,'i^.^i^^^P-d'^'^ks^-^~^'pif.z S'... 26'-9" 2x6 • stud wall Desired slope is Vf per foot Load duration of 125% Out-to-out of 2x6 stud walls is 26'-9" Desired spacing is 32" on-center Live load is 20 psf Dead load is 15 psf Design load is 35 psf at 32" 0 c = 93 plf Solution 1. For joist span, use clear span plus V2 of IW minimum bearing at each end and round up. ^ Clear span = 26'-9" - 51/2" - 51/2" = 25'-10" Joist span = clear span plus minimum bearing distance = 25'-10" H- Vf H- Vf = 25'-1iy4" Round joist span upto26'-0" 2. Check the Vf per foot columns in the Non-Snow—125% (PLF) table until a load in excess of 93 plf is located. A12" shallow end depth Red-165™ exceeds the required 93 plf 3. To determine the depth at the deep end, multiply the slope times the length (to calculate the amount of rise) and add to the shallow end depth. Therefore 0 25 x 26 H- 12" = 18 5" depth at deep end SNOWDRIFT LOADING Wind direction, site exposure and roof type and shape are some of the factors that can dramatically influence the accumulation of snow on a roof structure ASCE 7 (Minimum Design Loads tor Buildings and Other Structures) and the applicable building code, as well as other local state and regional codes, provide guidelines for calculating snowdrift loadings on all types of building construction Drifts usually occur at locations of discontinuity in a roof such as at parapet walls, valleys, or where a high roof meets a low roof. Closer on-center spacing or additional support may be required at these locations Examples above illustrate potential snowdnft conditions. The project design professional is ultimately responsible for determining any additional loads due to snow drifting ^ PROJECT Structural Engineers ENGR SHEET^ GSSI NO DATE flW2- Cf&¥^ UbVi ^^^^ 4 \)^^in^ ll^ 11^ 11^ 6f7 H.. 74 4 Wl^yc^ //^p^ ^ff ^•o-iJ'- 6.7 PROJECT Structural Engineers ENGR SHEET_ GSSI NO DATE SF-2^ ~T7Fb' zs: T-T]~r-rT ^3^-= till F W-L. £L t ?2 Mr ^6 I I I I I I I I I I I I I PROJECT Structural Engineers ENGR SHEET. GSSI NO, DATE SSF^ ^F^^ -F74nf- /^f/t'^^s^^ ,( A-^ Ivy (III II V 11/ Mil II F 4.1 0- -2^-^^.f ) PROJECT Structural Engineers ENGR SHEET. .GSSI NO DATE A Pfv^ f'2Q^^ ^% t^Ofi. ^ f^% 3 . 7Zf7 n^Ff (oL%- 17 ;n' F>-^ 3 S-f L^6fU'^ 1^ '^4)Ft>4' /HF7(O I - /f 4 ^ kf/l>)C^ ^/^Kj-^Qf^'' F r'"T"T t) 7^ L^lo.l'" rrrrrni^ Uu- 1^04^' plf n I M 0'l6./f^ Ft SHEET PROJECT Structural Engineers (^^^ lij^p// Ui^^ hp p// M ENGR GSSI NO DATE w. P^^. F U/iF^ fn. //<c 0^ •a- h / f\F'^ye.f -fki<^'^S3^*- C(\/^ ^ f^lz Sv-c^pj -s • |D-CP -t I IT SHEET PROJECT Structural Engineers ENGR GSSI NO DATE L^ll'<>'' W,^^ 7^?0j)|f CP lit' hlO^^^rL 377'" ii„ ^ PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE FLL 1 A V« U/v • 1^1 ^H/»^fW^)^ ^'^-'f/f Wi.^' ^'"^/i- ^l^f/^ . ^Xv./ ^-^7/,- ^^^'^p/f Pl «t/3 rrrT HI \ \ \\ T HA. i.^>'' ii.-f- 1^ 11^ it-^ u;^4x 10-3 Y\o^^\oso SHEET PROJECT Structural Engineers ENGR GSSI NO DATE T2' 6' 1° La 2^' i^_6:±JFF^-V 0-11 A, Mu- ^^7 PROJECT Structural Engineers ENGR SHEET_ GSSI NO DATE -F" L^LIS ^ 1—r~\-T-t ^ I ' I' I '1 'i yJ\^/\ // hi^^Vl'l''' l,F^ ' ly^ n.'i' irif' i^-oti^ « '2-7 PROJECT Structural Engineers F ENGR SHEET_ GSSI NO _ DATE PROJECT Structural Engineers ENGR SHEET O ^ GSSI NO DATE Z-v-^ -•^-'.7 e: ^^flsTs-^'w, •4> II IS II ii Dela-wie Wilkes Rodrigues Barker PROJECT Structural Engineers ENGR SHEET_ GSSI NO _ DATE - T-^-^Kf^'^ qg^-f:r.^ V-J) 'r^, x'^v'^'b -lot* t- P«J^et- ' Project- Pf«^cct Name Structural Engineers F^t*^^ ^^^^^k*«,r>'^ , ^ . Engr- O. Gonzalez Sheet No Project 8000A . Date. 7/31/2011. Stud Wall Design 20W>CBC, NDS 3 9.2 Location: Typical stud wall Stud height = TOS - joist depth-curb ht Stud Grade = D.F. #2 Stud height = 14 ft. Stud height^ 16 8 CBC or DSA? CBC Stud spacing = 16 inches on center Fc = 1350 psi Stud Size = 2x6 Top of shtg 19 ft Fb = 900 psi Width = 1.5 inches Joist depth = 1.66 ft E = 1,600,000 psi Depth = 5.5 inches curb tit = 0.5 ft. ^min — 620,000 psi le/d, max. 50 height = E' = mm Emin*CM.E*Ct*C|.CT le/d = 31 < le/d, max OK! 14 E min ~ 620,000 psi fc = 242 psi fc = P/A C = 08 FcE = 546 psi FcE = 822*E'min/(le/d)'^2 Occup Category= lil F* = ' c 2376 psi F*c = Fc*Co*Cm.pc*C,*Cp_ Wind (P,et3o) = X*Kzt*l*P,e, Fc' = 517 psi F'c = FC'CD'CM.FC'CI'CF. 1 = 1.15 fb = 1017 psi fb = M*12/(b*cl'^2/6) PnetSO = 14.1 psf Fb' = 2527 psi F'b = Fb*CD*CM_Pj,*C,*Ci_* X= 1.21 K^t = 1.00 see ASCE 7 6 5 7 w, wind = 19.6 psf Moment = 481 ft-lbs/ft Axial load = ^fSOO lbs/ft Cp = (HF,E/FV(2*c)-sqrt(((H-FeE/F*,)/(2*c))'^2-(FcE/F\)/c)) ratio = (fc/Fcr2+fb/(Fb'(1-(fc/FcE))<= 1 00 0 22 + 0.72 Use 2 x 6 studs 0 94 < 1.00 Okay 16 in o/c Load Duration Factor (Table 2 3 2) Duration, CD= 1.60 1 00 for normal, 1.6 for wind, 1 6 for seismic Wet Use Factor for Fb (Table 4A) Wet Use, Cwjib = 1.00 1 00 @ normal conditions, 0 85 @ exposed conditions, when Fb *Cf<1150 psi, Cm = 1 0 Wet Use Factor for Fc (Table 4A) Wet Use, CM FC = 1-00 1.00 @ normal conditions, 8 @ exposed conditions, when Fc*Cf<750 psi, Cm = 1.0 @ Fc*Cf_fc = 569 psi, Cm = 1 0 Fc*Cf_fc = ## psi Wet Use Factor for E (Table 4A) Wet Use, CM E = 1-00 1 00 @ normal conditions and 0 90 @ exposed conditions Size Factor for Fb (bendina) Size Factor, Cp= 13 1 5 @ 2x4, 3x4, 4x4, 1 3 @ 2x6, 3x6, 4x6, 4x8, 1 2 @ 2x8, 3x8, 4x10 1 1 @ 2x10, 3x10, 4x12, 1 0 @ 2x12, 3x12 Size Factor for Fc' (compression) Size Factor, Cp ^c = 1.10 1 15 @ 4 inch deep members, 1 1 @ 6 inch deep members, 1.05 @ 8 inch deep members, 1.0 @ 10 and 12 inch deep members & 0.9 for 14 inch deep members Bending Stress Increase in lieu of the Repetitive Factor for Fb'. see CBC section 2306 2 Rep. Factor, C, = 1.35 2x4 =1.5, 2 6 = 1 35, 2x8 = 1 25, 2x10 = 1 2, 2x12 = 1 15 The following factors = 10, C, (temperature), Cy (Buckling stiffness), 0^, (Fiat Use ), C, (incising), CL (Beam Stablity) Page 1 0^ Project. RpojecHSteme Structural Engineers Engr OaSSTTialez "^.^ Sheet No ^ Project. 8000A Date. 8/2/2011 Stud Size = Width = Depth = 3.5 inches le/d, max. 50 Stud Wall Design 2007 CBC, NDS 3.9 2 Location: Typicai stud wall Stud Grade = D.F. #2 ^\ Stud height = ^±£F> CBC or DSA? CBC Fc = 1500 psi Fb= 1000 psi E = 1,700,000 psi Emin= 620,000 psi E mm ~ EiTOn*CM_E*Ct*C|.CT E'min = 620,000 psi c= 08 Occup. Category= ill Wind (PnetSo) = rKzt*l*Pne, 1= 1.15 PnetSO = X = Kz,= w, wind = Moment = Axial load =, Stud height = TOS - joist depth-curb ht. Stud height = 13.0 Top of shtg •• 14 ft joist depth = 1 ft curb ht = le/d = 48 < le/d, max OK! fc = 179 psi FcE = 221 psi F*c = 2760 psi Fc'= 217 psi fb= 192 psi Fb' = 3600 psi 765 7 3x4 2 5 inches 0 ft. height = 14 fc = P/A FcE = 822'E'min/(le/d)'^2 F*c - Fc*CD*Cy_p(;*Ct*Cp_pt.*C, F'c - Fc*CQ*CM.pc*Ct*Cp_Fi;*C|*Cp fb= iVl*12/(b*d'^2/6) F'b - Fb*Cp*CM_Fb*Ct*C|.*Cf_Fb*Cfu*C|*Cr Cp = (1+F,E/FV(2*c)-sqrt(((H-FcE/F%)/(2*c))'^2-(F,E/F\)/c)) ratio = (fc/Fc'r2+fb/(Fb'(1-(fc/FcE))<= 1.00 ^^^^^^^^^^ 0.68 + 028 = C_0.96 <).00 Okay Use 3 X 4 studs @ 8 in o/c Load Duration Factor (Table 2.3.2) Duration, CD= 1.60 1 00 for normal, 1 6 for wind, 1 6 for seismic Wet Use Factor for Fb (Table 4A) Wet Use, CM_P5 = 1.00 1 00 @ normal conditions, 0 85 @ exposed conditions^, when Fb *Cf<1150 psi, Cm = 1.0 Wet Use Factor for Fc (Table 4A) Wet Use, CM FC = 1-00 1 00 @ normal conditions, 8 @ exposed conditions, when Fc*Cf<750 psi, Cm = 1.0 @ Fc*Cf_fc = 250 psi. Cm = 1 0 Fc'CfJc = ## psi Wet Use Factor for E (Table 4A) Wet Use, CM E - 1-00 1 00 @ normal conditions and 0 90 @ exposed conditions Size Factor for Fb (bending) Size Factor, Cpjb = 1.5 1.5 @ 2x4, 3x4, 4x4, 1 3 @ 2x6, 3x6, 4x6, 4x8, 1 2 @ 2x8, 3x8, 4x10 1.1 @ 2x10, 3x10, 4x12, 1 0 @ 2x12, 3x12 Size Factor for Fc' (compression) Size Factor, Cp pc - 1.15 1 15 @ 4 inch deep members, 1 1 @ 6 inch deep members, 1 05 @ 8 inch deep members, 1 0 @ 10 and 12 inch deep members & 0 9 for 14 inch deep members Bendina Stress Increase in lieu ofthe Repetitive Factor for Fb'. see CBC section 2306.2 Rep Factor, = 1 5 2x4 =1 5, 2 6 = 1 35, 2x8 = 1.25, 2x10 = 1 2, 2x12 = 1.15 The following factors = 10, C, (temperature), Cj (Buckling stiffness), C,u (Fiat Use ), C, (incising), CL (Beam Stabiity) Page 1 Structural Engineers Location: Typical stud wall Project- Project Name :^t*^C^A ^^Engr- 0-@®t^[ez Sheet No x^f" Project 8000A Date 8/2/2011 Stud Grade = CBC or DSA? Fc = Fb = E = ^mm ~ E' = *— mm - - -E', D.F. #2 CBC 1350 psi 900 psi 1,600,000 psi 620,000 psi Emin*CM_E*Ct*C|.Cj _620,000 psi 08 ill Stud Wall Design 2007 CBC, NDS 3.9.2 Stud height = TOS - joist depth-curb ht. tTfP) Stud height = 13.0 t^iggfiegon center 2 X 6 i Top of shtg- 14 ft joist depth = 1 ft curbht = 0 ft. height = Stud height Stud spacing -• Stud Size =, Width 1f5*incl1fs Depth = 5 5 inches le/d, max 50 • mm- C = Occup. Category= Wind (PnetSo) = ^*Kzt*l*P,e, 1= 1.15 Pnet30 = X = Kzt = w, wind = Moment Axial load le/d = 31 < le/d, max OK! fc-= - - 380 psi - 14 I 14.1 psf 1.21 1.00 seeASCE 765 7 FcE = 546 psi F*c = 2376 psi Fc'= 517 psi fb = 259 psi Fb' = 2527 psi i - fc=-P/A . _ FcE = 822*E'min/(le/d)'^2 F'c - Fc*CD*CM.Fc'Ct*CF_Fc*C|*Cp fb= M*12/(b*d'^2/6) b ~ '-'D ^M_Fb '>^f_Fb ^fu ^i Cp = (1-HFcE/F*c/(2*c)-sqrt(((1+FcE/F*c)/(2*o))'^2-(F,E/F*e)/c)) ratio = (fc/Fc')'^2+fb/(Fb'(1-(fc/FcE))<= 1.00 0.54 + 0.34 Use 2 x 6 studs 0 88 < 1.00 Okay 16 in o/c Load Duration Factor (Table 2.3.2) Duration, CD= 1.60 1 00 for normal, 1 6 for wind, 1 6 for seismic Wet Use Factor for Fb (Table 4A) Wet Use, CM PO = 1.00 1 00 @ normal conditions, 0 85 @ exposed conditions, when Fb *Cf<1150 psi, Cm = 1 0 Wet Use Factor for Fc (Table 4A) Wet Use, CM.FC= 1.00 1 00 @ normal conditions, 8 @ exposed conditions, when Fc*Cf<750 psi, Cm = 1 0 @ Fc*Cf_fc = 569 psi. Cm = 1 0 Fc*Cf_fc = ## psi Wet Use Factor for E (Table 4A) Wet Use, CM E - 1-00 1 00 @ normal conditions and 0 90 @ exposed conditions Size Factor for Fb (bending) Size Factor, Cpjb = 1.3 1 5 @ 2x4, 3x4, 4x4, 1.3 @ 2x6, 3x6, 4x6, 4x8, 1 2 @ 2x8, 3x8, 4x10 1 1 @ 2x10, 3x10, 4x12, 1 0 @ 2x12, 3x12 Size Factor for Fc' (compression) Size Factor, Cp p^ = 1.10 1.15 @ 4 inch deep members, 1 1 @ 6 inch deep members, 1 05 @ 8 inch deep members, 1.0 @ 10 and 12 inch deep members & 0 9 for 14 inch deep members Bending Stress Increase in lieu of the Repetitive Factor for Fb'. see CBC section 2306 2 Rep. Factor, Cr = 1 35 2x4 =1 5, 2 6 = 1 35, 2x8 = 1 25, 2x10 = 1 2, 2x12 = 1 15 The following factors = 10, C, (temperature), Cj (Buckling stiffness), Cf^ (Fiat Use ), C, (Incising), CL (Beam Stablity) Page 1 Project- Project Name '2^<-f I ^-^^ 4^ E^*"- O-Gonzalez Stud Wall Design 20WCBC, NDS 3 9 2 Sheet No: Project 8000A Date. 7/31/2011 Location: Typicai stud wall Stud height - TOS - joist depth-curb ht. Stud Grade = D.F. #2 Stud height = 9 ft. Stud height = 9.0 CBC or DSA'? CBC Stud spacing = 16 inches on center i CBC or DSA'? CBC Stud spacing = 16 inches on center i IB 1 Fc = 1350 psi Stud Size = 2x4 Top of shtg 10 ft Fb = 900 psi Width = 1.5 inches joist depth = 1 ft E = 1,600,000 psi Depth = 3.5 inches curb ht. = 0 ft Emm 620,000 psi le/d, max. 50 height = mm Fmin*CM.E*Ct*C|.CT le/d = 31 < le/d, max OK! 9 E' = mm C = 620,000 psi 08 fc = 406 psi 535 psi fc = P/A ^ r E' = mm C = 620,000 psi 08 FcE = 406 psi 535 psi FcE = .822*E'min/(ie/d)'^2 Occup. Category= lil F* = r c 2484 psi F*c = FC*CD*CM_FC*C(*CF_PC*C, Wind (Pnetao) = x*Kzt*rp„et Fc' = 509 psi F'c = Fc*CD*CM_Fc*Ct*Cp_pc*C|*C p 1 = 1.15 fb = 264 psi fb = i\/l*12/(b*d'^2/6) Pnet30 = 14.1 psf Fb' = 3240 psi F'b = Fb*CD*CM.Fb*Ct*CL*Cf_ Fb*C fu*C,*Cr X = 1.21 Cp = (UFcE/F*c/(2*c)-sqrt{((1-^F,E/F%)/(2*c))'^2-(F CE/F*C)/C)) w, wind • Moment • Axial load • 1.00 see ASCE 7 6 5.7 5 0 psf JS/ft '1600 lbs/ft ratio = (fc/Fc'^2-^fb/(Fb'(1-(fc/FcE))<= 1.00 0 64 + 0 34 Use 2 X 4 studs 0.98 < 1.00 Okay 16 in o/c Load Duration Factor (Table 2 3.2) Duration, CD= 1.60 1 00 for normal, 1 6 for wind, 1 6 for seismic Wet Use Factor for Fb (Table 4A) Wet Use, Cw.Fb - 1-00 1 00 @ normal conditions, 0 85 @ exposed conditions, when Fb *Cf<1150 psi, Cm = 1 0 Wet Use Factor for Fc (Table 4A) Wet Use, CM_FC= 1.00 1 00 @ normal conditions, 8 @ exposed conditions, when Fc*Cf<750 psi, Cm = 1 0 @ Fc*Cf_fc = 585 psi, Cm = 1.0 Fc'CfJc = ## psi Wet Use Factor for E (Table 4A) Wet Use, CM E ~ 1-00 1 00 @ normal conditions and 0 90 @ exposed conditions S;ze Factor for Fb (bendina) Size Factor, Cp fb = 1.5 1 5 @ 2x4, 3x4, 4x4, 1 3 @ 2x6, 3x6, 4x6, 4x8, 1 2 @ 2x8, 3x8, 4x10 1 1 @ 2x10, 3x10, 4x12, 1 0 @ 2x12, 3x12 Size Factor for Fc' (compression) Size Factor, Cp pc = 1.15 1 15 @ 4 inch deep members, 1 1 @ 6 inch deep members, 1 05 @ 8 inch deep members, 1 0 @ 10 and 12 inch deep members & 0 9 for 14 inch deep members Bendina Stress Increase in lieu ofthe Repetitive Factor for Fb'. see CBC section 2306 2 Rep. Factor, C^ = 1 5 2x4 =1 5, 2 6 = 1 35, 2x8 = 1 25, 2x10 = 1 2, 2x12 = 1.15 The foiiovwng factors = 10, Of (temperature), Cj (Buckling stiffness), Cf^ (Flat Use ), 0, (incising), CL (Beam Stablity) Page 1 Structural Engineers Project Project Name Copy to your directory first Engr O Gonzalez Allowable Post Loads CBC 2010, Sec 2307 Grade = Fc4 = E4 = Emin4 — E min4 ~ Fee = E6 = Emln6 = E mine -~ c' = le/d, max = Fbrg = D.F. #1 1500 psi 1,700,000 psi 620,000 psi 620,000 psi 1000 psi 1,600,000 psi 580,000 psi 580,000 psi 0 80 50 625 psi FcE4 • FcE6 • 822*E'm,„4/(le/d)'>2 822''E'm,„6/(ie/d)'^2 @ 4xposts @ 4xposts @ 4xposts @ 4xp0StS, E,^,n*CM_E*C,*C,*CT @ 6xposts and larger @ 6xposts and larger @ 6xposts and larger @ 4xposts, E^,„*CM_E*C,*C *CT (0 80 for sawn lumber, 0,85 for poles, 0 90 for giue-iaminated lumber Sheet S 4 ^ Project No 8220A Date. 7/31/2011 F*c6 - FC*CD*C|VI_PC*C(*CP_PC*C| F'c = F;((1 +(FcE/Fc))/(2*c')-sqrt(((1 +(FcE/Fc))/(2*c'))-2-(FeE/Fc)/c')) F'C ~ Fc*Cp*CM_p(.*C(*Cp_pc*C|*Cp Pali= A * F'c*Cd*Cm*Cf I I I Duration Factor 1.00 for Fc only, Cd = 1 0 for Fbrg Wet Use Factors for Fc Wet Use, Cm = 1 00 Wet Use, Cm = 1.00 W/et Use Factors for E WetUse, Cn,= 1.00 Wet Use, Cm = Size Factors for Fc Size Factor, Of = Size Factor, Of = Size Factor, Cf = Size Factor, Cf = Size Factor, Cf = The following factors ! 4x's- 1 00 @ normal conditions and 0 80 @ exposed conditions, when Fc*Cf<750 psi. Cm = 1 0 ! 