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Home My WebLink About1 LEGOLAND DR; ; PREV2017-0226; Permit(L'City of Carlsbad Print Date: 11/29/2018 Permit No: PREV2017-0226 Job Address: 1 Legoland Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2111000900 Lot #: Applied: 10/03/2017 Valuation: $0.00 Reference U: DEV2016-0029 Issued: 01/18/2018 Occupancy Group: Construction Type Permit 11/29/2018 Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: CBC2017-0076 Final Plan Check U: Inspection: Project Title: LEGOLAND JD18 DARK RIDE Description: JD 18 RIDE: FIELD REVISIONS TO ELECTRICAL // COORDINATION ITEMS WITH FIELD & CONSULTANTS Applicant: Owner: Contractor: ETHOS ARCHITECTURE LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC SCOTT HOLCOMB ACQUISITION CO INC 24542 Creekview Dr 9275 Sky Park Ct Laguna Hills, CA 92653-4209 P0 Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-607-8001 DALLAS, TX 75354 949-851-8383 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $787.50 Total Fees: $ 787.50 Total Payments To Date: $ 787.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov N id to odd ?ctsd acoo PLAN CHECK CHECK YEVISO Development Services .k rvl city of DEFERREDSUBMITTAL Building Division Carlsb ad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov, Original Plan Check Number 2ÔCDI Plan Revision Number Pgj1zo I 1.- p22&ij Project Address NJ General Scope of Revision/Deferred Submittal:.@1O._flCO33rjc\ cbc i.:j.jci CONTACT INFORMATION: Namebk-I L- Srs.AJ k6r Phone O7 C (p Fax Address Thc5 42- i) D CitL ui4P HcS Zip 1 2-U3 Email Address I o &rCM. C,0!21 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: O-Plans F -Calculations Li Soils Energy Li Other 2. Describe revisions in detail 3. List page(s) where each revision is shown /2CTh (_,I y21 M A+i1- 4L, sU-L SITS EL-u M tij et S COO o I kr-o 12-'2 tt Wtw7ol JS )T1i LkCd4-11 4C1 DW-Pci'J I t'4C1 S &fl4fJ c _________ Does this revision, in anyway, alter the exterior of the project? [:],Yes L(..No Does this revision add ANY new floor area(s)? LI Yes Does this revision affect any fire related issues? fl Yes Is this a nplete set? V-Y-es fl No Signa Date I(2lO3/2d7 1635 Far day A énue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov RIGHT en g in e e r S Date: September 28, 2017 Project: Legoland - JDI8 Delta No: I RECEIVED OCT 03 2W? CITY OF CARLSBAD BUILDING DIVISION General: VE Building Submittal 1 Las Vegas Irvine Phoenix Salt Lake Tucson SHEET DESCRIPTION OF REVISIONS • RTU-2 reduced to 7.5 tons MO .2 • RTU-5 reduced to 4 tons • FC-2/CU-2 removed ________ • EF-2 added to exhaust fan schedule • FC-2 removed • RTU-7 loation shifted M1.1 • Retail ducting layout revised a Model Control and Queue Cave ducting layout revised • Thermostats relocated • CU-2 removed M1.2 • EF-2 added to electric room ________ • RTU-5 and -6 renumbered • FS-1, BFP-1, and PRy-i added to plumbing fixture schedule • TD-1 and TP-1. specifications revised P0.2 . Sea Life Equipment schedule added • Gas loads updated ________ • Water line sizing calculations added • Queue drinking fountain removed . Condensate drain locations revised to match mechanical layout P1.1 • Plant room floor sinks relocated, drain to waste reservoir • 4 trench drains removed . All sewer lines re-routed for new points of connection • Queue drinking fountain removed • Hose bib added to Plant Room and removed from Lab P1.2 • Trap primers removed for removed trench drains • BFP and PRV added to incoming water line • All water piping sizing revised based on new calculations P1.3 • Gas piping and condensate drain locations revised to match mechanical layout P1.4 • Detail 15 added 2 Venture Suite 200 Irvine, CA 92618 949.477.4001 wrighte.com EsGilV0 A SAFEbuiLtCornpany DATE: January 11, 2018 JURlSDlCTlON:cCar1a4) PLAN CHECK NO.: CB C2017-0076 REV2 SET: HI PROJECT ADDRESS: 1 Lego1and Dr. PROJECT NAME: Deep Sea Adventure U APPLICANT JURIS. U PLAN REVIEWER LI FILE El 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The "Remark" check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: Daniel Stewart EsGil Corporatioh staff did not advise the applicant that the plan check has been completed. EsGil Cortiön staff did advise the applicant that the plan check has been completed. Person cohtadtédt biIèi têW&t Telephone #: 949-607-8016 Date contacted ,0 ._'J') Email: DanielS@EthosArch.com Mail Telephone,.,' In rson REMARKS: OThhesetofvisedTL-1 & TL-2 sheets was received. The Delta 3 version is heapprovedset-.of-TL-i-&TL-2- Applicant to add the red lined Note on thearchitectural title (shetand plan sets to previous ähèëthTL-1 & TL-2 on the remaining plan,,,- By: Eric Jensen Enclosures: -Vp"Voo cSF EsGil Corporation LI GA N EJ LI MB LI PC. 12/22 9320 Chesapeake Drive, Suite 208 • SanDiego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbullt Company DATE: Octàber 12, 2017 JURISDICTION: Carlsbad PLAN CHECKNO.: CBC2017-0076 REV2 SET:I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland JD18 Amusement Ride U APPLICANT ,iu RI S. U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LIII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact -person. . The applicant's copy of the check list has been sent to: Daniel Stewart EsGil Corporation staff did notadvisethe applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted: Daniel Stewart Telephone #: 949-607-8016 /Date contacted O) (by: Email: DanielS@EthosArch.com Fax In Person REMAR PREV2OI7-0226 By: Kurt Culver Enclosures: EsGil Corporation LI GA Z EJ LI MB [1 PC 10/5/17 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad .CB C2017-0076 REV2 October 12, 2017 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: CB C2017-0076 REV2 JURISDICTION: Carlsbad REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY 'JURISDICTION: ESGIL CORPORATION: 10/5/17 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Kurt Culver COMPLETED: October 12, 2017 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the InternatiOnal Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review; is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CB C2017-0076 REV2 October 12, 2017 . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700.1 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 2. All sheets of the plans must be signed by the licensed designer. . ADDITIONAL 3: Please see the following sheet for electrical corrections. To speed up the review process, please note on this list (or a copy) where each correôtion item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: LJ Yes U No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. Carlsbad CB C2017-0076 REV2 October 12, 2017 ELECTRICAL COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL'(CALIFORNIA ELECTRICAL -CODE) The fixture schedule on sheet EO.8 has many new fixtures, including many to be installed underwater. Clarify if the fixtures specified on the fixture schedule on EO.8 and sheets E3.1 & E3.2 are included Under this permit. If they are, provide the cut sheets for the underwater fixtures and any fixtures to be installed in the location zone described in CEC 680.22(B) for applicability and listing information. Note: This is a swimming pool, Article 680. If low voltage fixtures are to be installed underwater detail compliance with the listed pool transformer requirements. Describe safety compliance for lighting control systems installed for underwater lighting control. Include the'cord designation types shown installed underwater, including concealed cords installed under gravel as suitable for the use. Note: If yOu have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans: Carlsbad CB C2017-0076 REV2 Oct6ber 12, 2017 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CB C2017-0076 REV2 PREPARED BY: Kurt Culver DATE: October 12, 2017 BUILDING ADDRESS: 1 Lególand Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb 113y Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance I $787-50] Type of Review Complete Review Structural Only . . Repetitive Fee El Other Repeats Hourly 6 Hrs. @ EsGit Fee $105.00 I $630.001 * Based on hourly rate - Comments: - Sheet of 1 - macvalue.doc + RECEIVED DEC- 22 2017 CITY OF CARLSBAD BUILDING DIVISION FIXTURE SCHEDULE SLC Carlsbad Deep Sea Adventure 20 December 2017 EMPHASIS LIGHTING ' 3375 STARK ROAD NE, CAMBRIDGE MN 55008 763-633-0900 Max. Type Description Manufacturer Catalog # Lamp Watts Volts Comments Dl Surface mount bulkhead Teron , BEOC100A- CREE A19- 10 120 Verify finish with MMM sconce with cast cage, Lighting. GRL-TB-3000K 60W-27K designers frosted glass diffuser, Max 20 Watt label and 3000K LED lamp Black finish Queue - D2 Deleted D3 Decorative stem mount Baselite WS18 46-300- CREE A19- 10 120 Verify stem length warehouse style pendant GR18-STC- 60W-27K with stem mount, yellow 5T36-AH4 9 finish, amber glass lamp cover; red grill, matte . black stem, Medium base Provide Max socket; Max 20W label and 20W label _______ matte black canopy fm Boarding Retail ' . D4 Deleted D5 Deleted Fl Deleted Qi Recessed submersible low Pentair GloBrite White LED 15 12 Provide transformers as voltage White LED Flood Mth 100' cord noted light with niche and 100 cord 620040 Gunite Coordinate installation - Nich6 with theming contractor In theming PS300 Provide time clock as Transformer noted - see controls Q2 Recessed submersible low Pentair 602055 GloBrite LED 15 12 Provide transformers as Voltage RGB LED Flood Color with 100' noted light with niche, 100cord' ord, - and color control - ' Coordinate with theming 620040 Gunite construction Intherning Nich Provide time clock as - PS300 noted- see controls Transformer Provide color control- see controls Q3 Deleted 1 EMPHASIS LIGHTING FIXTURE SCHEDULE .1• Max. Type Description Manufacturer Catalog # Lamp Watts Volts Comments Q21 Yoke mount, line voltage, Blizzard TOURnado IP LED 100 100 Provide power jumper wet location, DMX Beam cables between fixtures controlled RGBAWU LED . Safety Cable spotlight with stainless (stainless Steel) Provide DMX jumper steel safety cable cables between fixtures Black Finish Ocean Tank Suspend on unistrut using adjustable aircraft cable. Q22 Yoke mount wet location Blizzard TOURnado IP LED 100 100 Provide power jumper DMX controlled RGBAWU EXA cables between fixtures LED narrow floodlight with Safety Cable stainless steel safety cable (stainless Steel) Provide DMX jumper Black Finish cables between fixtures Ocean Tank Suspend on unistrut using adjustable aircraft cable. Si Surface mount Ripple Martin Rush DC1 Aqua LED 75 120 projector Ride Queue S2 Canopy mount, line Times S1320-13-CM4- Soraa SP20- 11 120 voltage PAR20 track head Square HD3 11-10D- with snoot, dimmable high 930-03-snap CR1, 3000K 10 degree LED AC-GC- spot lamp with 25 degree 2525-00 snap lens and snap lens color filter Bla& Finish Operator console S3 Surface mount RGBW Garitom GT12/PP31 4 120 Provide one power supply programmable miniature floodlight with remote plug-in power supply Ti Line voltage single circuit. Times LOOX-B 120 Provide lengths as track mounted Square necessary .Black finish Provide all hardware and connectors as necessary to complete runs as shown on plan a Line voltage PAR20 track Times SB20-B-T1- Soraa SP20- ii 120 Contractor to include head with snoot, Square HD3-LV3 11-10D- Fade Not color filter in dimmable high CR1, 3000K . 