6x's and larger 1 00 @ normal conditions and 0 91 @ exposed conditions J 4x's 1 00 @ normal conditions and 0 90 ( 1 00 @ 6x's and larger ! exposed conditions 115 @ 4x4 posts 1 10 @ 4x6 posts 1 05 @ 4x8 posts 1 00 @ 4x10 posts 1 00 @ 6x posts and larger 1 0, Cf (temperature), C^ (Buckling stiffness), Cfu (Fiat Use ), Post Size 4x4 8 10 x 4 4x6 8 10 x 6 12 x 6 4 x 8 8 10 x 8 12 x 8 Allowable Post l/oads, kips Height 8 10 11 12 13 (W"^ 15 16 17 18 19 cismg), CL (Beam Stablity), Cr (Repetitive) 75 . 5.0 11.7 f 9.5 )7.8 15 10 19 13 42 6.6 11 3 5 56 3.9 6.1 2.6 4.1 h/d exceeds 50 22 33 45 57 68 19 29 40 51 60 17 26 35 44 53 15 22 31 39 46 13 20 27 34 40 14 17 23 30 35 12 16 20 24 11 14 18 22 13 16 19 12 15 18 37 54 74 93 110 35 51 70 89 105 33 48 66 83 99 30 45 61 77 91 27 41 56 71 84 33 22 37 34 51 46 64 58 76 69 20 31 42 53 62 18 28 16 15 38 48 57 25 23 34 31 43 39 51 46 13 21 28 36 42 Pendicuiarto Gram Beanng 77 12 16 20 12 19 26 33 39 16 26 35 45 53 2007 Post Table XLS (Oont.) (All species except Soutliern Pine — see Table 48) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTIWENT FACTORS Species and commercial grade Size classification Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Fb Tension parallel to gram Ft Shear parallel to gram Fv Compression perpendicular to gram Fci Compression parallel to gram Fc Modulus of Elasticity Grading Rules Species and commercial grade Size classification Bending Fb Tension parallel to gram Ft Shear parallel to gram Fv Compression perpendicular to gram Fci Compression parallel to gram Fc E FfTiin Agency BEECH-BIReH^HIGKORY: ;f Select structural No1 No 2 No 3 \Stud-;..,-|;t '•'••'i^fi-l*^. 2" & wider fcg','^4j«|de^ 1,450 1,050 1,000 575 ;*:-*775-. 850 600 600 350 195 195 195 195 715 715 715 715 >s»'r'^7i5'-. 1,200 950 750 425 iiiimsobj 1,700,000 1,600,000 1,500,000 1,300,000 •-•-;'M;3ooi6ooi' §m3MSSit |fff{tll200,QOg| 620,000 580,000 550,000 470,000 ' ;; r'' ,'47d;ood: ItlSSIa'odoS NELMA COTTONWOOD Select Structural No1 No 2 No 3 rStud. r--*-:.? IS^i: Mm 2" & wider '•.lai'&wider - f 2"-4"wKte . 875 625 625 350 .?.v*'475t- 525 375 350 200 .'•'•t :;.275-.V 125 125 125 125 -•>'•»;,•-,1,25 ftiSiilsii 320 320 320 320 :;,'s'-if320^- 775 625 475 275 •v:u'.';'-3oo'- 1,200,000 1,200,000 1,100,000 1,000,000 !;---<l1;000;000 „ 440,000 440,000 400,000 370,000 >•,'. 37o;ooo., iSiHI NSLB DOUGLAS FIR-LARCH Select Structural No 1 & Btr .No1 2" & wider 1,500 1,200 1,000, 1,000 800 675 180 180 180 625 625 625 ( 1,700,, ^rsso 1,500-- i 1,900,000 1,800,000 1,700,000 690,000 660,000 620,000 - WCLIB WWPA No 2 No 3 Stud; .>.s:t -PSr w^':^ SI'S iGooitamtsMSiis liiMaii^iaiiiai •'r'saT&.wiaef.^; 900 525 :IY\'70o;; jiijdfib';! iSilziS 575 325 :,':450-i illilil msm 180 180 .r••„••'<,i8o;: 625 625 Vr :;,-;r~,625;-. '**'ijhi5%S825f*i 5im;%25-F| 1,350 775 -'-;850'>. 1,600,000 1,400,000 %i?,.C,1^400;000!,| '€"%!ii#oo;ooo*if f|Sil'B3pp,O0C)S< 580,000~ 510,000 %\|,i5:-'5io;ooof; *»5S|5|o;op| - WCLIB WWPA DOUGLAS FIR-LARCH (NORTH) Select Structural No 1 & Btr No 1/No 2 No 3 :stuB;^ "Itrils/'-iS-Jrj;^! 2" & wider <;:;2j&'widei-|j, |M|tf|f|i.cfgsf- 1,350 1,150 850 475 {650.^.: P|?950|S yllfSoS 825 750 500 300 A-.fiS4!l50siS 180 180 180 180 I'X'J: .iiisoi.. 625 625 625 625 -vV^S .f ..625'..*- #Mfe?&25T> 1,900 1,800 1,400 825 r ,".-,"%oo-< 1,900,000 1,800,000 1,600,000 1,400,000 -•.t''H-,ir400,O0Oi •issftfSoKooo??, f^CiliSoMffoi". 690,000 660,000 580,000 510,000 •/.>.':..:..5io,oo()'i NLGA DOUGLAS FIR-SOUTH Select Stnjctural Nol No 2 No 3 2" & wider S»¥2r&»wiHefC 1,350 925 850 500 •i:»s'';675;'* 900 600 525 300 180 180 180 180 520 520 520 520 «• T'lSSiKog 1,600 1,450 1,350 775 i;-'.:.850i3t mi^l'Ms. l'»''?#Ss<R9Q0>* 1,400,000 1,300,000 1,200,000 1,100,000 i>r'si;ioo,ood)' Pif^jaos'Soii fMi»i!iG!00,'oooe 510,000 470,000 440,000 400,000 S'ltSlStol WWPA f ja^sf ERN, H^MBO^^ Select Structurai No1 No 2 No 3 -stod' -• '.-•y-i.:;-is^f...f,-;w-^< iCo®fljaon1f««j& 2" & wider f?T2"'&'wiaer,', 1,250 775 575 350 575 350 275 150 v;':;,;>2oo,,;.'= 140 140 140 140 ;f/"iSl4p?. :..yfi»'il40-*»i 335 335 335 335 ,\,fc;i.3-,--;335 r l|Mf2:3354s. iSl#3.35|? 1,200 1,000 825 475 J-fsi-Vf 525"' 1,200,000 1,100,000 1,100,000 900,000 :'-f'E,|90o;ooo'- ^P^fifooOiWof. IJISfeboSoSfe %-f|if8fO;topi? 440,000 400,000 400,000 330,000 *,".>;;.'33p;000'; *rI'Wli370^#?j i€%:*S'29,g,O0Q5 NELMA 1 NSLB < AiVlERICAN WOOD COUNCIL Page Spread 3500 xls Soil Capacity * Concrete, f c Remforcement, fy 3500 psf 3000 psi 60,000 psi * Increase 0 psf for each in width from 2 feet, with 2000 max. Increase width from = 2 ft. Increase = 0 Maximun Increase = 3500 psf Square Spread Footing Design (2010 CBC) F8 F7 F6 F5 F4 F3 Size, WxB 8.0 7.0 6.0 5.0 4.0 3.0 Ai-ea, ft'^2 64.0 49 0 36 0 25 0 16.0 90 Footing Thickness, in 21 18 15 15 15 12 Soil Bearing Capacity 3500 3500 3500 3500 3500 3500 P, allowable, kips CF~207 '^^'-"779 P CJl Fso Pu, allowable, P*l.55 321 249 185 128 82 ~ 47 Column Size, in. 10 10 10 10 10 10 Effective Ftg, d, in 17 14 11 11 11 8 Soils Pressure, ksf 5 0 5 I 5 1 5 1 5 1 5.2 Shear: Punching shear, kips 296 228 169 113 66 35 Vu, allowable, kips 342 250 172 172 172 107 Vu OK Vu OK Vu OK Vu OK VuOK Vu OK Beam shear, kips 109 9.7 8.6 6.0 34 22 Vu, allowable, kips 19.0 15.6 123 12 3 12.3 89 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Bending. Mu, fl-kips 32.2 24 I 17 1 11 1 6.4 3 0 Ku, psi 124 137 157 102 59 53 P 0.0021 0.0023 0 0027 0.0017 0.0010 0 0009 As, in''2 4 60 3 67 2.85 1.53 0 70 0.34 Number of Rebars 8 7 7 6 5 4 Rebar size #7 #7 #6 #5 #5 #5 As, actual, in.'^2 4.80 4 20 3 08 1.86 1 55 1.24 As OK ,^s OK As OK As OK As OK As OK F2.5 F2 Size, WxB 2.5 2.0 Area, tf'^2 63 40 Footing Thickness, in. 12 12 Soil Beanng Capacity P, allowable, kips Pu, allowable, P*1.55 32 _ 3500 Column Size, in. 8 8 Effective Ftg, d, in 8 8 Soils Pressure, ksf 5 2 5.2 Shear: Punching shear, kips 23 12 Vu, allowable, kips 95 Vu OK 95 Vu OK Beam shear, kips 1 3 0.0 Vu, allowable, kips 89 Vu OK 89 Vu OK Bending- Mu, ft-kips 2.2 1.2 Ku, psi 38 20 P 0 0006 0 0003 As, in''2 0 20 0 09 Number of Rebars 3 3 Rebar size #4 #4 As, actual, in ^1 0.60 As OK 0 60 As OK 7/31/2011 Spread 3500 xls J _ _ _ SHEET. L-l PROJECT CP^^VW^^ ^A^^%W GSSI NO ) Structural Engineers ENGR DATE j^^c^ <^^H>H Ml/i/Ft^ fpCp (C'l- ^/ve 4 fL- f^'^p^(f'^s)f/l5ll3)- HSpP^ O FL- /o-^^(.py/ (/^/C/./sI/'3)^ Z3.^^^ F^f UluO |^<L^ TT^^^tsus^Z^^ §^ario^ ^^\mn. ^ (^'^ K^^^'i'i^.f^'^ -mid p-^. MMX. PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE / ^--''V- |(opv/x ^I'l'y [f^V^i -h ?3.'Cf)]+ /^jj</y%.3'/ S-^^ ^ •^4-^ 4 '^ y _ _ _ SHEET. PROJECT GSSI NO Structural Engineers ENGR DATE. ) ^4^- (^/^^ ffO ^-f /^f / /^C ^ ^7 ^ / ^/ V /6 V ^ V /6 ^'^^/ ^/ 7^7'= //^O ' - /^cox/o'' /F<^oo ^(^^.^ f^.ooc Cfq,ps^ )^ Th z"'^^/^ '^ 7 _ __ _ SHEET. PROJECT GSSI NO Structural Engineers ENGR DATE. 3^0 - A•7^J['^^p9p ry^) ^ 2-9><h^'' - ^2^. /-^^ h/o<^o rfA/^v Fl^^'^ /F^-^^ .A' <^/^F ^-2-/ ^ i rr^^u /=^^ /f^'^T^ 4 f. {/Fx f^)f-( n^'^F] t {iox sfjf (ir^") ^^u' /2-<S?Op (9 F/7^/i^y{/ °^ V _ _ _ ~- SHEET f. — S, PROJECT GSSI NO, Structural Engineers ENGR DATE. /^-^ -SS f^fv.s^^ (^4^1^/ ^,^/^ ^^^t^^'^ f.f^^ ^<^/ ^^.f''^ ^o4^o ^.3^^ ^^^^ Z*^' Zifi^^ Ji£££^ 2Gsf^ f^y^ Vk 6¥€^f.f&iJ ^/o4^^ ^ PROJECT Structural Engineers ENGR SHEET, GSSI NO DATE Pu/ -^! |I-L-i_L-J.-!. J I I I 1 ll 1 M r sr "9/ to 10' PS it Ur,n^ Avr ^'^^ ^^^2-5-/,5?S PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE L"? IWW'iflW^BUMISkfla'-L ^0 p - ov^- ^FH.i^U zm^Uo]- fm:,%o/^^ Wd ^ r^AS-^ ^^.f35)t 7^(^3j-f !165(f^j-33^<?dA 3S4,G56 > 33hfo/' fi f fv fu 7s V Pu ) "N y „ _ _ SHEET__ZLr£L PROJECT GSSI NO Structural Engineers ENGR DATE. rrrr ^%-^^^fl( 136^/^ A- V^"T :^^ ^.FF£. 7 . _ SHEET ^ PROJECT GSSI NO Structural Engineers ENGR DATE^ fl<jF fclZ-MOo't- l/k\A^ % 1 t//%<^ I " K' IMJ U//HA^ Z^' I- ^-,^7 L-lo How to Enter Data h= 10 ft b = V = HE / 15 300 I plf Wood Panel Grades or Species Group Numbers I Structural I j " G = 90,000 psi Nominal thickness of wood panel 3/8-U Interior Edge Nailing S d ' I (® in o.c * = 0.278 psi Unsanded 150 0.0360 pounds/ 8d m 7 -Y 0.470 OK in Boundary Element Species Douglas Fir-Larch Grade No 1 DFL No. 1 # 2 (in) nominal b 2 (in) nominal d 4 (in) actual b 3.00 (in) actual d 3.50 (in') S 6.13 (in') A 10.50 On') 1 10.72 (psi) E 1,700,000 Holddown Selection Holddown connecting to HD2A Studs Below 0.707 in 8vh' EAb (bending) 0.0090 0.4704 Vh Gt (shear) 0.1199 0.75 he, hd. (nail deformation) (chord splice slip) + 0.2700 0.0715 V h b E A G t e„ d. maximum shear due to design loads at the top of wall (plf) wall height (ft) wall width (ft) elastic moduus of boundary element (vertical member at shear wall boundary) (psi) area of boundary element cross section (sq in ) modulus of rigidity of wood structural panel (psi) effective thicl(ness of wood structural panel for shear (in) nail deformation (in) deflection due to anchorage details (rotation and slip at tie-down bolts) (in) How to Enter Data h = 10 V = 85 265 plf Wood Panel Grades or Species Group Numbers Structural I ~| • G = 90,000 psi Nominal thickness of wood panel 3/8-U Interior Edge Nailing I 8d I @ in 0 c. 0.278 psi Unsanded A 7 y /• :••/ / / / / e„ = 133 0.0280 pounds / 8d in July 22, 2011 0.451 in OK Boundary Element Species Douglas Fir-Larch Grade No 1 DFL No.l It 2 (in) nominal b 2 (in) nominal d 6 (in) actualb 3 00 (in) actual d 5.50 (in') S 15 13 (in') A 16.50 On') 1 41.59 (psi) E 1,700,000 Holddown Selection Holddown connecting to HD2A Studs Below 0.107 in 8vh' EAb (bending) 0.0089 [ 0.4510 I vh Gt (shear) 0.1059 0.75 he. hd. (nail deformation) (chord splice slip) I 0.2*00 I -I- 1 0.1262 I V h b E A G t d. maximum shear due to design loads at the top of wall (plf) wall height (ft) wall width (ft) elastic moduus of boundary element (vertical member at shear wall boundary) (psi) area of boundary element cross section (sq.in.) modulus of rigidity of wood structural panel (psi) effective thickness of wood structural panel for shear (in) nail deformation (in) deflection due to anchorage details (rotation and slip at tie-down bolts) (in) ^ PROJECT Structural Engineers ENGR SHEET GSSI NO DATE ^41 t) 7^7?rL Lo/^^ /s^fi'l)' (i^loo Zl$<v 73 "Tl? F' j ,1 ) t ^ nod '6 iPo 0' ^ PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE KhFe ^r^i^ (Z/isO j^\6/N| jr^(L t^^^u^ ^::wii4 Coi(l\/yL.%^^ ^ PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE I-If 7 lWFi>t^ Pa "3* ^ SHEET. L'l<. PROJECT Structural Engineers ENGR GSSI NO DATE 2^"^ riL pfm^ fvf{'^}t/uf/i4^'^s,7yo 7^- >^^S^ ofc /fo f}^-p^^ /9y9/^^Jf f^ffftiM O^J'ff^y f^f^ ^Ff ^^^rH 1^ ^ 7m^ VI I l441t/^4ff 7oo/ ' 4SS 1^ 7oO t \ 1 I 1 M, > 1 1'" \ Pu V " W^5" ^L-5?y/7 /I ^ PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE I'fC Fuj' I'i'ia* F' m9 ^ }\0(>'^'"'m ^T^' I64f(hU /cHo no '2F^ F^ ^ MHfu)^ Wffoh 4i47o'^^ ^^/[/^ 1^ ^f^-'&l]^^^-^ ^(lS1o^^.s^j^ 4o'^MXj /^^ /3-^^ " ^' ^^^'^^ <97»«A • /i4<(3^)/ ITAf/zzJ^ ycifnj^ ^(.4^*' ok PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE 7YP fS'-D^^ /At7m-/o^ Co^i^iFLuMF^ it ^1 F Tl EXXXXTi TTTT ^ Sri I ^ofpz' i4u^ iPp// F /i^ /o';c /S^ /S/"^- /f^o^ /^/^4- ^Ff'^soCnU^ 6ifffs}%^] ^ PROJECT Structural Engineers ENGR SHEET. GSSI NO DATE ft ^ 5^'*''6Tvi- sA\h{2^]i A^^iLioV i%Mo*-' AJ^&. No ak. \ foAS^ 5Tm- S4^4(is)f fsAcM{%'B>)A - I7^1SQ>^^ AT P-^^P 1 " I r r r TTTTTTI ' Uo,^ j^^^ » 0MF^Ui^JntH7/^7^] ^ \(oo^l(. {llCffLO 0/4- <:5o«^S PROJECT Structural Engineers ENGR SHEET GSSI NO DATE :^9^7 4f-S ?^^.7 72^'^ /^fpp/^ PROJECT Structural Engineers ENGR SHEET_ GSSI NO _ DATE i^'^sta PROJECT Structural Engineers ENGR SHEET^ GSSI NO _ DATE F^ %i^Hi' 4T Hiiri -r 111 ii.iri...iiii I ' I II. 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' • ••.'2- ' '^10.153 7 : -8.322 V,: o,.';.v-7'0': ' • 0 '• -67.98 : 83 3 -10 153 -8 322 0 0 0 -58.453 84 " - --. ,<'-..• • '• ,4 -10.153 ' -8; 322 0 • 7' 0- ' -48.927 85 5 -10.153 -8.322 0 0 0 -39 4 RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d] Page 2 Company Designer Job Number Aug 2, 2011 2 26 PM Checked By Member Section Forces (By Combination) (Continued) LC Member Label Sec Axiallkl V Shearlkl z Shearlicl Torquelk-ftl v-v Momentlk-z-z Momentfk- .. 86< > 'iih^'* •'J'r-K't-'^y v" ".- ' !•" 7:B7:: 7:/2i 0:15377* .i^ii8''3227;7l i77'i70t7 ;":> 7-7-7!0777'; 7^9:873-> 87 7 -10 153 -8.322 0 0 0 -20.346 «B8*^ 7 -i:>:77s':i'7'i7:'77* siti'b:i'S3*'^ ;r 7^7322:^:; i'-'7:b^^':l,7. ."'"',.',t''-»Oi'e>?,-,;. *' 89 9 -10.153 -8.322 0 0 0 -1.292 .907 S'' :='70i^ .:/fr0'a537:^ «c4i-r8:'322>* t uf*t^ '-.^ •• \ • ,71:707^:1^7 777b;'7''-') ; 78f2i35¥i? 91 11 -10.153 -8.322 0 0 0 17.761 :; 92? • , - ';.t?: n-a.^:^'*,'Vs:^4^^-..^-- •^•.•^ '7li2#c 7>-la.i1537»';. 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These secondary effects of seismic shaking are discussed in the following sections. 4.4.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-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 Liquefaction -13- fc:^' a Vi// 4 iJ 6.0 RECOMMENDATIONS 960151-034 The conclusions and recommendations in this repoit 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 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 earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A significant consideration regarding the planned site development is the presence of the agricultural debris that was buried during mass grading below the site. The organic content and potentially compressible nature of these materials necessitates measures to mitigate the potential for adverse settlement. Two options, removal of agricultural debris and deep foundations were previously presented in our early planning study report (Leighton, 2008). It is understood that it is preferable to develop the site without removing the agricultural debris. 