930-03-snap pricing, color to be 10 degree LED spot lamp . AC-GC- determined with 25 degree snap lens 2525-00 and snap lens color filter Black Finish General 2 EMPHASIS LIGHTING . FIXTURE SCHEDULE Max. Type Description Manufacturer Catalog # Lamp Watts Volts Comments b Line voltage PAR20 track Times SB20-B-T1- Soraa SP20- 11 120 head with snoot, Square HD3-LV3 11-10D- dimmable high CR1, 3000K 930-03-snap 10 degree LED spot lamp AC-GC- with 25 degree snap lens 2525-00 - Black Finish General - C Track mounted, line Times LED45P-80- 50 120 Contractor to include voltage LED pattern Square 3000-B-TAI-LE- dichroic color filter in projector with 25-45 PHE-Safety pricing, color to be degree zoom lens, pattern Cable determined holder, gobo, dichroic color filter, and safety Contractor to include cable,. Black finish - gobo pattern, actual gobo selection to occur after theming is installed GOBOS - gl "Refracted jewel" gobo Rosco 82728 Foil Scrunch Dichroic color. filter Rosco 34630 Hot Pink g2 "Brain splat" gobo Rosco 78238 Brain Splat Dichroic color filter Rosco 35600 Medium - Orange d Track mounted, UV Times Lo-Pro CSI- 11- 55 120 spotlight with track Square Safety Cable adaptor and safety cable. Black finish CONTROLS Cl I-player, Splitter Color Iplayer, Provide splitter with Ocean Tank Kinetics outputs as necessary Pathway DMX Splitter 12- way, #4-8.09- C2 Dimmer Lutron Nova 1 600 INC WH C3 Time Clock rork DG180ATimé Provide as noted on plan - clock - C4 Color Controller Pentair 00054 Intelli Brite Provide as noted on plan Color Control NOTES: Contractor MUST provide unit pricing and fixture submittals for owner approval. The Owner and Lighting Designer must approve fixture substitutions. Contractor must be prepared to supply a sample and/or photometric data if requested. If the substitution is rejected, the Contractor must be prepared to provide the specified product without delay. Provide lamps as specified 3 / RECEI VED DEC- 22 2017 CITY OF CARLSBAD BUILDING DIVISION EMPHASIS LIGHTING 20 December 2017 3375 Stark Road NE Cambridge MN 55008 763.633.0900 Re: Legoland California Deep Sea Adventure, Electrical Comments (CB C2017-0076 Rev2) The following notes address the comments received: October 12, 2017 ELECTRICAL COMMENTS PLM REVIEWER: Eric Jensen ELECTRICAL (CALIFORNIA ELECTRICAL CODE) The fixture schedule on sheet EO.8 has many new fixtures, including many to be installed underwater. Clarify if the fixtures specified on the fixture schedule on EO.8 and sheets E3.1 & E3.2 are included under this permit. If they are, provide the cut sheets for the underwater fixtures and any fixtures to be installed in the location zone described in CEC 680.22(8) for applicability and listing information. Note: This is a swimming pool, Article 680. If low voltage fixtures are to be installed underwater detail compliance with the listed pool transformer requirements. Describe safety compliance for lighting control systems installed for underwater lighting control. Include the cord designation types shown installed underwater, including concealed cords installed under gravel as suitable for the use. Note: If you have any questins regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. 2. The fixtures are included The following pages include the cut sheets for the underwater fixture and transformer. This is a new specification from the previous submission. The new fixture is a UL rated pool and spa fixture and is provided with a safety transformer from the manufacturer to meet the pool rating All lighting is connected - to circuits with GFCI protection. The following pages include the cut sheets for the over water fixtures. The over water fixtures are ETL wet location listed and have a secondary safety cable to secure the fixture to the mounting strut. All lighting is connected to circuits with GFCI protection. 4. Transformer is UL listed for pool applications and is listed as a component with the light fixture. All lighting in and over the water is protected by GFCI breakers. Lighting service or adjustment is performed by trained personal only when the attraction is closed. Underwater fixtures are UL listed for underwater use and powered by low voltage power supplies. Underwater fixtures have type STW (Extra hard service) cord designed for under water pool and fountain applications. This cord will be covered by a thin layer of sand or gravel to conceal it from view. Since the cord is on the bottom of the tank it is not subject to wear or traffic. Because of the physical limitations lighting and the nature of the attraction, the over water lighting is closer to the water than the swimming pool code allows. Although the water may be entered on occasion by a trained diver, the tank is not used for swimming or recreation and the general public is not allowed access at any time. Attraction staff are trained on proper safety practices and must follow established guidelines as part of their duties. The lighting plans and specifications have been updated with the attached specifications and are being submitted for review Please let us know if we can provide any further information. Mark Frank Principal Emphasis Lighting Group Inc EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 3a. Underwater fixture Type 01 GLOBBRITETM WHITE LED LIGHT FOR POOL AND SPA INSTALLERS AND INSPECTORS THE GLOBRITET' LED LIGHT AND PLASTIC NICHE FORM A COMPLETE NON- METALLIC LOW VOLTAGE LIGHTING SYSTEM. THIS CONFIGURATION DOES NOT REQUIRE BONDING OR GROUNDING WHEN POWERED BY A LISTED 100 WATTOR 300 WATT TRANSFORMER AND INSTALLED IN COMPLIANCE-WITH THE CURRENT NATIONAL ELECTRIC CODE (NEC). UNBONDED LIGHTING NEC PROVISIONS: When the UL listed non-metallic GloBrite LED Light low voltage lights are used with the GioBrite light approved niches the current NEC provides an exception to Iumlnalrë bonding and grounding In Article 680.6 and 680.23 POOL WATER BONDING NEC PROVISIONS: -For Pool Water Bonding required by NEC Article 680.26C, concrete pools are considered conductive (refer to 680.26 (b)(1) due to the porosity of concrete and the bonding of rebar. No additional bonding Is required. EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 ADDA.GIC'AND VBRAN _Y O WELEfl:UGtfflN6 Locking tabs Rubber sel (back of light) (gU?iiténihe. Light powr cord Light assembly hoith) GIoBnLe Niche and Light EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 IPL It 3a. Transformer Type Q - EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 3a. Transformer TypeQi HTH15ITPOITITTTTOFPOITUTITWIT1UT.D1C. COMPUTER GENERATEDDOCUMENI. — OCTHTHIGWTHO4*WITc1TWI MANUAL CHANGES NOT ALLOWED. o VOTDOHF4.4*W OUUT115001515 TH T CO- t115 MOOWI&I144 hUTS: IWIVUC 0015. Z0005C 5015 WIfl?UT: 5215CC USA 0,435CC BA IIVAC 24.4* 5 00 SWIOGEOUCISC 40050 22500151W 1511)5 0)! 021515520 MUTT 5!COIISVCVVOA PUPS 0)11051CC P0015TH 15*151200 MUTT 1! POfEOWlO FOP Ff1511500 TItUS 0*0010Th! 0010505105! 0220004504 111! 0151541010. 1300 PAWS 10 cO15polotlO 501015010 0)5040055 OIHHOUS4CPUI 4 1)400015 Q 01)0101*31 00115)0)5. 3 1)40501 001010 CUIISOITU 02.104104. 2 •I1I110EUO0200CJOT0DC 201010110204050000201540 15211 ASMTTI&S.II0Q - I 401551)5150 410115:400001110150! COCCOIW 1.59) co 1w (1) (4i5) (4.57) 15500 520050)00 NOISCACI ONAWINO 0415154220 "V Pea*alr Water 16M H. 2U' 135202 01 0005 Pool .2259. r XFMR I20V 300W I 1500204031502 12.13 OR 14 VAC 619963 Is EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 3a. Transformer Type Qi PENTAIR MODELJMODELEPS300 UPi VOLTAGE SAFETY ISOLATION TRANSFORMER FOR SWIMMING POOL/SPA.. LANDSCAPE UGII1S. ANDSUBMERSIBLE FDITURES IN RAINPROOF ENCLOSURE ICSA ENCLOSURE 31. FOR OUTDOOR USE ONLY. TRANSPORMATEUR.DE SECURITt A REESE TENSION POUR t.APISCINE El LA SPAtES LUMIkRES OEAYSAGEMENT. AINSI DUE LES OISP09I1PS BE RACCORDEMENTSUBMERSIBI.ES DESENCEINTES IMPERN1ABLES A l.A PLUIE JENCEINTES CSA 31. POUR USAGE ESTRIEUR SFULEMENT. SUITABLE FOR DIRECT CONNECTION 10 UNDERWATER LATHT AND LANDSCAPE MAY BE USED WITH NO lOCH! RETUPES. NOT FOR USE WITH DSWERS USING LED UDJI11NG. USE MAGNETIC LOW VOLTAGE INMIJERS FOR INCANDESCENT UCKSING. PEUT ETRE RAccoRat OUCECTEMENTA DES uSCiERES SouS.AEARDIES ETA DES LUMIERES ES FAYRAGEMENT. PEUT DIRE UTSJSA FOUR LEN DISPOSITIPS ES RACCORDEMEIIT SANS NI4L -NE PAZ UTILISER AVEC WI CRADATEUR GUI UTPJSE BE LCLMRAGE Oft. UULITER UN GRADATEUR MACPIETTOUS A BASSE TENSION FOUND! LC1.AIRAGE INCANDESCENT. WRIT: ISIVECESTOUC - OUTPUT: 12. l3ES IIVAC.IOOWATTS MAX. EIRSE.T2SVCANC SORTIE 12. 