6.1.2 Deepened Foundation Mitigation The proposed hotel, pool and pool building should be supported on foundations that extend below, or are outside the influence of the agricultural debris. The limits of agricultural debris influence are illustrated on Figure 3. Piles should develop capacity below an imaginary 1 to 1 projection from the hmit of influence line, where the projection is inclined toward the zone of agricultural debris, and becomes horizontal at an elevation of 103 feet above mean sea level. To mitigate the potential differential settlement, piles should taper in depth over a distance of at least 20 feet beyond the limits of the agricultural debris influence. It is also noted that an existing storm drain line is present east of the proposed kitchen. Foundations should also be deepened below a 1 to 1 projection from the bottom of that trench. Foundations beyond the limits prescribed for deep foundations maybe founded on shallow foundations. Where deep foundations are utilized, the slab should consist of pile supported structural slabs. With this method, differential settlement between site improvements and pile supported elements may necessitate periodic maintenance. -17- 960151-034 In areas where shallow foundations are utilized, the existing site should be over excavated at least 3 feet. Over-excavation should also extend at least 2 feet below the deepest footings in areas where formational materials are anticipated at shallow depth. 6.2 Foundation Desiqn Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles, and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6.2.1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure 3,500 psf The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings. Footings should be designed in accordance with the stmctural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are fimctions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large diflferential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all stmctural footings and settlement-sensitive stmctures. The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining waU) and should be a minimum of H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel stmctural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note that the soil within the stmctural setback area posses poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc) constmcted 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 -18- 960151-034 and grade beam foimdation system to support the improvement. Deepened footings should meet the setback as described above. 6.2,2 Drilled Pile Foundations Drilled piles may be designed for the skin friction capacities shown in Figure 4 plus 7,000 psf for end bearing. The capacity of the pile should be reduced by the capacity within the influence zone of the agricultural debris. Upward capacity equal to one-half the value on Figure 4 may be utilized to resist tensile loads. Pier settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design chart contained in the accompanying Figure 4 is based on center to center pile spacings of at least 3 pile diameters. Where piles are spaced more closely, reduction in pile capacity is necessary. Constmction of piles should be sequenced such that the concrete of constmcted piles are allowed to setup prior to constmction of piles within 3 diameters. Lateral loads on the face of caissons/piers may be resisted by using a lateral bearing of 300 psf/foot elevation. Where piles are situated at least 5 diameters (center to center) apart, the effective diameter of the pile may be increased by 1.5 for resisting lateral loads. Intermediate cases can be evaluated on a case-by-case basis. 6.2.3 Structural Foundations on Grade A soil modulus of 150 pounds per cubic inch is recommended for design of stmctural slab foundations. Stmctural foundations should be designed by the project stmctural engineer utilizing the parameters outlined below in Table 3 and an allowable bearing pressure of 2,000 psf -19- ma a B a 960151-034 Table 3 Structural Foundation Design Parameters Expansion Index Design Cnteria E.I. < 70 Edge Moisture Center Lift: 5.5 feet Variation, e™ Edge Lift: 4.5 feet Differential Swell, ¥,„ Center Lift: 1.5 inches Differential Swell, ¥,„ Edge Lift: 0.6 inches Modulus of Subgrade Reaction: 100 pci Analysis of uniform mat, conventional ribbed mat and post-tensioned foundation should be performed in accordance with the Post-Tensioning Institute procedures (PTI, 2008). 6.3 Floor Slab Considerations Slab on grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean cmshed gravel. We recommend that the architect follow the guidance of ACI 302.2R-06 for design of the under slab moisture protection measures and development of constmction specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the vapor barrier, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum. 6.4 The potential for slab cracking may be fiirther reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. Retaining Wall Design -20- 960151-034 For design puiposes, the following lateral earth pressure values in Table 4 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). Table 4 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 85 Passive 300 (maximum of 3 ksf) 150 (sloping down) Retaining stmctures should be provided with a drainage system, as illustrated in Appendix D, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that the soil against embedded stmctures will remain intact with time. Retaining wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. 6.5 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the near- surface soils; grading of the building pad and associated improvements; optimal removal of the agricultural debris beneath the proposed hotel and pool complex; utility constmction; subgrade preparation in pavement areas; foundation excavation; and retaining wall constmction and backfill operations. 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 shall supersede those in Appendix E. -21- 960151-034 6.5.1 Site Preparation If additional grading, such as fill placement, is planned on the site, the areas to receive stmctural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstmctions, including any existing debris and undocumented or loose fill soils, and stripped of vegetation. Removals should extend the competent documented fill soils and/or competent formational soils. Removed vegetation and debris should be properly disposed off site. Holes resulting from the removal of buried obstmctions which extend below finish site grades should be replaced with suitable compacted fill material. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557. If clayey soils that are more expansive (EI>70) are encountered, increased moisture and revised recommendations may be needed. 6.5.2 Excavations and Oversize Material Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized heavy ripping or drilling may be required if cemented and concretionary lenses are encountered in deeper excavations. Shallow, temporary excavations, such as utility trenches with vertical sides, in the engineered fill and formational materials should remain stable for the period required to constmct the utility, provided they are free of adverse geologic conditions or seeps. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back if workers are to enter such excavations. Temporary sloping gradients should be determined in the field by a "competent person" as defined by OSHA. For preliminaiy planning, sloping of surficial soils at 1:1 (horizontal to vertical) may be assumed. Excavations greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a Califoraia registered civil engineer. 6.6 Proposed Swimming Pool The swimming pool and spa should be designed by a stmctural engineer to resist the forces lateral earth pressures soils and differential settlement of the fill. The following items should be taken into consideration in the design and constmction of the swimming pool and spa: -22- 960151-034 Installation of a pressure release valve system beneath the pool bottom is also recommended. The pool contractor should provide a sufficient level of inspection and control to assure that approved pool plans and specifications are implemented during constmction. Observation/testing should be performed by a geotechnical consultant during pool excavation and backfill operations to verify that exposed soil conditions are consistent with the design assumptions. 6.6.1 Pool Deck Recommendations We recommend that the pool deck be a minimum of 5-inches thick, reinforced with No. 3 rebars at 18 inches on center each way, and underlain by a minimum 2 inch layer of clean sand. The clean sand should be underlain by a 10-mil visqueen moisture barrier properly lapped and sealed, which is in-tum underlain by an additional of 2 inches of sand (minimum). The moisture barrier should be sloped away from the pool at a minimum gradient of 2 percent. The perimeter of the decking should be constmcted with a perimeter footing a minimum of 8 inches wide and deep. The deck should have appropriate crack control and expansion joints to reduce the potential for the formation of unsightly cracks as the deck responds to the underlying expansive soils. In general, the constmction joints should be a minimum of 5 feet on center (each way) and extend to a depth of at least 1/3 of the concrete thickness. The joints should not cut the rebar reinforcement. Special attention should be given to ensure that the joint between the pool decking and pool coping is properly sealed with a flexible, watertight caulking to prevent water infiltration. The concrete decking should be sloped to area drains with sufficient gradient to maintain active flow, even if the deck is subject to minor movement. 6.7 Surface Drainage and Erosion Surface drainage should be controlled at all times. The proposed stmctures should have appropriate drainage systems to collect mnoff Positive surface drainage should be provided to direct surface water away from the stmcture toward suitable drainage facilities. In general, ponding of water should be avoided adjacent to the stmcture or pavements. Over-watering of the site should be avoided. Protective measures to mitigate excessive site erosion during constmction should also be implemented in accordance with the latest City of Carlsbad grading ordinances. -23- 960151-034 6.8 Infiltration /Due to the presence of potentially compressible agricultural debris beneath the site, infiltration of surface waters should be avoided within the area of agricultural debris influence and east of those limits. This office should review proposed LID solutions to confirm they are consistent with the intent of our recommendations. Where pervious paving is proposed, underdrains should be provided at low points of the pavement subgrade. 6.9 Geochemical Considerations We recommend that concrete in contact with earth materials be designed in accordance with Section 4 of ACI 318-08 A(ACI, 2008). Due to the low resistivity of the onsite materials, the soils are considered con-osive to buried fen'ous metals and measures to mitigate corrosion should be incorporated in the design of those elements. Section 855 of the Caltrans Highway Design Manual provides guidance a measure to mitigate Corrosion for underground utilities. Measures to mitigate corrosion should be incorporated in the design and implemented during construction as per the guidance of the project corrosion engineer. 6.10 Vehicular Pavements The pavement section design below is based on an assumed Traffic Index (TI), our visual classification of the subject site soils, and laboratory testing (we have utilized a R-Value of 11). The TI values were chosen based on our experience with similar projects. Actual pavement recommendations should be based on R-value tests performed on bulk samples of the soils that are exposed at the finished subgrade elevations across the site at the completion of the grading operations. Flexible pavement sections have been evaluated in general accordance with the Caltrans method for flexible pavement design. The recommended flexible pavement section for this condition is given in Table 5 below: -24- 960151-034 Table 5 Preliminary Pavement Sections Traffic Description Assumed Traffic Index (TI) Asphalt Concrete (inches) Aggregate Base (inches) Auto Parking 4.5 4.0 5.0 Driveways 5.0 4.0 7.0 Flexible pavements should be constmcted in accordance with current Caltrans Standard Specifications. Aggregate base should comply with the Caltrans Standard Specifications of Section 26. Aggregate base should be compacted to a minimum of 95 percent relative compaction (ASTM D 1557). For areas subject to regular tmck loading (i.e., trash tmck apron), we recommend a fiall depth of Portland Cement Concrete (P.C.C.) section of 7.5 inches with appropriate steel reinforcement and crack-control joints as designed by the project stmctural engineer. We recommend that sections be as nearly square as possible. A 3,250-psi mix that produces a 550-psi modulus of mpture should be utilized. Additional City of Carlsbad specifications are presented on Detail GS-16 of the City of Carlsbad Engineering Standards Volume 3 - Standard Drawing and Notes. All pavement section materials conform to and be placed in accordance with the latest revision of the Califomia Department of Transportation Standard Specifications (Caltrans) and American Concrete Institute (ACI) codes. The upper 8 inches of subgrade soil and all aggregate base should be compacted to a relative compaction of at least 95 percent (based on ASTM Test Method D1557). If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated. It is recommended that the concrete curing separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where hea-vy landscape watering may have access to the aggregate base. Concrete swales should be designed in roadway or parking areas subject to concentrated surface mnoff 6.11 Foundation Review Foundation plans should be reviewed by Leighton to confirm that the recommendations in this report are incoiporated in project plans. -25- 960151-034 6.12 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 inteipolated subsurface conditions should be checked in the field during constmction. Construction observation of all onsite excavations and should be performed by a representative of this office so that constmction is in accordance with the recommendations of this report. All footing excavations should be reviewed by this office prior to steel placement. -26- STORM WATER MANAGEMENT PLAN FOR LEGOLAND CALIFORNIA NEW PARKING TOLL BOOTHS December 20,2012 Wayne W. Chang, MS, PE 46548 Civil Engineering ° Hydrology ° Hydraulics ° Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 FOR REVIEW ONLY -TABLE OF CONTENTS - 1.0 Introduction 1 1.1 Vicinity Map 1 1.2 Project Description 2 1.3 Site Map 2 1.4 Constraints and Opportunities 2 2.0 Water Quality Environment 2 2.1 Beneficial Uses 2 2.1.1 Inland S urface Waters 3 2.1.2 Groundwater 3 3.0 Pollutants and Conditions of Concem : 4 3.1 Pollutants Irom Project Area 4 3.2 Pollutants of Concern in Receiving Waters 5 4.0 Permanent Storm Water Best Management Practices 5 4.1 Standard Site Design BMPs 5 4.2 Source Control BMPs 6 4.3 Low Impact Development Site Design BMPs 8 4.4 Treatment Control BMPs 8 4.5 Hydromodification 8 5.0 Storm Water BMP Maintenance 9 6.0 Summary/Conclusions 10 7.0 Certification 10 Storm Water Standards Questionnaire, E-34 Site Map (Grading Plan) APPENDIX A. Low Impact Development and Hydromodification Analyses FOR REVIEW ONLY 1.0 INTRODUCTION This Storm Water Management Plan (SWMP) addresses water quality requirements associated with LEGOLAND California's new toll booth project in the city of Carlsbad. This SWMP follows the criteria outlined in the City of Carlsbad's January 14, 2011, Standard Urban Storm Water Management Plan (SUSMP). According to the City's Storm Water Standards Questionnaire E-34 (attached following this report text), the development is in the "Streets, roads, highways, and freeways" priority project category and is also considered a significant redevelopment project. The SUSMP outlines the SWMP objectives, which are to identify site opportunities and constraints, identify pollutants and conditions of concem, follow low impact development design objectives, describe best management practices (BMPs), and outline maintenance requirements. BMPs will be utilized to the maximum extent practicable to provide a long- term solution for addressing runoff water quality. 1.1 Vicmity Map CITY OF OCEANSIDE HIGHWAYj,^,^ NOT TO SCALE CITY OF VISTA CITY OF SAN MARCOS PACIFIC \\\ OCEAN CITY OF ENCINITAS 1.2 Project Description LEGOLAND Califomia proposes to install two new toll booths at the existing entrance to the park. The new toll booths will be just southwest of the existing toll booths and along Legoland Drive. The project will require widening of Legoland Drive to accommodate the toll booths and to provide additional travel lanes. The westerly edge of Legoland Drive will be widened by about 40 feet at the maximum location. The widening will encroach into the landscape area between Legoland Drive and Armada Drive requiring regrading and replanting of the landscape area. Under pre-project conditions, the project vicinity contains Legoland Drive, three existing toll booths, and adjacent landscaping. Surface runoff from this area generally flows onto Legoland Drive and is conveyed in a southerly direction along the street. The runoff ultimately enters curb inlets within the site. The curb inlets connect to a storm drain system that discharges into a large detention basin along the southerly end of the park. Under post-project conditions, the on-site flow patterns will generally be maintained. Runoff will continue to be directed onto Legoland Drive and ultimately enter the existing detention basin. However, due to current water quality regulations, a bioretention basin will be constructed and storm drains will be used to direct the 10-year and lower flows to the basin. 1.3 Site Map A Site Map is included following this report text. 1.4 Constraints and Opportunities As shown on the site map, the development will occur within and alongside the existing access road to the park. Some of the adjacent landscaping will need to be removed to accommodate the new toll booths and associated drive lanes. The pre-project drainage pattems are generally being maintained by the project. A review of the existing site revealed that the required bioretention basin could either be constructed along the westerly edge of Legoland Drive or within a landscape area further south along the easterly edge of Legoland Drive. It was determined that the second location was preferable because the area associated with the first location was confined due to the roadway widening and the adjacent Armada Drive immediately to the west. 2.0 WATER QUALITY ENVIRONMENT 2.1 Beneficial Uses The beneficial uses for the hydrologic unit (see Section 3.1) are included in Tables 1 and 2. These tables were obtained from the Water Quality Control Plan for the San Diego Basin (9) compiled on August 28, 2012. The following contains definitions ofthe beneficial uses in the tables: MUN - Municipal and Domestic Supply: Includes uses of water for community, military, or individual water supply systems including, but not limited to, drinking water supply. RECl - Contact Recreation: Includes uses of water for recreational activities involving body contact with water, where ingestion of water is reasonably possible. These uses include, but are not limited to, swimming, wading, water-skiing, skin and SCUBA diving, surfing, white water activities, fishing, or use of natural hot springs. REC2 - Non-Contact Recreation: Includes the uses of water for recreational involving proximity to water, but not normally involving body contact with water, where ingestion of water is reasonably possible. These uses include, but are not limited to, picnicking, sunbathing, hiking, camping, boating, tide pool and marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities. WARM - Warm Freshwater Habitat: Includes uses of water that support warm water ecosystems including, but not limited to, preservation or enhancement of aquatic habitats, vegetation, fish or wildlife, including invertebrates. WILD - Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including, but not limited to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g., mammals, birds, reptiles, amphibians, invertebrates), or wildlife water and food sources. 2.1.1 Inland Surface Waters Inland surface waters for the Encinas Hydrologic Area (see Section 3.1) have the beneficial uses shown in Table 1: Table 1. Beneficial Uses for Inland Surface Waters Hydrologic Unit p Code . c 00 o o o O "o o OH s < a; O DH s U a; 904.40 -1-0 • • • + Exempted by the Regional Board from the municipal used designation. • Existing Beneficial Use o Potential Beneficial Use 2.1.2 Groundwater Groundwater beneficial uses for the Encinas Hydrologic Area are shown in Table 2: Table 2. Beneficial Uses for Groundwater Hydrologic Unit Code c o < o u a. 904.40 -1- + Excepted from MUN 3.0 POLLUTANTS AND CONDITIONS OF CONCERN 3.1 Pollutants from Project Area The project is located within the Encinas Hydrologic Area (904.40), which is within the Carlsbad Hydrologic Unit (904.00). The total drainage area of the hydrologic unit is approximately 210 square miles. Runoff from portions of the hydrologic area ultimately drains to the Pacific Ocean, which is west of the project site. All of the project rimoff will ultimately enter the Pacific Ocean. The project site represents less than one percent of the overall watershed. The following table lists pollutants of concem that are anticipated or can potentially exist at proposed priority development project sites. The pollutants are from the city of Carlsbad's SUSMP. The project falls within the detached residential development and streets, highways & freeways priority project categories (highlighted yellow in the table). All of the listed pollutants are either anticipated or can potentially exist at the developed site. Table 3. Priority Project Pollutants Priority Project Categories Sediments Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Detached Residential Development X X X X X X X Attached Residential Development X X X pd) p(2) P X Commercial Development > one acre pd) pd) X p(2) X p(5) X p(3) p(5) Heavy Industry X X X X X X Automotive Repair Shops X X('')(5) X X Restaurants X X X X pd) Hillside Development >5,000 ft' X X X X X X Parking Lots pd) pd) X X pd) X pd) Retail Gasohne Outlets X X X X X Streets, Highways & Freeways X p(i) X X p(5) X X p(l) X = Anticipated P = Potential (1) A potential pollutant if landscaping exists on-site (2) A potential pollutant if the project includes uncovered parking areas (3) A potential pollutant if land use involves food or animal waste products (4) Including petroleum hydrocarbons (5) Including solvents 3.2 Pollutants of Concern in Receiving Waters The receiving water for the site is Encinas Creek just to the south, which then flows into the Pacific Ocean. According to the 2008 303(d) list approved by the State Water Resources Control Board (and by the US EPA in November 2010), neither Encinas Creek nor the Pacific Ocean near Encinas Creek is 303(d) listed. Based on this information, the project does not generate pollutants of concem in the receiving waters. 4.0 PERMANENT STORM WATER BEST MANAGEMENT PRACTICES To address water quality for the project, best management practices (BMPs) will be implemented. The following discusses the Standard Site Design, Source Control, and Low Impact Development design BMPs for the project. 4.1 Standard Site Design BMPs The City of Carlsbad's standard objectives are required for all projects. The project will accomplish these goals through the following standard site design BMPs, which are from the Carisbad SUSMP: Standard Stormwater Requirements Minimize Impervious Surfaces. The project will include pervious surfaces through landscaping within the development area. The paved roadway surfaces have been minimized to only what is needed for the additional toll booths. Disconnect Discharges. The proposed pedestrian walkway shall be allowed to drain to existing landscaping, where feasible. The pavement runoff will be directed to a bioretention basin. Conserve Natural Areas. The existing landscaping along the project area will be preserved to the extent possible. There are no native areas in the vicinity of the site. Stenciling Inlets and Signage. The catch basins constructed by the project will be stenciled with prohibitive language such as "No Dumping -1 live downstream" or approved similar. Landscape Design. A landscape plan will be prepared that uses drought-tolerant species in accordance with the City's landscape manual. Existing trees, shmbs, and groundcover will be preserved beyond the majority of the mass-graded pad in order to maximize canopy interception and promote water conservation. The project will only use water as needed to support the landscaping. Water Efficient Irrigation. The irrigation systems will be designed to each landscaped areas water requirements to avoid over irrigation. Protect Slopes And Channels. The grading design does not include large slopes or any channels. The design will prevent mnoff from flowing uncontrolled over the tops of manufactured slopes. The proposed sloping ground will be landscaped. Riprap energy dissipaters will be used at storm drain outfalls. Vegetate slopes with native or drought tolerant vegetation. There are no native plants in the vicinity. Drought tolerant vegetation will be used to the extent feasible. Trash Receptacles. The parking lot adjacent to the project site includes trash receptacles. Material Storage Areas. The project does not propose material storage areas. 4.2 Source Control BMPs Source control BMPs will consist of measures to prevent polluted mnoff The following addresses the source control BMPs from Appendix 1 of the Carlsbad SUSMP: Table 4. Pollutant Sources and Source Control Checldist Potential Source of Runoff Pollutants Permanent Source Control BMPs Operational Source Control BMPs On-site storm drain inlets Mark all inlets with "No Dumping -1 live downstream" Maintain and periodically repaint inlet markings Provide stormwater pollution information to owners, lessees, and operators (Fact sheet SC- 44 from the CASQA Stormwater Quality Handbook at -www.cabmphandbooks.com) Owner/lessee agreements shall state "Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains. Landscape/Outdoor Final landscape plans will Maintain landscaping using Pesticide Use accomplish all of the following. • Preserve existing trees, shmbs, and ground cover to the maximum extent possible. • Design landscaping to minimize irrigation and runoff, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to stormwater pollution. • Where landscaped areas can retain or detain stormwater, specify plants that are tolerant of saturated soil conditions. • Consider using pest-resistant plants, especially adjacent to hardscape. • To ensure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions minimum or no pesticides. See applicable operational BMPs in Fact Sheet SC-41, "Building and Grounds Maintenance," and TC- 30, "Vegetated Swale," in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Integrated Pest Management (e.g., the EPA's Citizen's Guide to Pest Control and Pesticide Safety) information shall be provided to owners, lessees, and operators. Plazas, sidewalks, and parking lots. The proposed walkway shall be swept regularly to prevent the accumulation of litter and debris. Debris from pressure washing shall be collected to prevent entry into the storm drain system. Wash water containing any cleaning agent or degreaser shall be collected and discharged to the sanitary sewer and not discharged to a storm drain. 4.3 Low Impact Development Site Design BMPs Low Impact Development (LID) BMPs must be incorporated into the site design to meet the City of Carlsbad's January 14, 2011 SUSMP requirements. The integrated LID outlines four strategies: 1. Optimize the site layout by preserving natural drainage features and designing buildings and circulation to minimize the amount of roofs and paving. 