13OU1*VC& WAT1S MAX. jà CAUTiON IREADTHE INSTRUCTION MANUAL in MOUNTAT LEAST IF OVER LOADED, INFERNAL PROTECTOR IFj3OCMABOVE WILL OPEN. AUTOMATIC RESET MAY TAKE G,UND. - I5 MINUTES, TO CORRECT FAULT, REMOVE SHORT OR OVERLOAD. NO USER SERVICEABLE PARIS INSIDE. INSTALLER AM PW 9G€SSREI)StEST W AU-OEINSSSUS > ' :aumMATloUEIr I5JIG& I sot. i.s ciss I TFERLEORRT0JT0JLA9JR04ARDE I ER • PENTAIR LOW VOLTAGE SAFETY ISOLATION TRANSFORMER FOR SWIMMING POOL/SPA AND LANDSCAPE LIGHTS IN RAINPROOF ENCLOSURE ICSA ENCLOSURE 31 SUITABLE FOR OUTDOOR USE ONLY. TRANSFORMATEUR BE SCURI1 A SASSE TETI9DM POUR LA PISCINE El LE SPA. AINSI SUE POUR ItS WMJRES BE PATSAGEMENT SIIUtES DAMS DES ENCEINTES IMPCRM- ASLES k LA PWIE IENCGNTESCSA3I UTILISABLES A LxTEmEuR UNIDUEMENT. F.0) F,ITV) 0 ORANGE4ccmmon BIAII(BCUNEPO ORA.NGE(EEmUT) NOIRIEXTREEDE LIGNECA) ____ 120 VAC p 8RINEIYAC) I2OVCA BRUNIDVEAI p 0- p BUJEIIAVAC1 BIXUII4VAI IHVOLTARE COMPARTMENT LOW VBLTASE CORPARIMERT CO ffKAUTE TENSION CUCOWATIMEIIT BASS! TENSION 12VV*CLhl.T ICIR RE OUTPUT Vcrc1MIH IDAVAC PIPJTTO ENTREE ISINCA lINAC -NN.WRNOU II RE.çiMA STACK AND RIOT! 11MIC.SyC. U VCA.6Q.lj. LEAD WIRES El BLANC UvAC..RCML*. U ABLUIRRE TAUhI VAAVNM I LL IGLDEEIIRIAWVW CAUTIdii IF THIS ENCLOSURE IS USED FOR THE DIRECT CONNECTION OF UNDERWATER LIGHTS. IT MUST BE INSTALLED IN ACCORDANCE WITH NEC 680-21() OR CEC 68.060. 062. AND -ORE. 00 NOT CONNECT TWO OR MORE POWER SUPPLIES IN PARALLEL. " SI BETTE ENCEPIIE BET BRNICHEE OWECTEMENTA DES LUMIERES SPUSWRATES, ELLA DOlT SIRE DISTALLEE CONFORLTSMEHTAIIX WORUES NEC EUDOI)b)OU CEC 6E.ORET HE PAZ BRANCI4ER DEUX BLOCS DALSIENTATION DIJ PLUS EN PARM.LftE. a CAUTION1 CORRECT ONLY TO A COMM PROTECTED BY A CLASS * GROUND FAULT GRCUTWWUPTE A IRS! ElI GAPS!1 KNANDIS! UIWAETAIIRCPGRT FASTEN! MR 11* IRIRSICTEIJE SE N VA 1*1 RE USE COPPER CONDUCTORS ONLY. CONNECT GROUNDING CONDUCTOR 10 EQUIPMENT GROUND. CONNECT CONDUCTORS FROM LIGHT TO TRANSFORMER OUTPUT SELECTION AS SHOWN ON DIAGRAM ABOVE. I. LmLIRER UNIOUETRSHT DES PP.5 DECUNRLBINPNC*OR LA FLOE LA ItS! A TERRE ALA MIS! A TERRE BE LEOUPEMEJIE 2. BRANCNER LEE FILS DOS LUME1ES ALR SORTIE OU1RNNSFOREJATEUR COMAE DEMONTRE 5151 LA OIIGRMRIE DIOESSIJS. FOR FIELD CONNECTIONS, USE FIRES GUITARS! FOR AT LEAST WC (154`F). POUR UN ASSEMBLAGE SURLEOWITIER.UTIUSER DES RLS CO?WENANTAIOCIIBIF) ET PLUS. -COVER LABEL(TOPSIDE) COVER LABEL (UNDERSIDE) EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 3b. Over water fixture Type Q21 0. times SQUARE LIGHTING INCLUDES: US1-1 (WHITE UNISIRUT U P145) SC-B (HVY DUTY SAFETY CABLE) DMX-IP-O (l OFT DMX 3 PIN) TRUE-1 NTER-1406 (POWERCON 6FT JUMPER) ftshmds up to ttvf,y c1Mutr NaLm wa locking fcr nas athing and a 63tt brn angSa thanto toiiinztdIad 7a 15W RudtaanI muaVJhta 4-fr,-I tDswb advan 8' %Mm Sin= anth ãi&,ithoI tm att and un wm*thintha fId w1f*igof tha ptI hid. Ilka tha with a tçczI w.ba t4 intaiJ ga and tha1p1pawruidab cdfaiinAmd cnm, anN1 dimçr bjI-m pogazvaindvi&fly afl tagt in J10 ns nawith sp=dc=ift4 Fad and fadi wniqm ffim4nmpwfmm full 8GBWCLth eüing th wltanit DXmL1ha1UIo 9wmiisapwfimlff4ning totim torpt auX are, typauf aaãiw u WadvithdIzui mrulting ba&a tonddtotaipndtinning llaxlit and it Io a I uturadaaay10 niLDcbpuznanIi 4 d nitallytouth ajliaa rovgu1kai katm tkot maaoganwang S1f Exitou to wii ttan±lmgiamd alarAtov imd cxmd it via sl5or gdzrKah cfDMX wFid raansit8I ktgrt with T1Igw1ituIIaL Ftw hajida IgWcolurrniiing. is bu8tn c aatonsi nioad,/a nio and ath Suraa3Thit dacwi frjadiffarwd ±ruuiig oim wftj ffw oiazfl d5w njth nclur 1ard rl painI On tha ra dtha fix J povarid DMX inPut ozmactmra clit cnwith 1'f4l wtaACocr irput edik and an I? ratad DMX sagndcd lho TWRr=dzP IP 5kaim is wnibapnd it marsR it it akokaad by Wanungia 1xi5W Id !0dto4in-i L LED xrd2b4 truth ndtitugindza*butm .Vadaladactrm* ãmvrè &aaba t-ina,& thO Via OMX Dift-in aidnamtod pnxjnmz via i1aianuzngdt0 in iaandianvida ctdzmdruq • az8'rujTant SOCMA LED cknw IPiatad hxNrqxaw thid 3-pim DMX czru1kau 4 OWN & S=W C',M Obrrnat RG91N& 5etha (bOil& Eaidnd with Onwna RGHW. SbcbQ & vniiOi3 DMXFtof8vi wto. ai IZ.Ø !3.i8 J& 62.O u 64t0 I f~= emo tjc 234O TOURN I%1JO i Power OpiigWItz 1tlo-284YAC. 47153 Hto arCrniarxS1N. t.iStPJ58 Ught Sourta 7 isW4i LEEit iDDOOOhr% Thenmal M11L 0janating1anip UM F 448'Q anlmant CmmI Ufl 0f1X-su *b mw with LED dq3ky umcluarutdc -: nAMa OuIj31inXIR1ciriafa palathig Mtdrt Swan A&=f-qw;4 AulD lAwivi WEagf3t& Diansatalans Mdtfti (270nvml Dft5.7idias4144nuT taazIaonl.11.zinthas til.55.3k4j 0. EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 T 0 U R N A Do 0 -' IF' - Opwir1ktaga 10264YA( 47f63 Hztr tCarmjeimr 1W. t3&& PF0 Ught Scire Ili I5Wfrli,1 LEM ioaeoofw 0 Tbermal M0uqTwrip1448'QaofIi2imt cAntrol Pmt LIWfl OfiX-512 4-bunm mom with t)thmiiny MXtharmdi rd7)3tH Ip3.inflRMAD XIRoffido Wg1fl& DJnensI lMdttr 102 Eith5.7indmos4144mIr0 ftaiiixiSart112lisf704orl Wit1LS52kg) 3b. Over water fixture Type Q22 LAND JD1B ier 0MB ELECTRICAL TOURNADO IP EXA Notes: IP65 12X15RGBAW+LN 022 0 wr -W "~' times SQUARE LIGHTING INCLUDES: US 1-1 (WHITE !JNISTRUT U P1455) SC-B (HVY DUTY SAFETY CABLE) DMX-IP-IDQ (I OFT DMX 3 PIN) TRUE-I NTER-1406 (POWERCON 6FT JUMPER) Itsiznch up to if fisy dMGtr Nzwm wW =n= bicilodthig ThiiIy LOI41FPSS ortd cutdoorotxim ftoturnsuperbngld Iir.W+LPl ki nüiingtte10 ul1I i2x 1He4j-1 LEM with s°aji3 thiivI LEDimmpanitas a rwi. and IN diip aztlfmd .nzu wifin tWd things dflu pI Ar4 tethg off= Eth in o1OUo b aiso spaina y,c6m cadwIc flNrinnn udig with Iw VVtO iflnI — th Gd3b mhxtCIT2th You nni =Vcf&bTqTQzi= bull-in pgm ,wividiof1, c,II toot— in Frfonmfiil IIA19-bUftclor maung Qdbar with or withae DMX awbuL Tho iOUIbi LPD(A a pft liging dieian tpt 1t1 t)po of pcofthiting flç and it lm a vW atruclwo4 QasyonLEDtiI pool niww wh 4airm*ll.txh sansdin nawigatianle1nooth nnko pioçooming trol bttonpi*iq) o Scltho fixtumw wwkin stanchlom cnocU nthl nd you can ied it via Moor 9dm2 rdDMX. whichnv=zituffl warkintgA= with arTyfi_#dig cwdRAm Al thotw am --dAp in my inadoindidng cckx e3b inoicIo. aLfto rm moda6 tholFfdo amdv. " acom to i-wio 1o3-&t ãurng qivoTho fivo dff=wA cffinaingmumaflawfior cEffwoz1 an-=Mbfstqps far iroofi oiohor trd Ontho mm dtho fi wm am wcadwpmd pows and DMX Wculnartinrn with wh 1'pawoUJNI1JL1 cmmptiklo ACpowor irçwt caIA2. and an L' ratod DMX iida 7haTWMzduPIPEgAisuvmlablarww,u3dcrfccuis4itisaboh-kmby IAW+UV aAW cri3dnpia 12K 15W &irm-1 LW LED coreml ndwi2b4 twth omwitho olodruic t*xtlarn Vc&&robo &t-itmcdar& dmzo mw= wn I1%X Boft-ãmaidoniatopmgmw via AW+LPIcnSr mmn9abRymstmdlano irvido tthda teiwimy igte for poririigflvubflty rant-vnT it souMA LH) dimi '(atedkmgpoivor wmd}nDMXuimi AW+UV (t-Qt'RGEtiW+lN& setho ti-OL Mn RGEAW+W& Stmbo 404[kk & Litwidwi w13-bit dliormãmg (i v4M DMX $8gs i %fr IN Ifl i 5 fl5e Z ma 4ttb 53.700 122 014 SSS I SCO~ I 1,214 200 1 UOO EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 Specs for Portable Cord TYPES SOOW & SJOOW Synthetic Rubber Insulation with Oil-Resistant Thermoset Jacket SOOW 90 °C (600V)' SJOOW 90 °C(300V) & C@ Co. MSHA Listed OSHA /cceptstite th -swo 0wor 0 FROM swralm 8AW@ 2 AWO I$.iOAWG w0amtv h eptIon) Thcfmocet J38* FEATURES UL listed (file no. E7362) as 900W & SJOOW CSA certified (file no. LL8825) as 500W & SJOOW OSHA acceptable Sunlight, water, and weather resistant per UL & CSA Resistant to oil, acid, impact, abrasion., water, flame and high temperature Passes MSHA flame test (P-136-MSHA) Mautains flexibility ' ICEA where applicable SOOW can also be used for special applications as outlined in NFPA 70 (N.E.C.) paragraph 501.4(b) CL.1 Div. 2 r Cations and paragraph .501.11 CL1 Div. 1 and 2. UL and CSA listed for continuous submersion In water APPLICATIONS Type SOOW goac Designed forextra hard usage with industrial equipment, heavy tools, battery chargers, portable lights and power extensions. SOOW is sunlight, water, oil and weather resistant and suitable for outdoor applications in the United States and in Canada. I EMPHASIS LIGHTING 3375 Stark Road NE Cambridge MN 55008 763.633.0900 -p ORICHT e n g I fl e;e r •s STRUCTURAL .CAL C U LAT 1 0 WS PROJEC1: LEGOLANDjb18 i LEGOLAND. bR. CARLSBAD, 4 (192008 PRoJETNo: SC16141.5 CLIENT: ETHOS ARCHITECTURE DATE: February. 13, 2017 SHEET INDEX BASIS FOR DESIGN 1 DESIGN LOADS 2 FRMING KEYPLAN Ki CRAWrYANALYSIS GI RAM ANALYSIS RI LATERAL ANALYSIS Li s.ITEpE,SIGN. Si FOUNDATION DESIGN Fl MISCELLANEOUS Ml 2O17 Submittal G161 Irvine 2 Venture, Suite 200 Irvine, CA 92618 (p) 949.477.4001 0 949.477.4009. wrIghtengIreer.com Las Vega 1635 Village Center. Cit. Suite' 200 (p) 702.933.7000 (I) 702,933.7001 Phceni 7400 W. Detroit St. SU':iCe 170 Chandler, AZ 85226 (ji) 480.4836111 (0480:483:6112 Sà1tLpk 9160 S. 300 W. Suite 2 Sandy; UT 84070 (p) 801.352.2001 (0 801.352.2006 Tucson 2200 East River Road Suite 104 Tucson, AZ 85718 (p) 520.468.7400 These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced in whole or part without written permission Calculations are valid only for the above named proJct:and ldcatlonand.are not valid uhless engineers original wet signed seal is affixed. OI001 10, /, Pe.e,vO'1• -Oi,a 0 0 0 .• BASIS FOR DESIGN 0 • 1.1 BUILDING CODE: CALIFORNIA BUILDING CODE 2016 1.2 ROOF LIVE LOAD: 20 PSF (REDUCIBLE) • 1.3 WIND LOAD: REFER TO DESIGN WIND LOADS" SHEET 1.4 SEISMIC LOAD: REFER TO DESIGN SEISMIC LOADS' SHEET • 1.5 SNOW LOAD: NONE 2.1 FOUNDATION: DESIGNED PER RECOMMENDATIONS BY LEIGHTON and ASSOCIATES, Inc.; REPORT NO. 10075.017; DATED AUGUST 31,2016. ALL FOOTINGS SHALL EXTEND A MINIMUM OF 18 INCHES BELOW PAD GRADE. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 2000 PSF. 3.1 CONCRETE: ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES, MINIMUM 28-DAY COMPRESSIVE STRENGTH, f'c, USED FOR DESIGN = 2500 PSI. 4.1 REINFORCING STEEL: REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (I'y =60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40 (fy =40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS OR DETAILS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM Al 85. PRESTRESSING STEEL SHALL CONFORM TO ASTM A416, GRADE 270, SEVEN-WIRE LOW RELAXATION STRAND WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. NOMINAL DIAMETER SHALL BE 1/2 INCH AND NOMINAL AREA SHALL BE 0.153 SQ. INCHES, 5.