2. Use pervious surfaces such as turf, gravel, or pervious pavement—or use surfaces that retain rainfall. All drainage from these surfaces is considered to be "self-retained". 3. Disperse mnoff from impervious surfaces on to adjacent pervious surfaces (e.g., direct a roof downspout to disperse runoff onto a lawn). 4. Drain impervious surfaces to engineered Integrated Management Practices (IMPs), such as bioretention facilities. IMPs infiltrate mnoff to groundwater and/or percolate mnoff through engineered soil and allow it to drain away slowly. The project design is in compliance with these strategies. The site layout has been designed to preserve the landscaping areas beyond the proposed pavement and toll booths. Shared drive aisles are being used to minimize the pavement area. Water quality runoff from the project area will ultimately enter a bioretention basin. Bioretention basins provide high to medium removal effectiveness for the pollutants generated by the project, which are listed in Table 3. Sizing is included in Appendix A of this report using the County of San Diego's BMP Sizing Calculator. 4.4 Treatment Control BMPs Treatment control BMPs were selected to treat the project pollutants of concern identified in Table 3. A bioretention basin will be used because it has a medium to high pollutant removal efficiency for the project's pollutants of concem. For treatment control only, a bioretention basin's surface area must be at least 4 percent of the total area determined from the Drainage Management Areas. For the project, the bioretention basin will also provide hydromodification flow control, so will be larger than the 4 percent. The sizing is discussed in the next section. 4.5 Hydromodification The January 14, 2011 SUSMP requires hydromodification (flow control) for priority development projects to ensure that post-development peak flows do not exceed pre- development peak flows. The toll booth project is a priority development project and must meet the hydromodification requirement. This can be accomplished by sizing the proposed bioretention facility using the criteria in the Coimty of San Diego's SUSMP. Data entry for the hydromodification analysis includes the lower flow threshold, soil group, slope, and rain gage. A lower flow threshold of 0.1 Q2 was used because a downstream channel screening assessment has not been performed. The site is within the Oceanside rainfall basin and contains soil groups C and D. The average slope along the mass-graded pad is in the range of 5 to 10 percent, which is within the "moderate" category. The drainage management areas were divided into existing paving, proposed paving on existing paving, proposed paving on existing landscaping, and proposed landscaping. Appendix A contains the DMA exhibit and Calculator results. The bioretention basin will not need to contain an impervious liner according to the geotechnical engineer, Leighton. The Calculator provides the surface area sizing, surface volume sizing, and subsurface volume sizing (1,228 cubic feet; 1,023 square feet, and 737 square feet, respectively). The plans are based on the Calculator results. 5.0 STORM WATER BMP MAINTENANCE The developer, LEGOLAND Califomia, will be responsible for funding and implementing the operations and maintenance of the project BMPs. Provisions will be made to transfer operations and maintenance to the new owner in the event of a change in ownership. Bioretention basin The drainage outlet from the basin shall be inspected monthly and after large storm events. Debris, sediment, and other obstmctions shall be removed immediately from the outlet. The habitat shall also be inspected annually and replanted as needed to maintain an adequate cover. Landscaping Maintenance will be performed by landscaping personnel. The vegetation will be maintained and inspected on a monthly or more frequent basis by landscape maintenance staff and will be replaced or replanted, as necessary, to maintain a dense, healthy cover. The vegetation will also be inspected after major storm events. Maintenance shall include periodic mowing, weed control, irrigation, reseeding/replanting of bare areas, and clearing of debris. The private drainage system will shall be kept clear of debris and inspect prior to and during the rainy season to ensure it is free-flowing. Efficient Irrigation The landscaping personnel shall inspect and maintain the irrigation system on a regular basis. This will occur during the routine maintenance activities. All valves, heads, shutoff devices, lines, etc. shall be kept in a properly fiinctioning condition. Any defective parts shall be replaced immediately. The irrigation system shall be adjusted to prevent excessive runoff from landscape areas. The irrigation schedule shall be adjusted based on seasonal needs. Inlet Stenciling Any stenciling shall be inspected at the beginning and end of each rainy season and repaired or replaced, as needed. Hazardous Wastes Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous materials are not expected to be generated on-site; however, if discovered, hazardous materials will be handled and disposed of according to local, state, and federal regulations. A solid or liquid waste is considered a hazardous waste if it exceeds the criteria listed in the California Code of Federal Regulations, Title 22, Article 11 (State of Califomia, 1985). 6.0 SUMMARY/CONCLUSIONS This final SWMP has been prepared in accordance with the City of Carlsbad's January 14, 2011, Standard Urban Storm Water Management Plan, and has evaluated and addressed potential pollutants associated with the Muroya project and its effects on water quality. This SWMP has been based on the final engineering plans. A summary of the facts and findings associated with the project and the measures addressed by this SWMP are as follows: • The beneficial uses for the receiving waters have been identified. BMPs will be used to protect the beneficial uses as outlined by the SUSMP. • The project will not significantly alter drainage patterns and will meet hydromodification requirements. • Permanent BMPs will be incorporated into the project design in the form of site design, source control, and LID treatment control. • The proposed BMPs address mitigation measures to protect water quality and beneficial uses to the maximum extent practicable. 7.0 CERTIFICATION The selection, sizing, and preliminary design of stormwater treatment and other control measures in this plan meet the requirements of Regional Water Quality Control Board Order R9-2007-0001 and subsequent amendments. December 20, 2012 Wayne W. Chang, RCE 46548 Date 10 ^ STORMWATER „ , . QTAKinAPHQ Development Services oTANDARDo Engineering Department ^ CITY OF OIJESTIONNAIRF 1635 Faraday Avenue CARLSBAD E-34 760-602-2750 www.carlsbadca.gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment pnority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results ofthe questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional cnteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the fmal assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by the applicant, this will result in the return of the development application as incomplete In this case, please make the changes to the questionnaire and resubmit to the City If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Land Development Engineenng staff. A separate completed and signed questionnaire must be submitted for each new development application submission Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Project Threat Assessment Form to address construction aspects of the project Please answer the questions below, follow the instructions and sign the form at the end. 1. Is your project a significant redevelopment? DEFINITION: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious materiai(s) are removed, exposing underlying soii during construction. If your project IS considered significant redevelopment, then please s/c/p Section 1 and proceed with Section 2 If your project IS NOT considered significant redevelopment, then please proceed to Section 1. E-34 Pagel of3 REV3/23/10 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: YES NO 1 Housina subdivisions of 10 or more dwellina units. Examples sinqle family homes, multi-family homes, condominium and apartments X 2 Commercial-areater than 1-acre Anv develooment other than heavv industrv or residential Examples hospitals, laboratones and other medical facilities, educational institutions, recreational facilities, municipal facilities, commercial nursenes, multi-apartment buildings, car wash facilities, mini-malls and other business complexes, shopping malls, hotels, office buildings, public warehouses, automotive dealerships, airfields, and other light industnal facilities X 3 Heaw Industrial / Industrv areater than 1 acre. Examoles manufactunng plants, food processinq plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc) X 4 Automotive repair shoo A facility cateqorized in anv one of Standard Industnal Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 X 5 Resfaoranfs Anv facility that sells prepared foods and dnnks for consumption, includina stationarv lunch counters and refreshment stands selling prepared foods and dnnks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numenc sizing critena requirements and hydromodification requirements X 6 Hillside development. Anv develooment that creates 5.000 souare feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater X 7 Environmentallv Sensitive Area (ESA]\ All development located wrthin or directly adiacent^ to or discharqina directly^ to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site fo 10% or more of its naturally occurnng condition X 8 Parkina lot Area of 5,000 sauare feet or more, or wrth 15 or more parkinq spaces, and potentially exposed to urban runoff X 9 Streets, roads, hiahwavs. and freewavs. Any oaved surface that is 5,000 sauare feet or qreater used for the transportation of automobiles, trucks, motorcycles, and other vehicles X 10 RetaiV Gasoline Outlets Servinq more than 100 vehicles per day and qreater than 5,000 sauare feet X 11 Coastal Develooment Zone Any proiect located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10% X 12 More than 1-acre of disturbance Proiect results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project" X 1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies, areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Oiego Basin (1994) and amendments), areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego, and any other equivalent environmentally sensitive areas which have been identified by the Copermittees 2 "Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels In general, these include all projects that contnbute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces Section 1 Results: If you answered YES to ANY of the questions above your project is subject to Priority Development Project requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box m Section 3. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 E-34 Page 2 of 3 REV 3/23/10 ^ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project: YES NO 1 Project results in the disturbance of more than 1 -acre or more of land and is considered a Pollutant-generating Development Project (see definrtion in Section 1) X If you answered NO, please proceed to question 2 If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. 2 Is the project redeveloping an existing pnonty project type*? (Pnonty projects are defined in Section 1) X If you answered YES, please proceed to question 3 If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below 3 Is the project solely limited to just one of the following X a Trenching and resurfacing associated with utility work"? X b Resurfacing and reconfigunng existing surface parking lots'? X c New sidewalk construction, pedestnan ramps, or bike lane on public and/or private existing roads'? X d Replacement of existing damaged pavemenf? X If you answered NO to ALL of the questions, then proceed to question 4 If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 below. 4 Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet ofthe Pacific Ocean and (l)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%'? X If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. SECTION 3 Questionnaire Results: IS My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater cntena per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application. • My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP Applicant Information and Signature Box This Box for City Use Only Adctrsss 1 Legoland Dr., Carlsbad, CA 92008 Assessor's Parcel Number(s) 211-100-09 Applicant Name Mr. Christopher Romero 1 A Applicant Title Director of Maintenance Applidailt Sign^ile Date City Concurrence YES NO By Project ID E-34 Page 3 of 3 REV 3/23/10 120.0 fl 3 WDE SPIU.WAY WTH 2 1 SOE SLOPES W/ NO 3 BACKING RIPRAP PAD (T=0 6) OVER Ml' GRAVa RLTER BLANKET (T=l 0 ) SPILLWAY DETAIL PROPOSED • 2+"!(24" GRATED CATCH BASIN INSTALL CONCRETE LUG PER SDRSD D-63 /// /•J- 6" PVC, 11 0 LF O 89 5!5 11 EXISTING 60" RCP STORM DRAIN 0 5 10 TOLL BOOTH ISLANDS GENERAL NOTES 1 CONTRACTOR TO VERIFY LOCATION OF EXISTING UTIUTIES WITH USA Z CONTRACTOR TO COORDINATE WTH LEGOLAND ON REMOVAL AND/OR RELOCATION OF EXISTING SIGNS UGHTS. GATES FENCES ETC MTHIN FOOTPRINT OF WORK AREA. 3 LANDSCAPING AND IRRIGATION TO BE INSTALLED PER LANDSCAPE PLANS. EXISTING TREES AND PLANTS TO BE RELOCATED ANO/OR REMOVED PER LANDSCAPE PLANS. 4 BIORETENTION BASIN TO BE PLANTED PER LANDSCAPE PLANS BASIN SHAU. CONTAIN A 1 5 THICK UYER OF GROWING MEDIUM OVER A 2.5 THICK MINIMUM LAYER OF CRAVa (40% VOIDS RATIO) GRAVa SHALL BE 1 5 THICK MINIMUM ABOVE INVERT OF PERFORATED PIPE AND 1 THICK BELOW INVERT BOTTOM OF BIOREIENTION BASN BaOW GRAVtl TO SLOPE AT 1% TOWARDS PERFORATED PIPE. 5 PAVEMENT STRIPING TO BE INSTALLED PER SITE PLAN CONSTRUCTION NOTES LEGOLAND CALlFORfVIA 1 LEGOLAND DRIVE CARLSBAD CA 92008 (760)918-5300 Prepared by lini'SiiBifSjsm PO BoiMSa R»et» Sana f e. C4 S2(B7 T E5ISS20I6J ACCESS RAMP SCALE 1 =10 I ® ® ® ® JOIN EXISTING CURB AND GUTTER TRANSITION FROM 6" TYPE G-2 C4G TD TYPE G-4A ROLLED CURB PER G-4B J' WIDE SPiaWAY WITH 2.1 SIDE SLOPES W/ NO 3 BACKING RIPRAP PAO (T=0 6) OVER Mt GRAVa FILTER BLANKET (T=1 0) SEE SPILLWAY DETAIL 12" PVC RISER INSTAU. 