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.: SHAPE: STANDARD: Fy: BARS AND PLATES ASTM A36 36 KSI BOLTS (EXCEPT IN WOOD CONNECTIONS) ASTM A325X NUTS ASTM A563 WASHERS ASTM F436. --- ANCHOR RODS ASTM F1554, GRADE 36 36 KSI OR GRADE 55 WHERE NOTED 55 KSI (GRADE 55 RODS SHALL COMPLY WITH WELDABILITY SUPPLEMENT Si) WELDS E-70 SERIES THREADED ROD, EPDXY BOLTS, STUDS AND BOLTS IN WOOD CONNECTIONS ASTM A307 6.1 SAWN LUMBER: SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.: USE: SPECIES AND GRADE: 2X4 TOP PLATES • DOUGLAS FIR STANDARD 2X4 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD 2X4 STUDS (OVER 10.0") DOUGLAS FIR No.2 2X6 TOP PLATES DOUGLAS FIR No. 2 2X6 STUDS (OVER 10'-0") DOUGLAS FIR No. 2 2X6 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD 6X BEAMS AND 6X POSTS DOUGLAS FIR No. 1 JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No.2 6.2 GLB: GLULAM BEAMS (GLO) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 U.N.O. 6.3 LSL: LAMINATED STRAND LUMBER (LSL) SHALL BE TRUS JOIST TIMBERSTRAND LSL, (ICC EST387) GRADE 1.7E OR HIGHER (EXCEPTION: GRADE 1.3E OR HIGHER MAY BE USED FOR BEAMS,ÔR HEADERS WITH DEPTHS LESS THAN OR EQUAL TO 85/8"). 6.4 LVL: LAMINATED VENEER LUMBER (LVL) SHALL BE TRUS JOIST MICROLLAM LVL ([CC ESR-1387) GRADE 1.9E OR HIGHER, LOUISIANA PACIFIC GANG-LAM W (ICC ESR-1 254) GRADE 1.9E OR HIGHER, OR BOISE CASCADE VERSA-LAM (ICC ESR-1040) GRADE 2800 OF OR HIGHER. CONNECTION OF MULTIPLE PLY BEAMS SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 6.5 PSL:. PARALLEL STRAND LUMBER (PSL) SHALL BE TRUS JOIST PARALLAM PSL (ICC ESR-1387) GRADE OF 2.OE OR HIGHER. 6.6 PLYWOOD: C-D OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN U.N.O. NAILING IS ON CENTER SPACING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: 3/8" 24/0 8d AT 6" 8d AT 12" 3/4' 48/24 1 O AT 6" 1 O AT 12" 7/16" 24/16 8d AT 6" 8d AT 12" 1" 60/48 1 O AT 6" lCd AT 12' 15/32" 32/16 ad AT 6" 8d AT 12' 11/8" 60/48 1 O AT 6" lOd AT 12" 6.7 NAILS: ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d SINKER, 16d BOX OR 12d COMMON U.N.O. BASIS IBC v70071 I 12.doc . Copyright WRIGHT ENGINEERS v271112 i : ... . MRIGHT engp n S • • DESIGN DEAD LOADS • . FLAT ROOF WITH WOOD TRUSS AT 32 O.C.: 5PLY ROOFING 4.2 5 . IIPLywD 1.7 . . .. Steel Beans 4.0 R-19 INSULATION 1.5 5 SPRINKLERS 2.0 SUSPENDED CEILING 2.8 5 MECH 8 MISC 3.8 DL(PSF): 20.0 5. EXTERIOR WOOD WAILS: 718 STUCCO - 10.0 5 WALL SHEATHING 1.0 S . 2n6 STUDS AT 16 O.C. 1.7 1/2GYPBD 2.2 INSULATION 0.8 5 MISC. - 1.0 . DL(PSF): 17 • 0 S 5 0 • • 0' S ., . •0 • • 5- S 0 • . . .. • . 5, 5 . S • 5 . • 4 . , . -. .. . • . S .. 5, 5 .50 5 : Arco Coec1efla Loads.xls COMMERCIAL Copynahi WRIGHT ENGINEERS _____________________ 02-12-03 [P;OJECT 1_ -.4 . W1631 tz \\CDS © S W1 6x31 W10x2 o S W1 6x31 WiOx12 . I W1 6x31 W1Ox12 \ \ a W16x31 W1Ox12 S .4 ----------------I- - -.------------ S - W16x31 W1Ox12 iS IE5 W1 6x31 W1Ox12 W1 6x31 W1Ox12 L S S I--------------- ---------------------------------------------------- ----------------- S H S S (/) CD CA 00 S >1 -.4 W114 I Al1Ry4fl - LLJ W1 6x26 W2455 cn CD © OQ c# .- X I L W1 6x26 W2455 d a CL - Rs 0 I • r-- • () W1 6x26 0. MUM W1 6x26 W1Ox12 -CD 00 W16x26 W1Ox12 - I W1 6x26 W1002 - • w4 b W18x35 ___________ ------- VWx1 ------- O W1 4x22 W1002 i • hM,Oxl W1 4x22 W1Ox12 - Wv1Al it I W14x22 VW455 W1Ox12 W1422 W24x62 -'W1Ox12 Li • o W1OX12 W1422 W24x62 I W14x22 W2462 W1422 %fv2455 W1Ox15 W21x44 -• - CD CD fl -• CD 00 S >1 • - ::- • 7 r - -r - - . H I1 • :• W6XI2__: ! -- • • \___/ I ____ _ • ___________ • • _____ I • _____ • ________ • I_______ • • • 9! . ________ • 1 E3 ________ (i • • I . • _______ • I • • I_____ • I___ _ • P • . Ilk __ .______.____j__ I 1.4! 2+01 : (3) 4.2 : FOROJECT: 7r T1 -- w.uiiwijr'Ja_______ I!A!JRIGHT engineers n L 1 [T: Gi 1 No: ROJECT: 1?CSSPEC Lo Proje~ct: Project cation: Leand Retail Y1RJ GHT Folder: Folder Date: 3/20/17 10:28 AM RedSpecTM by RedBulitTM Designer: DA Comment:............................ ,., .. 16" Red -I9OTM @ 32" o.c,. eux This product meets or exceeds the set design controls for the application a loads is ed DESIGN CONTROLS % Shear (lb) 46% Positive Moment (ft-lb)' 67% DEFLECTIONS (In) % Span LIve 63% Span Total 95% Design Allow. 001 Combination 1620 3512 Roof(125%) 1.OD+1.0Lr 10935 16394 Roof( 125%) 1.OD+1.0Lr Design Allow. Design Allow. Combination 0568 0.900 1/571 LI 360 i.OD+1.0Lr 1.277 1.350 1/254 LI 240 1.OD+1.0Lr Pattern All Spans All Spans Pattern All Spans All Spans Pass/Fail PASS PASS Pass/Fall PASS PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 720 (125) 720 (125) Dead Reaction (lb) 900 900 Total'ReactiOn (lb) (DOL%) 1620 (125) 1620 (125) Bearing. Flush Flush Support Wail Wall Req'd Bearing, No'Stiffenérs (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - HANGERS Model Top Left None Selected Right None Selected SPANS AND LOADS Dimensions 'represent horizontal design spans. APPLICATION LOADS Face Member Header Size Member Slope: 0/12 27- 0.0, Type Units DOL Live Dead Partition Tributary Member Type Uniform pst Roof(125%) 20 25 0 3 Root Joist ADDITIONAL LOADS Type Units' DOL Live Dead Location from left Application Comment Uniform psf Roof(125%) 20 25 0-00" to 27-0.0" Replaces NOTES Building code and design methodology: 2012 mc ASD (US). Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\users\dan\Documents\Redspec\ProjectLred 3/2012017 10:28:46 AM Project: Folder : Type Page 1 of 1 The products noted are intended for InteriOr, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed In accordance with local building code requlrémeñts and RedBullr" recommendations. The loads, spans, and spacing have been provided by others and must be appraved fer theseGiflc 5ppli-Hn by Ihedeslan orofesslonal for the project. Unless otherwise noted, this output has not been reviewed by a RedBulltM assolate. PRODUCT SUBSTITUTION VOIDS ThIS ANALYSIS, I RedpOdSpec'",'Red-I"", Red-I45", RedI45L", Red-158"", Red-165"", Red.I65T,Red.1904fRedI90Ht, Red"19014S"'I ed-L"", Red-LT' Red- G2 W'",Rb', jed-i-i , ftJ4", RedL8rn"', Flee'rGhelce'" are of RPliRuilt LLC. BoisejQJi3çopyrIght © 2010-21) eljuilt LLC. Al rights reserved. Project Name: Low Roof Wall Model: Low Roof Wall Code: 2007 NASPEC (AISI SI00-2007) RIGHT engin Page lofl Date: 01/30/2017 Simpson Strong-Tie® CFS Designer- 1.4.2.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors RI 450.00 No Solutions - - R2 450.00 SC13145.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors Design Method = AISi 5100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span SUBH3.25 (Max) 0.89 Bending and Shear (Unstiffened): 15.9% Stressed @RI Bending and Shear (Stiffened): N/A As Web Stiffeners Required?: No Section: 600S200-54 Single C Stud ; Fy = 50.0 ksi Maxo = 2532.9 Ft-Lb Moment of intertia, I = 3.32 inA4 Va = 2822.9 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmax/ Mpos . Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1687.5 0.666 1687.5 ' 60.0 2332.8 0,723 0.489 L/368 Distortional Buckling Check Span K-phi ' Lm Brac Ma-d Mmaxl lb-in/in In Ft-Lb Ma-d Span 0.00 180.0 2281.9 0.740 Combined Bending and Axial Load Details V V Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Span (lb) KyLy KtLt KLIr (lb-in/in) (in) load(lb) P/Pa Span - 800.0(c) 60.0 60.0 82 0.0 180.0 5672.2(c) 0.14 SIMPSON STRONG-TIE COMPANY INC. Www.strongtie.com I1LNOI iG3 Intr. Value 0.88 I!1RIGH.T e n g n e eL r S PROJECT: JDIV [No: 1LT: G41 Pattern Pass/Fall All Spans PASS All Spans PASS Pattern ' Pass/Fail All Spans PASS All Spans PASS Header Size Member Slope: 0/12 Tributary Member Type 32" Roof joist '7tISPEC Locaon LegoIaild Queue Tower ! . ' . . Folder: Folder. Date: 3/9/17 8:S3 AM 11e05pec'M by RedBuilt'M Designer: DA .... .::..t ................. st:...rr::zz.z................:...;z:n ......................................................................... .. .... 16" Red-I9OTM @ 32" o.c. * 10W rT.D This product meets or';éxce'ds the set, design controls for the applica ion an oads liste DES1GN.CONTROLS Design Allow. DOt. Combination Shear(Ib) 44%. . 1560 3512 Rool(125%) 1.0D+1.OLr 'usitive Momènt(ft-lb) 62% 161015394 ltooi( 125%) 1.00+1 .0Lr . DEFLECTIONS (in) % Design AllOw. Design. Allow. Combination. Span Live 57%. 0.49.2 0.867 1_-/.63,I LI 360 1.OD+1.0Lr . Span Total 85% .1.106 1.300 L/78? L/240 1.0D+1.0Lr . SUPPORTS SüppOit 1 Suppoi 2 Liv.. Ileaction, Critical (lb) (DOL%): 693 ('12 5) 693 (.I: Dead Reaction (ib) 867 . • Total Reaction (Ib) (DOL%) 1560 (125) 156 .867 .l ((25) Searing Flu h Fkjsh . .Suport Wall Wall leq'd Bearing, No.Stiffeners (in) .175 1.75 . Req'd. Bearing, Stiffeners (In) - HANC.FRS Model To,, Face Member Left None Selctel Right None SelëtO - ....................- ... ....-............-- . SPANS AND LOADS tensions represent horizontal design spans. • .:_ 1 .::._.. 26" 0.0" APPLJCATION LOADS l>e Units DOL -. Live Dead Partition t, ifform psi Rooi(125%) 20 25 0 O ADL).r1ONALLOADS - 1•,'e Units DOL Live. .Dead Location from left liiorm psf Roof(125%) 2.0 25 0'-00" to 26'-0.0" Application Comment Replaces . NOTl:s tiilding code. and .ctesignmcthodolhgy: 2012 IBC ASD (US). .unUnuous latersi support requiral at lop edge. Lateraj siippctrl at bottom edge shall be per RedBuilt recommendations. S • S S . 5. c:\u'\dan\oocumenls\RedSpecwrojectl red 5 3/0/.: / 8:53:00 AM Project loklcr Type a Page lofi W The ,qlucts noted are :intended l for lnte0or, unrreated,.non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in ic lancewlthJocai liuildihg code requirements and itedi3uilt'' rc,oneriendations. The loads, spans, and spacing hove been provided by others and must . be ar ' zivpd fnr the cpi'riflc_apnhiratlpn by the design nrnlncclonal rn ss the nroiect. unle otherwise noted; this output has not been reviewed by a Re Built'" PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. I S Reci:It 5.",led'l!15L",.Red-!58?',RNl.'l65", Red-165T", Red-I90", He-J90H'", Red-I9OHS'M, - '° Red-LT ", ed- G5 , he U", i'te It", ieLarn", rleerChelee" aretreil:'rha ef,P.eBullt LLC, tiewe ip,-ii .°epyr'glfl 3010-l0Ji . 'lit LLC. WRIGHT Project Name: New WorkSpace Model: Queue control tower wall Code: 2007 NASPEC AlSi S100-20071 23.00 60.00 her S en g Page loll Date: 01/10/2017 - Simpson Strong-Tie® CFS Designer1M 1.4.2.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Req'd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 690.00 No Solutions - R2 690.00 SCB47.5 2 2 Total Vertical Shear Carried by Connectors (lb): 0 Bridging Connectors Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Mm) 0.73 Bending and Shear (Unstiffened): 16.3% Stressed @R1 Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No Fy50.Oksi Va = 4220.7 lb Section: 800S250-68 Single C Stud Maxo = 5137.5 Ft-Lb Momentoflntertia, I = 9.24 in14 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmex Mmax! Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 3967.5 0.772 3967.5 60.0 4940.4 Distortional Buckling Check Span ' K-phi Lm Brac Ma-d Mmaxi lb-in/in in ,Ft-Lb Ma-d Span 0.00 276.0 4479.5 0,886 Mpos! Deflection Ma(Brc) (in) Ratio 0.803 0.970 L/284 01 YIMC Www.strongtle.com [No: 1 SH G6 RIGHT e n g'i n e e r-s PROJECT:LP LNOuts IF G71 Project: !111 U G liIr Location: MLB1 . !' - Wright Engineers e n g -I ej.f"s Multi-Loaded Multi-Span Beam . 7425 Peak Dr [2015 International Building Code(2012 NDS)1 ' Las Vegas, NV 89128-9011 3.5 IN x 11.5 IN x 24.0 FT #2- Douglas-Fir-Larch - Dry Use . StruCaic Version 9.0.2.5 219/2017 9:17:31 AM Section Adequate By: 24.5% Controlling Factor: Moment DEFLECTIONS Qn1i Live Load 0.42 IN U685 Dead Load 0.51 In Total Load 0.93 IN U309 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: LJ240 REACTIONS A . Live Load 480' lb 480 lb Dead Load 585 lb 585 lb Total Load . 1065 lb 1065 lb Bearing Length 0.49 in 0.49 in BEAM DATA Span Length 24 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 24 ft Live Load Duration Factor 1.25 1¼1,,h.k flnk - n flfl . UNIFORM LOADS Cente • MATERIAL PROPERTIES 42 - Douglas-Fir-Larch - I Uniform Live Load 40 plf I Uniform Dead Load 40 p11 5 Base Values Adiusted Bending Stress: Fb 900 Fb 1238 psi psi I Beam Self Weight 9 p11 Total Uniform Load 89 p11 I S Cd-1.25 CF1.1O Shear Stress: Fv = 180 psi Fv' = 225 psi • - Cd=1.25 - Modulus of Elasticity: E = 1600 ksi E'= 1600 ksl • Comp.-1-toGrain: FCL= 625 psi Fc--1-'= 625 psi. • Controlling Moment: 6388 ft-lb 12.0 Ft from left support of span 2 (Center Span) • Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1065 lb • At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 S Comparisons with required sections: Provided 5 Section Modulus: 61,95 1n3 77.15 inS S Area (Shear): - 7.1 In2 40.25 1n2 Moment of Inertia (deflection): . 344.91 1n4 443.59 in4 • Moment: 6388 ft-lb 7956 ft-lb Shear: -1065 lb 6038 lb PROJECT. m,mRIGHT engineers ,.' ••__•'_4 '•__•1 • S L&Ac JO\, ~PROJECT,- LNo;4 1LIIET. G 200:00 ProJecName High Roof Parèpet. Model: Beam/Stud - Code: 2007NASPE EAISI Si02OO71 CH,t e n g ., ñ e e r:S• Page lof.1 Date: 02/01/2017 Simpson Strong Tie® CFS Designer1M 1,4.2.0 Reactions Support Reactions (Ib) Ri .6Q000 R2 600.00 Bending and Shear 42.40!0 Stressed (Unstiffened); @R1 Bending and Shear N/A (Stiffened): Web Stiffehers Yes @R1R2 Required?: Section: 600S162-43 Single C'St'ud Fy = 33.0 ksi Maxo = '1390.0 Ft-Lb Moment of Inteftia, I = 2.32 inA4 Va = 1415.7 lb Loadshave not been modified for strength checks Loads have been mültipliedb 0.70'fdrdéftectiôn ôaiculations Flexural and Deflection Cheók Deflection Mmax Mmax/ Moos Bracing Ma(Brc) Mpos/ Span Ft Lb Maxo Ft Lb (in) Ft Lb Ma(Brc) (in) Ratio Span 9000 0647 9000 600 11366 0792 0.060 L11205 Dlstàitiónai Buckling Check Span K-phi Lm Brac V Ma-d Mrnaxl . lb-in/in in Ft-Lb Mad Span 00P 72.0 1205.1 0.747 0WG41E COMPANY INC.. . inm .stron9tle.com LtGOLA) .3D± I1No 1P\'C\ 1G0 ILA R.ICH T e n g I fl e e r s PROJECT. El v5__1EET:Gill • Project: TanA Location: MLBI .B! Multi-Loaded Multi-Span Beam 7425 Peak Dr of [2015 International Building Code(2012 NDS)J Las Vegas NV 89128 901 5.5 IN x 5.5 IN x 8.0 FT #1 - Douglas-Fir-Larch - Dry Use StruCalo Version 9.0.2.5 211/2017 5:52:42 PM • Section Adequate By: 29.2% . Controlling Factor: Moment DEFLECTIONS Live Load 0.08 IN U1271 Dead Load 0.16 in Total Load 0.23 IN U412 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load 400 lb 400 lb Dead Load 834 lb 834 lb Total Load 1234 lb 1234 lb Bearing Length 0.36 in 0.36 in BEAM DATA Cente Span Length 6 ft Unbraced Length-Top 0 It Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES I UNIFORM LOADS n1t I Uniform Live Load 100 p11 #1 - Douglas-Fir-Larch Uniform Dead Load 202 pIt Base Values Adjusted I Beam Sell Weight BendingStress: . Fb= 1200 psi Fb= 1380 psi i Total UniformLoad 309 pIt Cd1.15 CF=1.00 Shear Stress: Fv = 170 psi Fv = 196 psi Cd-i. 15 Modulus of Elasticity: E = - 1600 ksl E'= 1600 ksi Comp. to Grain: Fc : 1 = 625 psi Fc 625 psi Controlling Moment: 2468 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live toads on span(s) 2 Controlling Shear: 1234 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Provided Section Modulus: 21.46 1n3 27.73 In3 Area (Shear): 9.47 in2 30.25 in2 Moment of Inertia (deflection): 33.32 In4 76.26 1n4 Moment: . 2468 ft-lb 3189 ft-lb Shear: - 1234 lb 3943 lb NOTES . . . [PROJECT'. • - • S • - - 1 [NO: 1 =SHCET-Gl • S. - L!A!IRIGHT engineers 20pcc.x. [NO: LEI__E . .. • * Project: Gravity . Location: GBJ1 Multi-Loaded Multi-Span Beam • 12015 international Building Code(2012 NDS)J 1.5 IN x 11.25 IN 7.0 FT • #2 - Douglas-Fir-Larch - Dry Use 0 Section Adequate By: 363.1% S 5 Controlling Factor Moment 5 . S • S S S S • Shear Stress: Fv= 160 psi FV = 180 psi Cd=1.00 • Modulus of Elasticity: E = 1600 ksi E'=. 1600 lcsi Comp. .L to Grain: Fc - -- = 625 psi Fc - = 625 psi • Controlling Moment: 512 ft-lb 5 3.5 Ft from left support of span 2 (Center Span) • Created by combining all dead toads and live loads on span(s) 2 Controlling Shear: -293 lb S At right support of span 2 (Center Span) - Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Provided • Section Modulus: 6.83 in3 31,64 in3 Area (Shear): . 2.44 in2 16.88 •1n2 • Moment of Inertia (deflection): 8.07 in4 177.98 In4 Moment: 512 ft-lb 2373 ft-lb • Shear: .293 lb 2025 lb NOTES S .. - S S S - S . S - S S • , LROJECT; • DEFLECTIONS Qntgi ' . LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.01 in Total Load 0.02 IN U5294 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 140 lb 140 lb Dead Load 153 lb 153 lb Total Load 293 lb .293 lb ' Bearing Length 0.31 In 0.31 in S Cente BEAM DATA Span Length 7 ft ------7 - Unbraced Length-Top 0 ft . S Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES . UNIFORM LOADS n1#r #2 - Douglas-Fir-Larch Uniform Live Load 40 pit Base Values . Adiitd Uniform Dead Load 40 pIt Bending Stress: Fb = 900 psi: Fb = 900 P Beam Self Weight 4 pIt Cd=1.00CF=1.00 Total Uniform Load 84 p11 StruCaic Version 9.0.2.5 2/13/2017 9:56:35 AM ,ikYIRIGIraT DanA - -/eS Wright Engineers e ri g I fl 7425 Peak Dr --'.Las Vegas, NV 89128-9011 iESLGN. CONTROLS, 0/s' Design Allow. DOL Combination .Shear (lb) 41% 1080 2650 'Roof(125%) 1,OD+1.0Lr Positive Moment (ft-lb) 616% 4860 7988 Rooi(125%) 1.OD+1.0Lr DEFLECTIONS (in)'Gb Des!n Allow.' Design Allow. Combinátioñ Span Live 370% 0.222. 0:600 C 974 L/ 360 1.0D-i-1.0Lr Span Total, SS% 0.499 0.900 L /433, LI 240 1.OD+1.0Lr ;uPPoRTS. Support'I Support 2, Live Reaction Criticai (ib) (DOL%) 480 (125) 480 (125) Dead Reaction (lb) 60 600 Total Reactidn.(lb) (0010/6) 1.080 (125) 1080(125) Bearing Flush ' .Flush Support Wall Wall Reqd Bearing NoStiffenes (in) 1.75' 1.75 Rcq'd Bealing, ti Stiffeners (in) - I(ANGERS.. Model 'Top race Member i.ift No!H iected Right Now elecl'ed SPANS AND LOADS I iinensuons represent horiontai design spans Pattern All Spans All Spans Pattern All Spans All Spans Pass/Fall PASS PASS Pass/Fail' PASS PASS Header Size Member Slope: 0/12 I 1SPEC Location:Retail Pr6ject: Project Type -Type Folder: Folder Date: 3/7/17 552' PM RcdSpëCTM by RedBuiltTM Designer: DA v7.1.4 Comment: TM This product-meets or-exceeds the, set design controls for the application and loads listed ----,'._-*--' 18,- 0.0' tl'PLtCATION LOADS 1YPC Units 001 Live Dead Partition Tributary Member Type Uiiilorm ps! ROof(1'25%). 25 20. 0 32" Roof Joist A'l) I Ti ONAL' LOADS Vype Units DOL ' Live. Dead Location from left Application Comment ti;:orimn psi 'Roof(125%)' 20 '25 ' 0-0.0 to 18-0.0" Replaces (.)IES 11,uild.ing code aiid design methodology 2012 IBC ASD (US) C::iñuous lateral 'supporl required 'at top edge. Late'raisüpport at bottom edge shall be per RedBuiit recommendations, I i -' ;Ian\Documcnts\RedSpec\Projec1I .red '5 52:59 PM Poject Folder : Type. Page 1 of 1 '':iic:s noted are intended'for interior, untréated,.nOçOrrosive applications with normal temperatures and dry conditions of use, and must be Installed ice with 10s al building code requirements and RedBuiit recommendations The loads spans and spacing have been provided by others and must d for the s ccific application by the design professional for the project Unless otherwise noted this Output has not been reviewed by a RedBullt" PRODUCT SuBSTiTUTION YOI'DS THIS ANALYSIS.. RelSpec", RCd-i ,.Rêd145 RE'd-1451-'Rëdr158',-Red-I65'", Red-165T'",.Réd-I901 , Red,1901,1'", Red-190HS', Red-L', Red-LT'', Red- Red-MI", Redil", RedLam"",Flddrchoice.Y" are.tradémarksofRedBuilt LLC, Boise ID, USA. Copyright (D 2010-2016 RedBuhIt1LC. All rightsG15 RIGHT engineer &VAO oc -. PjIL 2i2"lact (p2 < Al v lo - MK- 4 I. c44tcot4 O&'E- 1 I I S z-I. '- -,- "i. 'vp'._S 2 >(Io t 1- 1 PROJECT: [EET-. G17 RIGHT engineers is%t : . £1.67 CA4 t1 L Cc'Qcfiy OW. Z.5 . 