3 CF CONCRETE ANCHOR AROUND BASE OF BSER 119 53 TDP 115 70 IE PRELIMINARY ABBREVIATIONS STORM DRAIN DETAIL BC BESN CURVE / BOTTOM OF CURB PCC POINT OF COMPOUND CURVATURE EC END CURVE PVC PaYVINYL CHLORIDE EP EDffi OF PAVEMENT RCP REINFORCED CONCRETE PIPE a aOW UNE SF SQUARE FEn FS FINISHED SURFACE TC TOP OF CURB IE INVERT ElEVATION TF TOP OF FOUNDATION U^ UNEAR FEET TG TDP OF GRATE Ta= OF BASIN - PRECISE GRADING PLAN SCALE 1 =20 I CONSTRUCTION DRAWINGS NEW PARKING TOLL BOOTHS PRECISE GRADING PLAN Scale as shown DEC 21,2012 Sheet Number C-1 APPENDIXA LOW IMPACT DEVELOPMENT AND HYDROMODIFICATION ANALYSES SUMMARY The SUSMP requires that Drainage Management Areas (DMA) be delineated for various surface types. DMAs were determined for existing paving, proposed paving on existing paving, proposed paving on existing landscaping, and proposed landscaping. These were subdivided into soil groups C and D, and are shown on the DMA Exhibit in this appendix. The DMA information was entered into the County's BMP Sizing Calculator. The Calculator results are attached (Plan Area = 1,228 feet; Volume 1 = 1,023 sf; and Volume 2 = 737 sf) and were the basis for the bioretention basin design. Project Summary Project Name Legoland New Parking Toll Booths Project Applicant Legoland California Jurisdiction City of Carlsbad Parcel (APN) 211-100-09 Hydrologic Unit Carlsbad Compliance Basin Summary Basin Name: Unnamed On-site Area Receiving Water Bioretention Basm Rainfall Basin Oceanside Mean Annual Precipitation (inclies) 133 Project Basin Area (acres). 0 95 \Alaterslied Area (acres)' 0 00 SCCWRP Lateral Channel Susceptiblity (H, M, L). SCCWRP Vertiflcal Channel Susceptiblity (H, M, L): Overall Channel Susceptibility (H, M, L)' HIGH Lower Flow Threshold (% of 2-Year Flow): 0 1 Drainage Management Area Summary ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soli Slope 23132 Drains to LID BMP 1 DMA 1 0 22 Impervious (Pre) Concrete or asphalt Type C (slow infiltration) Moderate (5-10%) 23133 Drains to LID BMP 1 DMA 2 0 02 Impervious (Pre) Concrete or asphalt Type C (slow infiltration) Moderate (5-10%) 23134 Drams to LID BMP 1 DMA 3 0 17 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay SOI Moderate (5 -10%) 23135 Drains to LID BMP 1 DMA 4 0 08 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay SOI Moderate (5 -10%) 23136 Drains to LID BMP 1 DMA 5 0 19 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay SOI Moderate (5-10%) 23137 Drains to LID BMP 1 DMA 6 0 27 Pervious (Pre) Landscaping Type D (high runoff - clay SOI Moderate (5-10%) LID Facility Summary U 1 J ./•T ii,;i_mr„i 1 i/cii4..,'-r n^.vm i.r» O..:J 1 T o/Ti-7 o.i-; j c<rA/-i AAAI O._;. 1 /a A A 1 O ix^^^^i ixtjj^ip ^j^P ^^^1 ^^^1 ^^^1 ^^^1 ^^^B |^9B BB9 ^^^S ^^^9 ^^^B ^^^9 BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch) BMP 1 Bioretention Bioretention Basin 1228 1023 737 0 037 1 00 -i^-./T^ ii-:i_ n\ r_ -1 ]/ci;4.„T- iu:i/T> tr> ii r).-:4 1 oo/ri T o.i-; J—c<r-\/-' AAAI O._;— IO/'^A/OAI'^ NOTE; THIS EXHIBIT SHOWS THE DRAINAGE MANAGEMENT AREAS TRIBUTARY TO THE PROPOSED BIORETENTION BASIN. EXISTING PAVEMENT PROPOSED PAVEMENT ON EXISTING PAVEMENT PROPOSED PAVEMENT ON EXISTING LANDSCAPING PROPOSED LANDSCAPING ON EXISTING LANDSCAPING ® HYDROLOGIC SOIL GROUP LEGOLAND TOLL BOOTHS DRAINAGE MANAGEMENT AREAS STORM DRAIN TO BIORETENTION BASIN DRAINAGE REPORT FOR LEGOLAND CALIFORNIA NEW PARKING TOLL BOOTHS December 20, 2012 Wayne W. Chang, MS, PE 46548 Chang )DQ§a]LDaoi]§ Civil Engineenng ° Hydrology ° Hydraulics - Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 FOR REVIEW ONLY TABLE OF CONTENTS Introduction Drainage Analyses. Conclusion .1 .2 .3 APPENDICES A. Rational Method Analyses and Supporting Data B. Hydraulic Analyses FOR REVIEW ONLY INTRODUCTION LEGOLAND Califomia proposes to install two new toll booths at the existing entrance to the park. The new toll booths will be just southwest of the existing toll booths and along Legoland Drive. The project will require widening of Legoland Drive to accommodate the toll booths and to provide additional travel lanes. The westerly edge of Legoland Drive will be widened by about 40 feet at the maximum location. The widening will encroach into the landscape area between Legoland Drive and Armada Drive requiring regrading and replanting of the landscape area. SITE •\\ OP Vicinity Map The project will be a Priority Development Project, so a bioretention basin will be constructed to meet treatment control and hydromodification requirements. Private drainage facilities will be construc^ted as part of the water quality design. A catch basin will be installed along the westerly curb and gutter near the upstream end of the project footprint to intercept the tributary 10-year flows before they reach the project footprint. This is being done to reduce the amount of commingling of flows. Since hydromodification only applies up to the 10-year storm event, this interceptor system was designed for this event. A second catch basin will be installed along the curb and gutter near the downstream end of the project footprint to capture and convey the 10- year project flows to the bioretention basin near the south end of the project area. Any flows greater than the 10-year will ultimately be captured and conveyed by the existing on-site drainage facilities. This report contains drainage analyses for the proposed project. The analyses were performed for both the 10- and 100-year events. They were used to size the proposed private drainage facilities that are part of the project. DRAINAGE ANALYSES Hydrologic analyses were performed to determine the 10- and 100-year flow rates at the project site. The County of San Diego's 2003 Hydrology Manual rational method procedure was used for the hydrologic analyses. The rational method input parameters are summarized below and the supporting data is included in Appendix A: Precipitation: The 10-year, 6- and 24-hour precipitation values are 1.7 and 3.0 inches, respectively. The 100-year, 6- and 24-hour precipitation values are 2.5 and 4.4 inches, respectively. Drainage areas: The drainage basins were primarily delineated from recent base topography prepared for the project and the grading plan. The topography did not cover the northerly portion of the overall drainage area, so the City of Carlsbad's 2005 mapping was used for thisj area. The Carlsbad mapping is on NAVD 88 vertical datum, so the elevations were reduced by 2 feet to convert to NGVD 29 vertical datum. See the Rational Method Work Map in Appendix A for the basin boundaries, rational method node numbers, and basin areas. Hydrologic soil groups: The hydrologic soil groups were determined fi-om the Natural Resources Conservation Service's (NRCS) Web Soil Survey. The soil groups in the study area are classified as C and D. The soil groups have been delineated on the work map. Runoff coefficients: The site currently contains pavement and landscaping and the post- project uses will be similar. The land uses were selected based on the percent of impervious area. For example, if a drainage subbasin is approximately 50 percent impervious, the medium-density residential (14.5 DU/A) land use category was selected because this reflects a 50 percent impervious area. • Flow lengths and elevations: The flow lengths and elevations were obtained from the base topography and engineering plans. The existing and proposed condition rational method results are included in Appendix A. The study area contains a Major Basin 10 (rational method node numbers 10 to 14) that is tributary to the upper catch basin at node 14 as well as a Major Basin 20 (rational method node numbers 20 to 24) that is tributary to the lower catch basin. The proposed condition 100-year flow rate at Major B^asin 10 is 7.2 cubic feet per second (cfs) and at a Major Basin 20 is 4.5 cfs. The existing condition analysis shows that the 100-year flow rate at Major Basin 20 is 4.0 cfs. An existing conditioii analysis was not performed for Major Basin 10 because this area is not affected by the propose^ development. Based on these results, the project will cause a minor increase of about 0.5 cfs jto the 100-year flow rate. Since the runoff will enter on-site drainage facilities that discharge into a large on-site detention basin serving the park, this minor increase will not cause adverse off-site impacts. The project is a Priority Development Project subject to the City's current treatment control and hydromodification requirements. Consequently, a bioretention basin will be constructed within an existing landscape area at the south end of the project. Since hydromodification applies up to the 10-year event, the associated drainage facilities have been designed for the 10-year flow. Proposed condition 10-year analyses were performed and are included in Appendix A. The results indicate that the flow rate at the upper and lower catch basins will be 4.7 and 3.0 cfs, respectively. The catch basins were sized to capture these flow rates. The flow depth along the curb approaching each catch basin was estimated using Figure 3-3 from the County of San Diego's Hydrology Manual (see Appendix B). The weir flow routine from the Flowmaster program was then used to determine the flow that can enter each basin under the given head. The weir analyses assumed that each catch basin was along a curb on one side and 50 percent clogged. The results indicate that the upper catch basin can be a 24-inch by 24-inch grated inlet and the lower catch basin can be an 18-inch by 24-inch grated inlet. Next, the Flowmaster normal depth routine was used to size the proposed pipes as well as the emergency spillway in the bioretention basin. The pipes from each catch basin were sized for the 10-year flow. The results are included in Appendix B and show that upper pipe should be a 6- inch PVC, while the lower pipe should be a 12-inch PVC. A 12-inch PVC riser will be installed in the bioretention basin to convey the 10-year flow. The riser crest will be 10 inches above the basin floor in accordance with standard bioretention design guidelines. The Flowmaster weir routine included in Appendix B shows that the riser can convey the 10-year flow with 6 inches of head. Consequently, the emergency spillway crest was set at the elevation of the riser crest plus 6 inches. The Flowmaster weir routine shows that the emergency spillway (3-foot bottom width and 2:1 side slopes) can convey the 10-year flow at a 6-inch depth. Finally, the outflow velocity from the 12-inch PVC riser discharging into the bioretention basin is 5.5 feet per second per the normal depth results. This velocity requires No. 3 Backing riprap according to the Greenbook Supplement. The riprap and filter blanket have been sized based on the Supplement. The same riprap will be used on the emergency spillway since this will be subject to minor flows. CONCLUSION Hydrologic and hydraulic analyses have been performed for LEGOLAND Califomia's new parking toll booths at the park entrance. The analyses show that the project will cause a very minor increase in the 100-year flow rate. The increase will not impact off-site areas particularly since the park is served by a large on-site detention basin. The analyses were used to size the on- site drainage facilities for the 10-year event in order to satisfy the current hydromodification requirements. APPENDIX A RATIONAL IMETHOD ANALYSES AND SUPPORTING DATA LEGEND: DRAINAGE BASIN BOUNDARY OVERLAND FLOW PATH PROPOSED STORM DRAIN 3.62 AC DRAINAGE BASIN AREA iiol RATIONAL METHOD NODE NUMBER HYDROLOGIC SOIL GROUP r = 100' LEGOLAND TOLL BOOTHS RATIONAL METHOD WORK MAP 100 20 30 Minutes Duration Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology IVIanual (10,50, and 100 yrmaps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it Is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency 10 (b) P( = 1.7 in., P 24 - (2)= 1.7 _ ysar 3.0 'P 57 0/^(2) 24 in. (c) Adjusted Pg' (d) tj5 = min. (e) I = in Ihr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. 1 1 P6 1 1 1.5 2 i 2.5 i 3 , ~3.5 "4.5' "B."5 6'" Duration i V i 'i l " 1 " "1 1 { "1 I 1 r S Z63 i395 5 37'6.59 7,90 9 22 10 54! 11 86 13.17114.49 15,81 7 "sTa '•a 18 4 24] 5.30! 6 3617 42 8 48 ! 9 54 rO.eO! 11.66 12,72 io 1 68 12.53 3 37j"4~2r'5 05'5i6 6,74'; *7 .58" 8 42 9 27 10 n 1.30 Uss 2.S'9; 3 24""¥'8"9f4"S4 5I9"' '5 84 "6.49 "7'13 ""7",78" 20 1,08 i 1 62 2 15 ' 2 69 3 23 3 77 4.31 i 4 '85* '5.39 •5 "93" '"6"46' 25 0.93 11.40 1 87 2 33.2.8013.27 '3,73 : 4 20 4"67 "5 13' 'S60 "30 0 83 J t 24 ! 66 i 2,07:2.49 2 90 3" 32 : '373" 4 15 4,5S" 1"98 40 '6.69 ' i 03 1 38, 1.72;207i241 2 76 i 3.10 "3' 45 3 79 "4l3 50 '0.60 '0.9'd f 19(1,49'i'79'209 2,39 i 2 69 2 98 i 3 28 ~3 58 go 0 53 jo.a'o 1,06; 1 33 • 1 59 1 86 2.12: 2 39 2 65 2 92 "3 18 " "lo 63r 0.61 0 82; 1.02 ;i 2311 43 d 6170,85 il 02; 1 19 1 63 11 84 2 04 1 2.25 2*45' " " 120 0 34" \o7sJ 0 82; 1.02 ;i 2311 43 d 6170,85 il 02; 1 19 1.36 ' 1,53 1 70 1 87 2 04 ISO 0,29 iO.44 0 59, 6 7316 88; I'os 'i 18 ; 1 32 1 47 1 62' 1 76 ........ 0 26 '0.39 0.52 0 65:0 78 091 j'o'4 '1 18 l'31 1 44 1 57' '0 22 6.33;0,43. 0 54 !0 65 0 76 0.87 "• '098' 1 08 119 1 30' 366 '019 '0.28 038 047:0 56 033' 0,4210,50 0 66 0 7S 0 85' "6 94' 1.03 "lla •"'"360 0 17 .0.25 038 047:0 56 033' 0,4210,50 058 "6,67 675" 0 84 0 92 1,00' FIGURE Intensity-Duration Design Chart - Template S 6 7 8 g 10 15 20 30 40 SO 1 Minutes Duration 3 4 S 6 Hours Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10,50, and 100 yr maps induded in the Design and Procedure Manual) (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert) (3) Plot 6 hr precipitation on the right side of the chart (4) Draw a line through the point parallel to the plotted lines (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency 1 year (b) Po = 2.5 in., p-,, = 4.4 24 •P 57 (c) Adjusted P^^^) = 2.5 24 in. (d) l,= (e) I = _ mm in./lir Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. PS Duration .