4 2— = ______ - o1cf xZ,cZ,cK . )V 2 DWI- cy • I: £2P0 +i:PL I_u z&x(O'cl2 r 4- 7p&2' 02*(, - H2-i( o2-xI L PROJECT: LOLAt4D . jc,Lz. I ti9\4t 1Li: G18 1 5' S. S CONCRETE BEAM DESIGN S DESCRIPTION: Grade Beam Design i. 5 BEAM fc (psi): 3000 b top (in): 24 shear b (in): 24 . PROPERTIES: Fy (ksi): 60 b bot (in): 24 top rebar (#): 6 Fyv (ksi): 40 cvr. top (in): 4 bot rebar (#): 6 h (in): 24 cvr. bot (in): 4 stirrup (#): 3 5 No. of lines of stirrups: 2 • FLEXURE: Mu (+) (kip-ft) pbot As bot (inA2) bot. reinforcing • . 129.8 0.00338 1.56 4 # 6 0,0 0.00000 • 0.0 0.00000 . 0.0 0.00000 0.0 0.00000 • 0.0 0.00000 S SHEAR: 4): 0.75 . 4)Vc (kips): 37.96 max stirrup spacing (in): 9 5 if 0 Vs> 75.9 4)Vs max (kips): 152 S Vu (+) (kip) 4)Vsreq'd: shear stirrups 5 26.0 minimum # 3 at 7 • . 0.0 none req'd • 0.0 none req'd 5 0.0 none req'd 0.0 none req'd S 0.0 none req'd 5" • DESIGN beam: Grade Beam Design S SUMMARY: . depth: 24 inches width 24 inches P I4 0 24TsAN 01, Copyright WRIGHT ENGINEERS (PROJECT. . S WRIGHT en g ñ e e r (31: 0.85 pmin: 0.0033 • (or 4tpcalculated) pmax: 0.0160 d top (in): 19.25 d bot (in): 19.25 Mu (-) (kip-ft) ptop As top (lnA2) top reinforcing 129.8 0.00338 1.56 4 # 6 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 (EXISTING REINFORCING) v2OOI3 SHEET. GtJ 1o, 1 RIGHT • engineers CONCRETE BEAM DESIGN DESCRIPTION: Grade Beam Design 2 BEAM f'c(psi): 3000 b top (in): 24 shear b (in): 24 i: 0.85 • PROPERTIES: , Fy (ksi): 60 b bat (in): 24 ' top rebar (#): 6 pmin: 0.0033 (or413pc1w!ate4) - Fyv (ksi): 40 6vr. top (in): 4 bat rebar (#): 6 pmax: 0.0160 h (In): 24 cvr. bat (in): 4 stirrup (#): 3 d top (in): 19.25 No'. of lines of stirrups: 2 d bat (in): 19.25 FLEXURE: Mu (+) (kip-ft) pbot As bat (inA2) bat. reinforcing Mu (-) (kip-ft) ptop As top (inA2) top reinforcing 59.5 0.00201 0.93 3 # 6 ' 59.5 0.00201 0.93 3 # 6 0.0 0.0000 ' ' 0.0 0 0.0 •. 000000 ' ' 0.0 0 . 0.0 . 0.00000 0.0 0 0.0 0.00000 - 0.0 '0 • 0.0 0.06000 ' 0.0 0 • • SHEAR: $: 0.75 . 4Vc (kips): 37.96 max stirrup spacing (in): 9 5 if 0 Vs> 75.9 4Vs max (kips): 152 • Vu (+) (kip) '4Vs req'd:. she stirrups 11.9 none reqd ' 0.0 - none reqd 0.0 none reqd . 0.0 none reqd 0.0 none reqd 0.0 . none reqd • '.'. DESIGN beam: Grade Beam Design 2 . SUMMARY: . ' depth: 24 Inches, width 24 inches • .• .• • ' •• • ' • . • • , . . Copyright WRIGHT ENGIPIIEERS 1 1 v20083 Total Resistance/P.S. (tons) 0. 10 - 20 30 40 50 60 70 80 90 100 110 120 130 140 ° rj i• Tr;rrlrTTrTr1—rrr-i--i--I-?-1-r-i--r-r -r-r u - I •_ I I I I . I . . ------i1 - ------------------------- ----------------------------- ------------- - ---- I I I I - I '0'•---- -I .___- ------ ----4 ----------.I ------_____ ------------ .-.-------- -------------------_.I ------. ,- ----------- ---------------- I I I 9 I - - I I . • I. I . I o -- -_I -----'_ ----------- ------.i--------------------------.1 I I I - . I I I I - ,-. II . I .9 -- - - - .. I------------ ---------------------- I I I I I I . '____j - -- __:------------------------------------------------------ - . I. .* •, . . - . I _________________ 00 I I I I ---------i ------,- -- .--•---i ----------1° ........-. T -------- - - I - •-I I I I •. I I I . I I -------i_ .:.:.:.: -•-.. . - :--:- ------- i 11± -- -H N\ - -- -____i--------------- --- ------------Dia=2ft DDio2.5ft --H --------------------------.-:\----:-\..Djs31l - : 0Dia=3.5ft .:__\: 0Dia=4fl LEGO - 3D 18- CIDH PH, G21 5.3 10075.017 idealized soil profile, models for use in Shaft analysis, or similar lateral pile analysis software. Table 2 Shaft Model Parameters Layer Depth J Effective Unit Friction k Top Bottom Soil Model Weight Angle (pci) (ft) (ft) (pcf) (4)') 0 20 Sand 127 32 225 20 80 Sand 125 32 225 5.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing an allowable bearing pressure of 1,500 psf. Floor Slab Considerations Slab-on-grade floors should be at least 5 inches thick and be reinforced with No. 4 rebars 18 inches on center each way (minimum) placed at mid-height in the slab. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Where moisture-sensitive finishes are planned; underslab moisture protection should be designed by the project architect in accordance.with Section 4.505 of the 2013 California Green Building Standards Code (CBSC, 2013). Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to at or above the laboratory optimum moisture content. The potential for slab cracking may be reduced by careul;qILof Water/cement ratios. The contractor should take appropriate c à during the pouring of concrete in hot weather to minimize cr6kyg of the slab We recommend that a slipsheet (or equivalent) be utilized if gr utedttilè'Thrbl4 tile, or other crack-sensitive floor covering is planned directlçi'ri, corrëab. All slabs should be designed in accordance with structural YY., ...' , -18- Le1ght . 10075.017 subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 5.2.2 Drilled Pile Foundations For the analysis. and development of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2012) produced by Ensoft, Inc. was used. As shown in Appendix B, the Shaft capacity curves were developed for 11ill capacity curves are also presented in Appendix B. Pile settlement is anticipated to be less than 1/4 inch under design loads and normal 'service conditions. The design curves are based on center 10 center pile spacings of at least 3 pile diameters for the CIDH piles less than or equal to 3 foot diarlieter, and at least 5 pile diameters for the CIDH piles greater than 3 foot diameter. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 5 diameters. In addition, we recommend that no subsurface existing or proposed improvement be constructed within at least five (5) pile diameteLt.,.Q.fe proposed CIDH foundations. If alternative methods of lateral analysis are preferabl,ye Erqq-9Mp 3n~\4 analysis methods such as p-y of strain wedge model at c8r4 er the Lu boundary conditions at the ground surface. The followinbl 2 present 00 ell -17- Leigtl9p • I_t5 1 NO: SHEET: G24 1 t*M ROiECT: . • RIGHT engineers . .- 1cyti / s1' 21 AT - ,. __ . I / :- ?= .Z7OOSc-,dO ,( • 24. ., • S .. DESCRIPTION: Grade Beam Design 3 CONCRETE BEAM DESIGN WRIGHT enginr BEAM f'c(psi): 3000 b top (in): 24 shear b(in): 24 131: 0.85 PROPERTIES: Fy(ksi): 60 b bot (in): 24 top rebar(#): 6 pmin: 0.0033 (or413pcalcu/ae) Fyv (ksi): 40 cvr. top (in): 4 bot rebar (#): 6 pmaX: 0.0160 S h (in): 24 cvr. bot (in): 4 stirrup (#): 3 d top (in): 19.25 No. of lines of stirrups: 2 d bot (in): 19.25 FLEXURE: Mu (+) (kip-ft) • pbot As bot (in A2) - bat. reinforcing Mu (-) (kip-ft) ptop As top (in A2) top reinforcing 22.1 0.00074 0.34 1 # 6 0.0 0.00000 0.0 0.00000 .0 0.00000 0.0 0.00000 0.0 0.00000 S SHEAR: •: 0.75 S 4,Vc (kips): 37.96 max stirrup spacing (in): 9 5 if 0 Vs> 75.9 5 IVs max (kips): 152 Vu (+) (kip) 4Vs reqd: shear stirrups 5 - 6.2 none req'd . 0.0 none req'd 0.0 none req'd 5 0.0 • none req'd .. 0.0 none req'd 0.0 none req'd DESIGN beam: Grade Beam Design 3 . SUMMARY: depth: 24 inches width 24 inches • S S. . S S v,vte Grade Bean, xis Concfiean, (4) Copyright WRIGHT ENGINEERS ROJECT: 22.1 0.00074 0.34 1 # 6 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 1 v2008.0 .03 No: I !TL__O25- ., S • • - CONCRETE BEAM DESIGN 5, • DESCRIPTION: Grade Beam Design I • BEAM . ft (psi): 3000 . b top (in): 24 shear b (in): 24 • PROPERTIES: Fy (ksi): 60 b bot (in): 24 top rebar (#): 7 S . . Fyv(ksi): 40 cvr. top (in): 4 bot rebar #): 7 h (in): 24 cvr. bot (in): 4 stirrup (#): 3 5 . .. No. of lines of stirrups: 2 FLEXURE: . Mu (+) (kip-ft) pbot As bot (in A2) bot. reinforcing - • * 1500 0.00396 1.82 4 # 7 . 0.0 0.00000 0.0 •0.06000 • 0.0 0.00000 0.0 0.00000, 0.0 0.00000 • . ,., • SHEAR: : 0.75 : 5' 4Vc (kips): 37.83 max stirrup spacing (in): 9 5 if 0 Vs> 75.7 . . tVs max (kips): 151 Vu (+) (kip) 4Vs req'd: shear stirrups 5 30.0 ' minimum # 3 at 7 S 0.0 none req'd 0.0 none req'd S 0.0 none rqd S 0.0 ' none reqd 0.0 none req'd S S DESIGN beam: Grade Beam Design I 5 SUMMARY: , . depth: 24 inches S width 24 inches . top reinforcing: (2) #4 CONT. S S.. bottom reinforcing: (6) #10 AT MIDSPAN (2) #10 AT ENDS 5 . shear reinforcing: #3 AT 15* O.C. AT ENDS #3 AT 40 O.C. AT MIDSPAN S S. S S S S ' , S • S. r etsCado5eafn.x/sQnc8eam copyright WRIGHT ENGINEERS 5 ROJECT S • RI GHT engineers 131: 0.85 pmin: 0.0033 (0r4/3pca1cu!ated) pmax: 0.0160 d top (in): 19.1875 d bot (in): 19.1875 Mu (-) (kip-ft) ptop As top (inA2) top reinforcing 150.0 0.00396 1.82 4 # 7 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 (EXISTING REINFORCING) '#2008.0 03 SHCET RIGHT engineers j [PROJECT: 1 [SHEETs G27 1 [No: _______________ Location: B1 Wright Engineers Multi-Loaded Multi-Span Beam . ..7425 Peak Dr .. [2015 International Building Code(AlSC 14th Ed ASD)] —:.Las Vegas, NV 89128-9011 A36 L4x4x1/4 x 5.0 FT Leg Up - Section Adequate By: 7.0% StruCalc Version 9.0.2.5 9/20/2017 9:24:20 AM Controlling Factor: Shear - - REACTIONS • Live Load 150 lb 150 lb . Dead Load 642 lb 642 lb Total Load 792 lb 792 lb . Bearing Length 0.63 in .0.63 in --------------5ft-------- ______ BEAM DA • Span Length 5 ft • Unbraed Length-Bottom 5 ft . . Unbraced Length-Top 0 ft UNIFORM LOADS Center ANGLE PROPERTIES Load 60 plf Li *ead Uniform D Uniform . •STEEL . . Load 250 pif X X - A36 .ve BeamSeif Weight 7 plf . . .. Total Uniform Load 317 plf . . . Properties: Yield Stress: Fy = 36 ksi • Modulus of Elasticity: . . E =. 29000 ksi Depth (Leg Length): d= 4 in .Leg Thickness: tw'= 0.25 in Distance to Angle Toe of Fillet: k = 0.63 in - .Moment of Inertia About X-X Axis: ix = 3 in4 Section Modulus About X-X Axis: Sx = 1.03 in3 . Design Properties per AISC 14th Edition AISC Stóel Manual: Angle Tip is in Compression Flange Buckling Ratio: FBR = 16 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 • Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength WI Safety Factor: Mn = 2161.72 ft-lb Controlling Equation: F10-7 Controlling CV Factor: Cv = 1 • . Nominal Shear Strength w/ Safety Factor: Vn . 12934 lb • Contr011ing Moment: 989 ft-lb .2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 .Controlling Flexural Shear: - 792 lb Controlling Torsional Shear (C-G4-2): 11294 lb • Controlling Shear: 12086 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s • Comparisons with required sections: Bq - Provided Moment of Inertia (deflection): - 0.96 in4 3 in4 • Moment: 989 ft-lb 2162 ft-lb Shear: . 12086 lb 12934 lb ., NOTES - - • • • - • • • . Project: Location: B2 Multi-Loaded Multi-Span Beam (2015 International Building CodeAlSC 14th Ed ASD)1 A36 L4x4x1I4 x 5.0 FT (2.5 + 2.5)Leg Up . Section Adequate By: 100.9% Controlling Factor: Shear Live Load 0.00 IN UMAX - 0.02 IN 2L/2832 . Horizontal Component 0.00 0.01 Dead Load -0.01 in 0.08 in Horizontal Component 0.00 in 0.05 in Total Load -0.01 IN L/3562 0.10 IN 21J608 Horizontal Component -0.01 0.06 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 page .DanA stk Wright Engineers 7425 Peak Dr -.. Las Vegas, NV 89128-9011 StruCaic Version 9.0.2.5 9/20/2017 9:21:31 AM w REACTIONS A B • Live Load 75 lb 300 lb Dead Load 0 lb 1283 lb : 75 lb 1583 lb 0 lb _______________________________________________ F.S) - lb 0. 75 AL Bearing Length 0.63 in -63 in A__2.sft B 2.5ft BEAM DATA QnIr. BIfl Span Length 2.5 ft 2.5 ft UNIFORM LOADS Cente! &91 Unbraced Length-Top 0 ft 0 ft . .Unbraóed.Length-Bottom 2.5 ft 2.5 .ft Uniform Live Load Uniform 60 plf 60 plf STEEL ANGLE PROPERTIES . Dead Load 250 plf 250 plf L4x4x1/4 - A36 Beam Self Weight . 7 plf 7 plf Total UniformLoad 317 plf 317 plf Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi . Depth (Leg Length): d = 4 in Leg Thickness: tw = 0.25 in .Distance toAngle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: Ix = 3 in4 . Section Modulus About X-X Axis: Sx = , 1.03 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio' FBR = 16 • Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBRfiC = 25.83 • Elastic Lateral-Torsional Buckling Moment: Me = 2834.16 ft-lb Nominal Flexural Strength WI Safety Factor: Mn = 2220.36 ft-lb • Controlling Equation: FI0.3 .Controlling Cv Factor: Cv = 1 Nominal Shear Strength WI Safety Factor: Vn = 12934 lb * Controlling Moment: 489 ft-lb .Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 3 Controlling Flexurãl Shear: 1792 lb Controlling Torsional Shear (C-G4-2): . 5647 lb Controlling Shear: 6439 lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s * Comparisons with required sections: Provided .Moment of Inertia (deflection): 1.19 in4' 3 in4 Moment: -989 ft-lb 2220 ft-lb Shear: 6439 lb 12934 lb G29 L9RIGHT engineers R'ce ,3ccIr oAU: L LGOLM- •: PROJECT: I SHEET G30 1 : RIGHT • • S S. C+4t zAc 4i1 11QJSJ f ,c, 1-ce .64r- O S 04 Th rec = 0 I - • ...- S S. S. oU 424 ecle 5 71~- • S øo.75 • = OOcO (, 57(r'\\ (4.9iY or • .. 5 -F - engineers PROJECT: Lo'-AcjbY9 S 1LI4s LET.(33] Floor Type: High Roof V Floor Map I V RAM Steel 14.07.00.05 RAM DataBase: Lego Land Model 877-17 . 08/09/17 11:20:19 Building Code: IBC Steel Code:AISC 360-10 LRFD Ri .S.. S.S.SSSSSSSSSSSSS S SSSSSSSSS .•S..S'S. S SI SI Floor Man I RAM Steel 14.07.00.05 Page 2/2 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: IBC Steel Code: AISC 360-10 LRFD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf Roof Load i8.0 0.0 20.0 Reducible 0.0 0.0 0.0 Line Loads . Label DL CDL LL Reduction ..PLL CLL Mass DL k/ft k/ft . k/ft Type 1 k/ft k/ft k/ft Li Parapet Load . 0.100 0.000 •. 0.000 Reducible 0.000 0.000 0.000 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips . kips Type kips kips kips P1 Ride * 0.000 0.000 5.500 Unreducible 0.000 0.000 0.000 SN 1-- C ------- OD s........sO..sss...s.s....esss.......e..s.se F11 Floor Map RAM Steel 14.07.00.05 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Roof I I I I I I I I I I I I I I I I I I I ---.- ------------------------------------------------ •-------------------------C D I I I I - I - .- II-------------------------------------------------- - • I - I H R3 LlL - - •1 - - ------------------------------------__iiiziii -r r- - 1I 2) S_J .......ess,sss.e...'.e.s..s..s.....s..ss..si.e Floor Map I V RAM Steel 14.07.00.05 Page 2/2 * RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building code: IBC Steel Code: AISC 360-10 LRFD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf Roof Load 18.0 0.0 20.0 Reducible 0.0 0.0 0.0 Line Loads Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft Li Parapet Load 0.100 0.000 0.000 Reducible 0.000 10.000 0.000 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips P1 Ride -0.000 0.000 5.500Unreducible - 0.000 0.000 0.000 P2 Mechanical Unit 1 4.900 0.000 0.000 Reducible 0.000 0.000 0.000 P3 Mechanical Unit 2 2.900 0.000 0.000 Reducible 0.000 - 0.000 0.000 R4 43 52 51 ITI 0 0 0 0 ------------------- 55 54 Ak -, 48 47 50 49 5 01 274 LL) 272 275 273 1 H 1 312 -------------------- - I 284 281 285 282 288 283 lb 278 - 289 287 290 288 291 314 276 2__________ o 148 2 295 298 297 - 300 :: f 198 _____ C® C ® C • • • O Fo RAM . Beam Summary RAM Steel 14.07.00.05 DataBase: Lego Land Model 8-7-17 Building Code: IBC 08/09/17 11:20:19 Steel Code: AISC 360-10 LRFD .0 STEEL BEAM DESIGN SUMMARY: • Floor' Type: High Roof ' • Bm # Length +Mu -Mu Mn Fy Beam Size Studs . ft kip-ft kip-ft kip-ft ksi 3 4.75 0.0 -29.3 • 19.50 11.6 -29.3 51.2 50.0 W12X16 u . . 4 10.33 3.7 0.0 52.1 50.0 W1OX12 u . 5 33.50 116.3. ' 0.0 225.0 50.0 W16X31 u 10 32.50 224.3 0.0 420.8 50.0 W18X50 u • 11 19.50 82.2 0.0 154.5 50.0 W12X26 u • 13 33.50 133:0 0.0 225.0 50.0 W16X31 u • 17 52.00 581.81 0.0 1140.6 50.0 W24X103 u • 38 29.61 38.1 0.0. 122.1 50.0 W12X22 u 43 33.50 142.1 • 0.0 225.0 50.0 W16X31 • - 44 33.50 142.1 00 225.0 50.0 W16X31 • 45 . 33.50 • 143.8 0.0 225.0 50.0 W16X31 . 47 10.33 1 6.4 0.0 52.1 50.0 W1OX12 u 48 33.50 .140.5 0.0 225.0 50.0 W16X31 O 49 10.33 5.0 0.0 52.1 50.0 W1OX12 u • 50 33.50 129.0 0.0 . 225.0 50.0 W16X31 • 51 8.94 4.9 0.0 52.1 50.0 WIOXI2 u S 52 5.96 2.0 0.0 52.1 50.0 W1OXI2 u 53 2.98 0.4 0.0 52.1 50.0 W1OX12 u • 54 10.33 6.5 .'O.O 52.1 50.0 W1OX12 u • 55 33.50 142.1 , 0.0 225.0 50.0 W16X31 O Floor Type: Roof S . ' Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi • 2 23.00 98.8 0.0 170.0 50.0 W16X26 u • 82 23.00 181.5 • 0.0 270.1 50.0 W18X35 u S . 92 32.50 235.0 0.0 . 364.3 50.0 W21X44 u 94 ' 37.00 982.9 0.0 1300.0 50.0 W30X99 u • 95 23.00 247.2 0.0 326.7 50.0 W18X40 u • 148 10.33 4.1 '0.0 52.1 50.0 W1OX12 u • 152 15.33 14.9 0.0 52.1 50.0 W1OX12 u S . 160 ' 17.50 11.4 0.0 32.3 50.0 W1OXI2 .0 163 17.50 86.1 0.0 150.1 50.0 W16X26 u • 198 21.50 16.4 0.0' 66.7 50.0 W1OXI5 u • 200 32.50 202.5 0.0 352.9 50.0 W18X46 u • 201 13.50 ' 7.7 0.0 46.0 50.0 W1OX12 u 202 7.00 2.0 0.0 52.1 50.0 • W1OX12 u • 215 .28.50 115.1 0.0 184.2 50.0 W16X26 u • 232 48.83 • 95.3 0.0 397.5 50.0 W21X44 U R7 • , S • F BeamiIRAM Summary Steel 14.07.00.05 Page 2/2 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: IBC Steel Code: AISC 360-10 LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 250 22.50 150.0 0.0 194.4 50.0 W16X31 251 6.67 1.8 0.0 36.5 50.0 W8XIO 252 2.50 0.1 0.0 36.5 50.0 W8X1O 255 42.16 131.2 0.0 326.7 50.0 W18X40 u 256 21.50 37.2 0.0 72.5 50.0 W12X14 257 8.32 2.7 0.0 52.1 50.0 W1OX12 u 258 20.50 84.0 0.0 119.8 50.0 W14X22 259 25.00 250.1 0.0 337.4 50.0 W21X44 u 272 48.83 293.7 0.0 558.3 50.0 W24X55 273 48.83 300.5 0.0 558.3 50.0 W24X55 274 28.50 112.8 0.0 184.2 50.0 W16X26 275 28.50 115.4 0.0 184.2 50.0 W16X26 276 10.33 5.2 0.0 52.1 50.0 WIOX12 u 278 28.50 183.1 0.0 277.1 50.0 W18X35 279 37.00 239.9 0.0 420.8 50.0 W21X48 u 281 15.33 14.4 0.0 52.1 50.0 W1OX12 u 282 15.33 14.4 0.0 52.1 50.0 W1OX12 u 283 15.33 14.9 0.0 52.1 50.0 W1OX12 u 284 28.50 113.0 0.0 184.2 50.0 W16X26 285 28.50 113.0 . 0.0 184.2 50.0 W16X26 286 28.50 114.2 0.0 184.2 50.0 W16X26 287 15.33 14.4 0.0 52.1 50.0 W1OX12 u 288 15.33 10.5 0.0 52.1 50.0 W1OX12 u 289 21.50 76.3 0.0. 138.3 50.0 W14X22 290 21.50 76.3 0.0 138.3 50.0 W14X22 291 21.50 76.3. 00 138.3 50.0 W14X22 292 10.33 5.4 0.0 52.1 50.0 WIOX12 u 293 48.83 255.4 0.0 637.5 50.0 W24X62 u 294 21.50 . 76.3 0.0 138.3 50.0 W14X22 295 48.83 324.7 0.0 637.5 50.0 W24X62 u 296 .21.50 76.3 0.0 138.3 50.0 W14X22 297 48.83 324.7 0.0 637.5 50.0 W24X62 u 298 21.50 76.3 0.0 138.3 50.0 W14X22 299 48.83 295.6 0.0 558.3 50.0 W24X55 300 21.50 69.5 0.0 138.3 50.0 W14X22 u 301 7.00 2.5 0.0 36.5 50.0 W8X1O 312 48.83 781.2 0.0 1179.2 50.0 W30X90 313 59.17 1036.1 0.0 2141.7 50.0 W33X141 u 314 48.83 229.6 0.0 558.3 50.0 W24X55 u 315 52.00 674.0 0.0 1179.2 50.0 W30X90 u * after Size denotes beam failed stress/capacity criteria. after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. bw V Gravity Column Design Summary I R AM Steel 14.07.00.05 RAW DataBase: Lego Land Modl 8-7-17 08/17/17 15:55:27 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 56.82ft--38.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 8.1 2.5 0.2 8 0.14 Eq (HI-1b) 90.0 50 HSS5X5X1/4 Column Line 56.82ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 43.1 2.3 12.2 8 0.54 Eq (Hi-la) 90.0 50 HSS5X5X1/2 Column Line 56.82ft-25.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 11.7 4.7 0.1 1 0.23 Eq (HI-lb) 90.0 50 HSS5X5X1/4 Column Line 59.32ft-25.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 1.6 0.4 0.1 1 0.03 Eq (HI-lb) 90.0 50 HSS5X5X1/4 Column Line 59.32ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 23.7 0.4 9.3 1 0.56Eq(H1-1a) 90.0 50 HSS5X5X1/4 Column Line 61.32ft--45.02ft Level Pu Mux 1 Muy LC Interaction Eq. Angle Fy Size Roof 16.7 0.3 6.3 6 0.32 Eq (HI-lb) 90.0 50 HSS5X5XI/4 Column Line 81.82ft--45.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 33.4 4.3 5.9 6 0.68 Eq (HI-la) 90.0 50 HSS5X5XI/4 Column Line 81.82ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 91.6. 