„ • 10 ^15 20 25 30 ""' • 40 50 60 90 120 ' ISO 180 "1 24"6 300 "••"360 1,5 I 1 'i 2.63 ,3,95(5 27 '2"i2'''3.18!4 24 r68"i275'3i3.37 1 30"1l""9|,'2.5'9 i o's'J'i h?.;2J5 0 93 j1,4bi VB7 0 83 1,24; i 66 I I ! 1 4.5 "I 5.5 I ! 38 ri9 !".06 0 82 0.68 0 69 ; 1 03 0 00 0 90 dsj"''0.8d 0 41 ^0 6! 0 34 :Q.5\ 0,29 '0.4410 59 0 26^;0."39i0.52 '0 22 ."0,'3'3jO.i3 0'l9''a28io'38 0 17 '0251033 6 59 536' i'ai' 3 24 ' 269" 2 33 '2,07 1 72' 1.49 i I 33 1 02' 0 85' 0 73' 0 65: 0 54 ' 7 9019 22 6 36i'7.42 '5 osi.5 90 "3 8914 54 3'23;3 77i 2,80'3.27' 2.49; 2'901 2 07 '(2 4'I' I'fp'i 09 I S9|1 86 1 23: 1 43f !'02;1.19j 0 88 1 03 i ofsjogi! 0 65i076| 0 47'056>066| 0,42 ' 0 50 i 0.58 S 10 54' 8.48 i 6,74" j 'sl'g • '4,'3i ' '3 73 ' 3 32'; 2" 76 J 2,39l 2 12 ' 1.63 ' I "36 , i 18 l.d'i ' 0,87' 0 75" 6,"67 ' 11 86; 9 54 I 7 58 i '5 84 1' "4 85'j 4.20I '3 73 • 3 10 j "2 69 i' 2 39 j 1 84 j 1.5.3 j t 32'1' I'lS'l' '0 98 i 0 85 r QJGj_ 13 17| 10 60; 8 '42 I 6"49'T ,5 39 !' 4 67 r '4 15 [ 3 45; 2.98'i' 14 49; h.eb. § zf, I'li] 5'93';' 5.13't '4 58 T 379 3 28 2 65 2 04 I '70' l'47 1.31 1 08 0 94' 0.34 ' 2.92 2 25" I 87' 1 62 1.44 i I 19 1.03 '0 92 15 81 !"2.72 ioji '7 78 "6' 46' 5 60 4 98 4'13' 3 58 3 18 2 45 2 04' '! 76 r.57 1 30 1 60 FIGURE Intensity-Duration Design Cliart - Template County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rxiiifall Evrat-lHovrs Isopiuvial (Inches) P6=1.7 GIS SmGIS Wc Hive San l>icgo Cin-ercdl wiyiJa^wcujBDiqtBifri«TuiiiEaTO.TMEi>w^iww^^ 3 0 3 Miles 33*30^ -'33T)0'- Onange 10 Year Rainfall Event - 24 Honrs County of San Diego Hydrology Manual Rainfall Isopluvials Isopiuvial (Inches) P24=3-0" ^Gis SffiGIS Wc Have San C/ivcrtti! . „ . ..gngtimi - ---- OF MEHCHNnMiuTTMO Fcncta FQR A nvcnCuun nxMC- _ TT»BHOi1l nnmW>li»,nia,iilWip»lMBl)<OnWW«* -T7 W»M»W»W»—W****"" — — County of San Diego Hydrology Manual San Diego County Hydrology IVIanual Date June 2003 Section Page 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER A B C D Undisturbed Natiiral Terrain (Natural) Pennanent Open Space 0* 0 20 0 25 0 30 0 35 Low Density Residential (LDR) Residential, 1 0 DU/A or less 10 0-27 0 32 0 36 0 41 Low Density Residential (LDR) Residential, 2 0 DU/A or less 20 0 34 038 0 42 0 46 Low Density Residential (LDR) Residential, 2 9 DU/A or less 25 0 38 041 0 45 0 49 Medium Density Residential OvIDR) Residential. 4 3 DU/A or less 30 041 0 45 0 48 0.52 Medium Density Residential (IvIDR) Residential 7 3 DV/A or less 40 0 48 0 51 0 54 0 57 Medium Density Residential (MDR) Residential, 10 9 DU/A or less 45 0 52 0 54 0 57 0 60 Medium Density Residential (MDR). Residential, 14 5 DU/A or less 50 0 55 0 58 0 60 0 63 High Density Residential (HDR) Residential, 24 0 DU/A or less 65 0 66 0 67 0 69 0 71 High Density Residential (HDR) Residential, 43 0 DU/A or less 80 0 76 0 77 0 78 0 79 Commercial/Industrial (N Com) iNleighborhood Commercial 80 0 76 0 77 0 78 0 79 Commercial/Industrial (G Com) General Commercial 85 0 80 0 80 0 81 0 82 Commercial/Industrial (0 P Com) Office Professional/Commercial 90 0 83 0 84 0 84 0 85 Comm ere laLTndustnal (Limited I) Limited Industrial 90 0.83 0 84 0 84 0 85 Commercial/Industrial (General I) General Industrial 95 0 87 0 87 0 87 0 87 *The values associated with 0% mipervious may be used for direct calculation of the runoff coefficient as described m Section 3 12 (representmg the pervious runoff coefficient, Cp, for the soil type), oi for areas that will remain undisturbed m perpetuity Justification must be given that the area will remain natural forever (e g, the area IS located m Cleveland National Forest) DU/A = dwelling units per acre NRCS = National Resources .Conservation Service 3-6 San Diego County Hvdrologv Manual Date June 2003 Section Page 3 12 of 26 Note t]iat the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T, values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by tlie "Regulating .Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM T, LM T, LM T, LM T. LM T, LM T, Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 145 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 47 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 100 I- UJ LU LL UJ o z < w OT a: o o ac UJ UJ 2 Q 2 UJ > o EXAMPLE. Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.370 Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes 1.8 (1.1-C)VD" SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGURE Rational Formula - Overland Time of Flow Nomograph San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2009 Version 7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/20/12 LEGOLAND California New Parking Toll Booths Existing Conditions 100-Year Storm Event ********* Hydrology Study Control Information ********** Program License Serial Number 4028 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.400 P6/P24 = 56.8% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 147.800(Ft.) Lowest elevation = 142.500(Ft.) Elevation difference = 5.300(Ft.) Slope = 5.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 5.30 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.25 minutes TC = [1.8* (1.1-C) *distance (Ft. )-^.5) / (% slope'^ (1/3) ] TC = [1. 8* (1.1-0 . 8700) * ( 90.000".5)/( 5 . 300^^ (1/3) ] = 2.25 Calculated TC of 2.253 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.229(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 22.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 142.500(Ft.) End of street segment elevation = 126.200(Ft.) Length of street segment = 394.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 2.070(CFS) Depth of flow = 0.245(Ft.), Average velocity = 3.276(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.488(Ft.) Flow velocity = 3.28(Ft/s) Travel time = 2.00 min. TC = 4.26 min. Adding area flow to street Calculated TC of 4.257 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.220 Decimal fraction soil group D = 0.780 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.623 Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.634 CA = 0.602 Subarea runoff = 3.737(CFS) for 0.910(Ac.) Total runoff = 3.966(CFS) Total area = 0.950(Ac.) Street flow at end of street = 3.966(CFS) Half street flow at end of street = 3.966(CFS) Depth of flow = 0.293(Ft.), Average velocity = 3.790(Ft/s) Flow width (from curb towards crown)= 9.875(Ft.) End of computations, total study area = 0.950 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7, Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/20/12 LEGOLAND California New Parking Toll Booths Proposed Conditions 100-Year Storm Event ********* Hydrology Study Control Information *** ******* Program License Serial Number 4028 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.400 P6/P24 = 56.8% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.300 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 164.400(Ft.) Lowest elevation = 151.800(Ft.) Elevation difference = 12.600(Ft.) Slope = 12.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.60 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.19 minutes TC = [1. 8* (1.1-C) *distance (Ft. ) 5) / (% slope'^ (1/3) ] TC = [1.8* (1.1-0.3000)* ( 100.000".5)/( 12.600^(1/3)]= 6.19 Rainfall intensity (I) = 5.740(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.207(CFS) Total initial stream area = 0.120(Ac.) Process from Point/Station 12.000 to Point/Station 14.000 **** STREET FLOW- TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 151.800(Ft.) End of street segment elevation = 141.000(Ft.) Length of street segment = 788.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 3.666(CFS) Depth of flow = 0.334(Ft.), Average velocity = 2.436(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.973(Ft.) Flow velocity = 2.44(Ft/s) Travel time = 5.39 min. TC = 11.58 min. Adding area flow to street Rainfall intensity (I) = 3.832(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.730 Decimal fraction soil group D = 0.270 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.608 Rainfall intensity = 3.832(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.596 CA = 1.879 Subarea runoff = 6.992(CFS) for 3.030(Ac.) Total runoff = 7.199(CFS) Total area = 3.150(Ac.) Street flow at end of street = 7.199(CFS) Half street flow at end of street = 7.199(CFS) Depth of flow = 0.408(Ft.), Average velocity = 2.862(Ft/s) Flow width (from curb towards crown)= 15.633(Ft.) Process from Point/Station 12.000 to Point/Station 14.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.150(Ac.) Runoff from this stream = 7.199(CFS) Time of concentration = 11.58 min. Rainfall intensity = 3.832(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 147.800(Ft.) Lowest elevation = 142.500(Ft.) Elevation difference = 5.300(Ft.) Slope = 5.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 5.30 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.25 minutes TC = [1. 8* (1.1-C) *distance (Ft. ). 5) / (% slope'-(1/3) ] TC = [1. 8* (1.1-0 . 8700) * ( 90.OOO'-.5) / ( 5 . SOO'-(1/3) ] = 2.25 Calculated TC of 2.253 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.229(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 22.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 142.500(Ft.) End of street segment elevation = 126.200(Ft.) Length of street segment = 394.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 2.313(CFS) Depth of flow = 0.252(Ft.), Average velocity = 3.356(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.860(Ft.) Flow velocity = 3.36(Ft/s) Travel time = 1.96 min. TC = 4.21 min. Adding area flow to street Calculated TC of 4.209 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.220 Decimal fraction soil group D = 0.780 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.706 Rainfall intensity = 6.587(In/Hr) for a '100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.713 CA = 0.677 Subarea runoff = 4.229(CFS) for 0.910(Ac.) Total runoff = 4.459(CFS) Total area = 0.950(Ac.) Street flow at end of street = 4.459(CFS) Half street flow at end of street = 4.459(CFS) Depth of flow = 0.302(Ft.), Average velocity = 3.894(Ft/s) Flow width (from curb towards crown)= 10.363(Ft.) Process from Point/Station 22.000 to Point/Station 24.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream nurr±)er: 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 4.459(CFS) Time of concentration = 4.21 min. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.199 11.58 3.832 2 4.459 4.21 6.587 Qmax(l) = 1.000 * 1.000 * 7.199) + 0.582 * 1.000 * 4.459) + = 9.793 Qmax(2) = 1.000 * 0.364 * 7.199) + 1.000 * 1.000 * 4.459) + = 7.076 Total of 2 main streams to confluence: Flow rates before confluence point: 7.199 4.459 Maximum flow rates at confluence using above data: 9.793 7.076 Area of streams before confluence: 3.150 0.950 Results of confluence: Total flow rate = 9.793(CFS) Time of concentration = 11.579 min. Effective stream area after confluence = 4.100(Ac.) End of computations, total study area = 4.100 (Ac. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/20/12 LEGOLAND California New Parking Toll Booths Proposed Conditions 10-Year Storm Event ********* Hydrology Study Control Information ********** Program License Serial Number 4028 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation{inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.300 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 164.400(Ft.) Lowest elevation = 151.800(Ft.) Elevation difference = 12.600(Ft.) Slope = 12.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.60 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.19 minutes TC = [1. 8* (1.1-C) *distance (Ft. ) " . 5) / (% slope'-(1/3) ] TC = [1. 8* (1.1-0 . 3000) * ( 100 . 000'-. 5) / ( 12 . 600'-(1/3) ] = 6.19 Rainfall intensity (I) = 3.904 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.141(CFS) Total initial stream area = 0.120(Ac.) Process from Point/Station 12.000 to Point/Station 14.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 151.800(Ft.) End of street segment elevation = 141.000 (Ft.) Length of street segment = 788.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 2.403(CFS) Depth of flow = 0.297(Ft.), Average velocity = 2.207(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.087(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 5.95 min. TC = 12.14 min. Adding area flow to street Rainfall intensity (I) = 2.528(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.730 Decimal fraction soil group D = 0.270 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.608 Rainfall intensity = 2.528(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.596 CA = 1.879 Subarea runoff = 4.608(CFS) for 3.030(Ac.) Total runoff = 4.749(CFS) Total area = 3.150(Ac.) Street flow at end of street = 4.749(CFS) Half street flow at end of street = 4.749(CFS) Depth of flow = 0.360(Ft.), Average velocity = 2.590(Ft/s) Flow width (from curb towards crown)= 13.274(Ft.) Process from Point/Station 12.000 to Point/Station 14.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.150(Ac.) Runoff from this stream = 4.749(CFS) Time of concentration = 12.14 min. Rainfall intensity = 2.528(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 147.800(Ft.) Lowest elevation = 142.500(Ft.) Elevation difference = 5.300(Ft.) Slope = 5.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 5.30 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.25 minutes TC = [1. 8* (1.1-C) *distance (Ft. ) ^ . 5) / (% slope-^ (1/3) ] TC = [1.8* (1.1-0.8700) * ( 90 . 000'^. 5) / ( 5.300^^(1/3)]= 2.25 Calculated TC of 2.253 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.156(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 22.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 142.500(Ft.) End of street segment elevation = 126.200(Ft.) Length of street segment = 394.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 1.551(CFS) Depth of flow = 0.226(Ft.), Average velocity = 3.081(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.574(Ft.) Flow velocity = 3.08(Ft/s) Travel time = 2.13 min. TC = 4.38 min. Adding area flow to street Calculated TC of 4.384 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.220 Decimal fraction soil group D = 0.780 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.706 Rainfall intensity = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.713 CA = 0.677 Subarea runoff = 2.876(CFS) for 0.910(Ac.) Total runoff = 3.032(CFS) Total area = 0.950(Ac.) Street flow at end of street = 3.032(CFS) Half street flow at end of street = 3.032(CFS) Depth of flow = 0.272(Ft.), Average velocity = 3.565(Ft/s) Flow width (from curb towards crown)= 8.828(Ft.) Process from Point/Station 22.000 to Point/Station 24.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 3.032(CFS) Time of concentration = 4.38 min. Rainfall intensity = 4.479(In/Hr) Suinmary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = 4 .749 3.032 1. 000 0.564 Qmax(2) = 1 1 000 000 12 .14 4.38 000 * 000 * 0.361 * 1.000 * 2.528 4 . 479 4.749) + 3.032) + = 4.749) + 3.032) + = 6. 460 4.747 Total of 2 main streams to confluence: Flow rates before confluence point: 4.749 3.032 Maximum flow rates at confluence using above data: 6.460 4.747 Area of streams before confluence: 3.150 0.950 Results of confluence: Total flow rate = 6.460(CFS) Time of concentration = 12.138 min. Effective stream area after confluence = End of computations, total study area = 4.100(Ac.) 4.100 (Ac. APPENDIX B HYDRAULIC ANALYSES 1^ -1 5'-•*-l 20. 18. 16. 14- 12. 10- 9- 8- 7 . 6 • 5 . 4 — ID CL -2 3. (U <U & o 2 • 1 8 • 1 6 . 1 4 • 1 2- 1 0 . 09 . 0.8 . 07 . OS- OS . 04 • Concrete Gutter 5 6 7 8 9 10 Discharge (CFS) EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. SOURCE San Diego County Department of Special Distnct Services Design Manual FIGURE Gutter and Roadway Discharge - Velocity Chart Worksheet for Weir Flow - Upper 24"x24" Grated Inlet jProject Descnptjqn ^ Solve For |g£ut5ata^^ Headwater Elevation Crest Elevation Weir Coefficient Crest Length Discharge iiSilillLjS. Discharge Headwater Height Above Crest Flow Area Velocity Wetted Perimeter Top Width •iSfr?'*''"''' 141 70 ft 140 90 ft 3 00 US 4 00 ft 8 59 ft% 0 80 ft 3 20 ft^ 2 68 ft/s 5 60 ft 4 00 ft Bentley Systems, Inc. Haestad Methods ScSMtiAtoyaetdsMaster VSi (SELECTseries 1) [08.11.01 03] 12/20/2012 5 26-10 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Weir Flow - Lower 18"x24" Grated Inlet [Projei^-Description- . K^fei 'r,,'^c:g/ ' -i:/l*iSilli^^ Solve For Discharge Input Data Headwater Elevation 126 75 ft Crest Elevation 126 20 ft Weir Coefficient 3 00 US Crest Length 3.50 ft Discharge 4 28 ft% Headwater Height Above Crest 0.55 ft Flow Area 1 92 ft^ Velocity 2.22 ft/s Wetted Penmeter 4.60 ft Top Width 3 50 ft Bentiey Systems, inc. Haestad Methods ScBsMtsjCEIitoMaster V81 (SELECTseries 1) [08.11.01.03] 12/20/2012 5-13:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page lof 1 Worksheet for 6" PVC Pipe PlltiiiriM§ig^ Friction Method Solve For Manning Formula Normal Depth Roughness Coefficient Channel Slope Diameter Discharge 0013 0 90000 ft/ft 0 50 ft 4.90 ftVs Mormal Depth 0 38 ft Flow Area 0 16 ft^ Wetted Perimeter 1 05 ft Hydraulic Radius 0 15 ft Top Width 0 43 ft Cntical Depth 0 50 ft Percent Full 75 7 % Critical Slope 0 75825 ft/ft Velocity 30.74 ft/s Velocity Head 14 69 ft Specific Energy 15 07 ft Froude Number 8 89 Maximum Discharge 5 73 ftVs Discharge Full 5 32 ft% Slope Full 0 76269 ft/ft Flow Type SuperCntical Qffii inpiJt^SW-l^tes-il " i, 'ijh. 7...Ji Downstream Depth 0 00 ft Length 0 00 ft Number Of Steps 0 Upstream Depth 0 00 ft Profile Descnption Profile Headloss 0 00 ft Average End Depth Over Rise 0 00 % Normal Depth Over Rise 75 66 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods ScBetitteyC&titoMaster VSi (SELECTseries 1) [08.11.01.03] 12/11/2012 11 13.55 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 6" PVC Pipe Upstream Velocity Infinity ft/s Normal Depth 0 38 ft Critical Depth 0 50 ft Channel Slope 0 90000 ft/ft Cntical Slope 0 75825 ft/ft Bentley Systems, inc. Haestad Methods S(AstMte)CEW»Master V8i (SELECTseries 1) [08.11.01.03] 12/11/2012 11 13 55 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 12" PVC Pipe •Prgect^Descnptionr'tf«^f:..|.>:;„. / .cti^ : Fnction Method Solve For Manning Formula Normal Depth Roughness Coefficient Channel Slope Diameter Discharge 0 013 0 01000 ft/ft 1 00 ft 3 00 ft% •Results'*** Normal Depth 0 70 ft Flow Area 0 59 ft^ Wetted Penmeter 1 99 ft Hydraulic Radius 0 30 ft Top Width 0 91 ft Cntical Depth 0 74 ft Percent Full 70.3 % Cntical Slope 0 00873 ft/ft Velocity 5 08 ft/s Velocity Head 0 40 ft Specific Energy 1 10 ft Froude Number 1 12 Maximum Discharge 3 83 ft% Discharge Full 3 56 ft% Slope Full 0 00709 ft/ft Flow Type SuperCntical Downstream Depth Length Number Of Steps 0 00 ft 0 00 ft 0 IGVF OutputOata i#i"/v*-ifl*is<-",,"--. r Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0 00 ft 0 00 ft 0 00 % 70 30 % Infinity ft/s 12/20/2012 5-14:55 PM Bentley Systems, Inc. Haestad Methods ScOstititiyCEMarMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 12" PVC Pipe G>^;duteutData,s2; v^ll^ ^..-.-'OB'\: i':>E^">'- \^.^MdI:: .'..siME Upstream Velocity ~ Infinity ft/s Normal Depth 0 70 ft Cntical Depth 0 74 ft Channel Slope 0 01000 ft/ft Critical Slope 0 00873 ft/ft Bentley Systems, inc. Haestad Methods ScBisMteyCeWwMaster VSi (SELECTseries 1) [08.11 01.03] 12/20/2012 5.14:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 08795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 12" Riser J'rojecf Descrit)tidn^ _2:iM'Sl'£j.^jjS£. 'K'"^" Solve For Headwater Elevation Discharge Crest Elevation Weir Coefficient Crest Length Headwater Elevation Headwater Height Above Crest Flow Area Velocity Wetted Perimeter Top Width 3 00 ft% 11953 ft 3 00 US 3 14 ft 120 00 ft 0 47 ft 1 46 ft^ 2 05 ft/s 4 07 ft 3 14 ft Bentley Systems, Inc. Haestad Methods ScSuEtMlayE^eMisMaster VSi (SELECTseries 1) [08.11.01 03] 12/20/2012 5 29 59 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page lof 1 Worksheet for Emergency spillway Solve For Headwater Elevation irt|ut'Data-*ife"' ' W*'t •^l^'^^^v^f!^^ - •?f?^r,i5^'^'3f*'.i '•iF'^i-^^^^ffv'f'' .e£M.4^^1^^J9fP'\9fH Discharge 3.00 ft^/s Crest Elevation 120 00 ft Weir Coefficient 3 00 US Crest Length 3 00 ft •Results.;il54^>..,-7.3Sf;': li|^^/r!5*'%4!^^ . s ^ ^'tl^ "1^ ' • ' Slpii^^-m^^'r^ Headwater Elevation 120 48 ft Headwater Height Above Crest 0 48 ft Flow Area 1 44 ft^ Velocity 2 08 ft/s Wetted Perimeter 3 96 ft Top Width 3 00 ft Bentley Systems, Inc. Haestad Methods ScBuMteyCSIitsMaster VSi (SELECTsenes 1) [OS 11.01.03] 12/20/2012 5:30 47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page lof 1 CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www carlsbadca.gov Project Address: ( 6€27d3C/H^ ^^iS^^)^^'''^'' Information provided below refers to worb being done on the above mentioned permit only. This form must be completed and returned to the Buildinq Department before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or fioor drains New building sewer line? Yes No Number of new roof drains? Install/alter water line? Number of new water heaters? Number of new, relocated or replaced gas outlets? Number of new hose bibs? Upgrade existing panel? Yes No ^ From Amps to Amps Number of new panels or subpanels? Single Phase Number of new amperes 16 Three Phase Number of new amperes Three Phase 480 Number of new amperes Remodel (relocate existing outlets/switches or add outlets/switches)? Yes X No Number of new furnaces, A/C, or heat pumps? New or relocated duct worh? Yes No Number of new fireplaces? Number of new exhaust fans? Relocate/install vent? Number of new exhaust hoods? Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev 03/09 CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www carlsbadca gov STORIVI WATER COMPLIANCE CERTIFICATE My project is not in a category of permit types exempt from the Construction SWPPP requirements My project is not located inside or withm 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15 16 of the Carlsbad Municipal Code) My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more ofthe additional following cntena • located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or, • disturbed area is located on a slope with a grade at or exceeding 5 honzontal to 1 vertical, and/or • disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • construction will be initiated dunng the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS 1 UNDERSTAND AND ACKNOWLEDGE THAT I MUST (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS, AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD OWNERte)/pWNB?n'S AGENT NAME (PRINT) 0WNERT;S)/0WNER'S AGENT NAME (SIGNATURE) DATE 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 ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 3 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE 4 ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%) SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE 6 ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED SPECIAL NOTES PROJECT INFORMATION Site Address Assessor's Parcel Number Project ID Construction Pemiit No Estimated Constmction Start Date Project Duration Months Emergency Contact Name ency Contact m€/i^ 24 hour Phone "7l^Q Q^H^ Perceived Threat to Stomi Water Quality ,/ledium O Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By Date E-29 Page 1 of 3 REV 4/30/10 CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www carlsbadca gov am applying to the City of Carlsbad for the following type(s) of construction pernnit: El Building Pernnit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* No T/jreaMssessmenf Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment cntena on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level My project does not meet any of the High, Moderate or Low Threat criteria described below Tierl - Low Ttireat Assessment Criteria • My project does not meet any of the Significant or Moderate Threat cntena, is not an exempt permit type (See list above) and the project meets one or more of the following cntena • Results in some soil disturbance, and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, matenal stockpiling, vehicle fueling, waste stockpiling) r^er 2 - iWoderafe Threaf Assessment Criteria A)l project does not meet any of the Significant Threat assessment Cntena described below and meets one or more of the following cntena ' Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15 16 ofthe Carlsbad Municipal Code), or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following cntena • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 honzontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • Constmction will be initiated dunng the rainy season or will extend into the rainy season (Oct 1 through April 30) Tier 3 - Significant Threat Assessment Criteria • My project includes cleanng, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas and/or • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) ijer z - I certify to t/ie best of my knowledge that the above checlted statements are true and correct. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 ofthe Carisbad Municipal Code and to Citv Standards. 'The City Engineer may authorize minor vanances from the Storm Water Threat Assessment Cntena in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted B-24 Rev 03/09 ^ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www carlsbadca gov I am applying to the City of Carlsbad for the following type(s) of construction permit: • Building Permit • Right-of-Way Permit • IVly project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Spnnkler Water Discharge Project Storm Water Threat Assessment Criteria* No ThreaMssessmenf Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level My project does not meet any of the High, Moderate or Low Threat cntena descnbed below Tierl • • Tier 2 • S4 7/er3 • • Low T/ireaf/^ssess/nenf Criteria My project does not meet any of the Significant or Moderate Threat cnteria, is not an exempt permit type (See list above) and the project meets one or more of the following cntena • Results in some soil disturbance, and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, matenal stockpiling, vehicle fueling, waste stockpiling) Moderafe Threaf Assessmenf Criteria My project does not meet any of the Significant Threat assessment Cntena described below and meets one or more of the following cntena • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15 16 of the Carlsbad Municipal Code), or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following cntena • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 honzontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) Significant Threat Assessment Criteria My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas and/or My project is part of a phased development plan that will cumulatively result m soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas or. My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(sj check above comply with the storm water best management practices pursuant to Title 15 ofthe Carlsbad Municipal Code and to City Standards. 'The City Engineer may authorize minor vanances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted Project Address Assessor Parcel No sr/Qwner's Authorized Aoest Name I Title T* Owner/Q.wner's Authorized Aoest Name City Concurrence • YES QNO Date Date Project ID. B-24 Page 1 of 1 Rev 03/09 CB 122746 1 LEGOLAND DR LEGOLAND INSTALL 2 PREFAB TOLL BOOTHS AT PARKING LOT nnaiinsp Approved Date By BUILDING PLANNING ENGINEERING / / - FIRE Expedite? CuJ AFS Ctieckedby — HazMat APCD Health Forms/Fees sent Reed Due? By Encina • Y N Fire —^—. Y N HazHealthAPCD Y N PE&M Y N School Y N Sewer Y N Stormwater /^/^///^ Y N Special Inspection Y N CFD Y N LandUse Density ImpArea FY Annex Factor PFF Y N Comments Date Date Date Date Building Planning Engineering Fire 1 Need? • Done • Done • Done • Done • Done