7.7 22.2 16 0.72Eq(HI-la) 0.0 50 HSS6X6X1/2 Column Line 81.82ft-4.19ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 32.6 9.0 4.5 1 0.57Eq(H1-1b) 0.0 50 HSS5X5X1/4 Column Line 8182ft-32.31ft Level Pu Mui Muy LC Interaction Eq. Angle Fy Size High Roof 51.9 18.9 10.3 1 0.46 Eq (HI-lb) 0.0 50 HSS6X6X1/2 Roof 96.9 2.0 3.8 1 0.46Eq(H1-1a) 0.0 50 HSS6X6XI/2 Ru V Gravity Column Design Summary I RAM Steel 14.07:00.05 Page 2/3 RAM DataBase: Lego Land Model 8-7-17 08/17/17 15:55:27 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 114.32ft--45.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 45.1 10.6 7.0 10 0.61 Eq (HI-la) 90.0 50 HSS5X5X1/2 Column Line 114.32ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 85.2 22.9 ' 5.9 14 0.69 Eq (HI-la) 0.0 50 HSS6X6X1/2 Column Line 114.32ft--1.19ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 36:4 6.4 4.7 12 0.55 Eq (Hi-la) 0.0 50 HSS5X5X1/4 Column Line 114.32ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 14.2 0.0 0.0 1 0.29 Eq (Hi-la) 0.0 50 HSS5X5X1/4 'Roof 14.5 0.0 0.0 1 0.29 Eq (Hi-la) 0.0 50 HSS5X5XI/4 Column Line 127.82ft--45.02ft Level - Pu' Mux Muy LC Interaction Eq. Angle Fy Size Roof 3.2 0.5 0.7 1 0.06 Eq (HI-lb) 90.0 50 HSS5X5X1/4 Column Line 133.82ft--1.19ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 24.4 6.2 3.9 1 0.43 Eq (HI-lb) 0.0 50 HSS5X5X1/4 Column Line 133.82ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 53.3 18:0 3.3 6 0.52 Eq (HI-lb) 0.0 50 HSS5X5XI/2 Column Line 133.82ft-42.64ft Level ' , Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 4.8 1.4 32.9 1 0.47 Eq (HI-lb) 0.0 50 HSS6X6XI/2 Roof - 91.0 0.2 10.8 1 0.50 Eq (HI-1a) 0.0 50 HSS6X6X1/2 Column Line 151.32ft--38.02ft Level Pu Mux , Muy LC Interaction Eq. Angle Fy Size Roof 29.6 7.3 0.0 12 0.55 Eq (HI-la) 0.0 50 HSS5X5X1/4 Column Line 151.32ft--16.52ft . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 98.4 26.3 0.0 12 0.71 Eq (Hi-ia) 0.0 50 HSS6X6X1/2 R12 f V Gravity Column Design Summary I RAM Steel 14.07.00.05 Page 3/3 RAM DataBase: Lego Land Model 8-7-17 08/17/17 15:55:27 Building Code IBC Steel Code: AISC 360-10 LRFD Column Line 151.32ft-32i31ft Level Pu Müx Muy LC Interaction Eq. Angle Fy Size Roof 39.8 9.2 0.6 8 0.44 Eq (HI-la) 0.0 50 HSS5X5X1/2 Column Line 151.32ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 4.3 1.0 0.7 1 0.08 Eq(HI-lb) 0.0 50 HSS5X5X1/4 Column Line 174.32ft--38.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 18.5 1.3 6.3 1 0.44Eq(H1-1a) 90.0 50 HSS5X5X1/4 Column Line 174.32ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 46.0 2.2 .16.7 8 0.72 Eq (Hi-la) 90.0 50 HSS6X6X1/4 Column Line 174.32ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof - 35.2 11.4 3.0 1 0.49Eq(HI-1a) 0.0 50 HSS5X5X1/2 R13 : I!A!JRIGHT engine S. • ac4 Jrtdj • . _____ -. a." .. ov'CC (DV \AB i : O ViL OO • VJu '- C' -(&P t &) +14 (ioo -Pt)] x - .------ trrr-,r-u,r-r- __--•...--,-..,-.-....*--.-.-.-_ - .- • vJL (l2x8*/ CoODV,)5 v'k - 2- 2. : ec 4r 52 ( 2o 4 AM A j:. .: IL 13 5 p4 S3• . .- . :.- -- . _ __ '. :. rO 2O Zo 'PL o4c- tQp ;..... MLA (VtS-F-xj' + 1( 7' : • Vq :i: - 1.(, /,t4 - -------j------------ - • -r 6 ysaU - FPROJE7CT~~QLAWD~-1D4 1[1: R WRIGHT engineers CONCRETE BEAM DESIGN DESCRIPT!ON SI/S2; BEAM f'c(psi) 3000 btop(in) 12 shearb(in) 12 1 085 w PROPERTIES Fy (ksi) 60 b bot (in) 12 top rebar(#) 5 pmin 00033 (Of4,3pC!cuI&d) Fyv (ksi) 60 cvr top (in) 3 bot rebar (#) 5 pmax 0.0160 h (in) 6 6r .'60f (in) 3 stirrup (#) 3 d top (in) 2.3125 No. oflines of stirrups: 2 d bot (in):. 2.3125 FLEXURE Mu (+) (kip ft) pbot As bot (in42) bot reinforcing Mu ( ) (kip ft) ptop As top (inA2) top reinforcing Q:8 0.00333:0.09, 1 i. 5 0:8 0.00333 0.09 1 # 5 00 0.00000 . 00 0 • 0 0.0 0.00000 0.0 0 • QO 0O® 0 , 0.0 00600O . .0.0 0 • SHEAR: C 0:75. • 4Vc (ktps) 2:28, astirrup cing 2:1 ...' 4: -.. rr. .. • axp59. Vu;(~)kip) 4Vsreqd;, 'shear'stirrips 'none 0.7 reqd. • . 0.0 none req'd • . 00 nonereqd 0.0 ' none reqd • o0 none réq'd 0.0 none re'd DESIGN beam": :SI42 • SUMMARY: .' . depth: 6 inches • width 12 .inchs • • • • H • . .- • LNo: :::~~I~ShEETR15 • : . RICH' e.ngin • • CONCRETE BEAM DESIGN O DESdRIPTiöN: :S3 . BEAM fc(psi) 3000 btop(in) 12 shear (in): 12 - I1 085 PROPERTIES Fy 60 b bot (in) 12',top rebar (#) 5 pmin 0.0'033 (or4f3pcaJCu8tefJ) • Fyv (ksi) 60 45W top (in) 3 bot rebar (#) 5 pmax 00160 • h (in) 10 cvr bot (in) 3i stirrup (#) 3 d top (in) 6.3125 No of. lines ofstirups d b0t(in):. 6.3125 FLEXURE Mu (+) (kip ft) pbot As bot (inA2) bot reinforcing Mu ( ) (kip ft) ptOp As top (,nA2) top reinforcing • 80 000390 030 1 1 51 80 00039 030 1 # 5 0.0.O.oOboo 0.0 • 0.0 0.600,00 o:o 0 O;0. 0.60000'. 0.0 O • . 0.0 0.0000 . 6.0 0 • 10.0 0.b000. . 0.0 0 - SHEAR: 4 ;0.75 . .Vc (kis):6.22 _.. ....p1 .... • . . . $Jkips)5 . • Vu (~).(kip) .$Vs.reqd; 23 nonereqd • 0.0 00 none reqd - 010 none-r6 d. • 00 Tqq 0.0. none req'd • . .DES!GN Ijeam: S3 SUMMARY: .. depth: 10 inches • width 12 inches • • 0• • • H • • • • . • 0- — . H v.4.03 LNO: I SH(E1 R16 L!A!IRIGHT engine '7 hvJ 2pc.x i , • Oc& ,( 2- 7io4 4 1 )W) 7,) e oZ - • : & ( ,c') O qIDL ______ • 41 #35 40 f, "Ju =co — o )( At 5 W ________________ = 3223 — ' 6 fS3 f rve tO r %AJ : : 2 °A' • 4. see x9ç -vr cM'L •• -[No: We 14 Q5WECT: J% ________ :. RIGHT • S • CCN'CRETE BEAM DEGN : DESC . BEAM ft (psi) 3000 b top (in) 12 shear b (in) 12 I3i 085 PROPERTIES Fy (ksi) 60 b bot(in) 12 top rebar(#) 6 pmin 0.0033 (or 4J3pcolcuIat1) • Fyv(ksi)6Q cvi. top (in): 3 bot rebar(#): 6 pmaX 0:0160 • h (In) 16 cvi bot (in) 3 stirrup(#) 3 d top (in) 1225 - No. Iinésót stirrups: 2 d bot (in): 12.25 FLEXURE Mu (+) (kip ft) pbOt As bot (ifl42) bot reinforcing Mu ( ) (kip ft) ptop As top (in 2) top reinforcing . 62:0. 0.06856 1.25 3 # 6 62.0 0.0085 1.25 3 # 6 0.0 0.00000 6.0 b • oo ó,d0000 0.0 0 oo 0.00000 0:0 0 • 0.9 0.90000 0.0 0 • 0.0 0.09000 . 0.0 0 .' .5 SHEAR 4): 0.75 4)Vc (kips): 12.08 • max stirrup spacing (in) 6 _.__.3Ø 24 2 _____ _______________ - • . - ____________________________________________________________________________ • Vu (7) (ki) §W reqd:. shearstitrups 3 at; 6 0.0• none reqd . 00 none OO, none reqd . 0.0 none req'd • 0,01 none reqd S DESIGN beam: 61 SUMMARY: . depth: 16 inches - • width 12 inches • • . 5 5 • . 5 , 5. i. - • S S • S • . CopyngWRiGH1ENGiNEERS 1 1 v2Q08O 03 (PROJECT: I I 5 NO: SH(E1 R18 alKIGHT -. engIn. CONCRETE EEAM DESIGN • DECRIFTiÔN:1.C.3 AM. M(PY 30ôb b ip () 12 shear b (in) 12 - P1 085 PROPERTIES Fy (ksi) 60 b bot (in) 12 top rebar(#) 6 pmin 0.0033 (or4apce!coIa,ej) • Fyv (ksi) 60 cvr top (in) 3 bot rebar (#) 6 pmax 0 0160 h (in) 16 cvr bot (in) 3 stirrup (#) 3 d top (in) -12.25 • No,ófIiAes of stirrups: 2 d bo.t (in): 1.225 FLEXURE:' (i) (kip-ft) pbot As bót.(iii2).. bt.1rernforcing Mu () (kip-ft) ptop. As top (inA2) to reinforcing • 600 000819 120 3 # 6 600 000819 120 3 # 6 00 01.00000. 0.0 0 0.0 0.00000 . . . 0.0 0 • .. OO 0:00000 0.0 0 100 0.00066 0.0 0 — 0.0 0,00000 . 0.0 0 SHEAR: • 4Vc (kips):. 12.08 max stirrup spacing (in) 6 31 If 0 Vs> 24.2 - •Vsmax (kips): 48 Vu (+)'(kip) 4iVs req'd-, shear.stirrups 12;2 - 0.1 # 3 at 6 q:o none ieqd 0.0 none req'd 00 none reqd 0.0 noiierqd 0:0 none req'd PESt SUMMARY: beam: B2: depth: lj5 inches width 12 inches rPROJ ma ECT.-, 8eirnfLJD)s1.cB2 py Cigit WRGHTENGiNEE -. . ... [No: v2008,O 03 . . I SH(fl; • , '"HJUT RIGH T • . CONCRETE BEAM DESIGN S EsRJPtIop3 " BEAM ?c(psi)r3000. 0 btop(in) 12 shear b(in) 12 131 085 PROPERTIES Fy (ksi) 60 b bot (in) 12 top rebar (#) 5 pmin 0 0033 (04/3pcalculatecl) 5 Fyv (ksl) 40 cvr, top (in) 3 bot rebar (#) 5 pmax 00160 h (In) 10 cvr. bot (in) 3 stirrup (#) 3 d top (in) 63125 • No. of.Iines of stirrups: 2 d bot in): 6.3125 5 FLEXURE Mu:'(+)(kip-ft) pbot. As bot (i02) bot. reinforcing Mu.(-) (kip-ft) 'ptop As top (inA2). 'top reinforcing 164 000846 01,64.3 # 5 164 000846 064 3 # 5 • 0.0 0.060 6S00000oo 0.0 0 - 6.0 . 0.0 0 ' 0.0 0.00006 0.0 0 o.o 0 6.0 o.000ôo' . 0.0 o S • SHEAR: • 4,Vc:(kip): 6.22 maxstfrrup spacing(in): 3 4,Vs max (kips): 25 'u'(+) (kip) 4A/s•req'd: 6.0 'P. inirnum 'o:o none reqd 0.0 none reqd 0.0 none reqd .0.0,none reqd 0.0' - none req'd 2.. if. Ys > 12A: shear stirrups # 3' at. 3 DESIGN beam: B3 'SUMMARY: depth: '10 inches Width 12 iiiches b.7aeteB.an,fUOpdsB24 Copyright WRIGHT ENGINEERS I 1 v2008. .03 'RWECI: lj'lO: SH(f 20 RIGHT e n g i n e o — — DL =cc t copcc( 0 rio/, Lh. - e 9 7 (i11-t L/ 14 31 64 3oeo --------------- Ir - L pt .ce -r croLsis to Ito iç •8 (t 4f,)xto 'th?c4 cs -----------;:----- (0.4 *see. cocj 4?cr c*iss = In (.0 4i 62— r>L 1 p x41/. oo 64 (ll t2to) - p L12; LSHEET:_ R21J : K[GHT engih CON'CRETEBEAM DESIGN • DESCRIPTION:'. -OCAAM 'fè(psi)'3bT biop(in) shear 6. ): 12 ' PROPERTIES Fksi)60 bbot(in): 12 torébár(#): 5 prnin: 0.0033 (or4/3pcalcu!at • Fyv(k'si):40 'cvr,tOp.(in): 3 Wt rebar(#): 5' pmax: 0.0160 cvr.b6t(in): :3; stirrup (#): 3 d top (In): 612 • No. of lines of stirrups:. .2 d bot (in):. 6.3125 FLEXURE: Mu (4)(kip-ft) pbOt Asbot (I6A2) Opt. reinforcing: Mu'(-) (kip-ft) pLop Astop (inA2) top reinforcing • 82, ..# 0.00400; 0.30' 1 5' 8.2 0.004 0.30 1 # 5 • 0.0, .0.00000 , 0.0' 0 0.0. o:op000 0.0 0 • ' 0.0 ' . oobo:oo, . . ' 0.0 0' . 0.0 O:00O0 , ' 0.0 0 0.0 .00000 0.0 0 • ', • 'SHEAR 4) 0:75 • . '' 4)Vc (kips): 622 • , max stirrup 'spacing (in):'3. '2 if ØVs> 12.4 max (Rip Vu # 3 at3 0.0 none req.... 00 none req'd 00 . none req'd 0.0 noneeq'd '0.0 none'reqd DESIGN beam.. B3A. SUMMARY depth 10 inches Width 12 inches, th,aeia8,,(UO)yJ.c8,78 , CèpynghIWRIGHT ENGINEERS ,PROJECT, I1 v2068.0 .03 Lwo ,,, I SHE T • WRIGHT" eng.in.8 CONCRETE BEAM DESIGN • • 'bESCRIPTIbN:.B BEAM ft (psi) 3000 b top (in) 12 shear b (in) 12 31 0.85 PROPERTIES Fy (ks,) 60 b bot (in) 12 top rebar(#) 5 pmin 00033 (or 413pC&cu!ated) Fyv (ksi) 40 cvr. top (in) 3 bot rebar (#) 5 pmax 00160 Ii (In): 12 cVr bOt (in): 3 stirrup (#): 3 .d top (in): 8:3125 5 Nb..of lines of stiru 2' s: .d bot (in): 8.3125 FLEXIJRE:.Mii() (kip:ft). pb.ót. Mbt (i02). bot. reinforcing. Mu () (kip.-ft) ptop As top (in2) •top reinforcing 5 161 000456 045 2 # 5 161 000456 045 2 # S • O.o 0.o00o. o.o • o:o 0.00000. 0.0 :0.00000' 0:0 0 0:0 0 o.oöôoO. 0.0 0 00. 6.00000 . 0.0 0 • • SHEAR: • . Wc(kips): 8:20. • max stirrup spacing (in)4 '2 if Vs >164 4Vs max.(kips): 33 • Vu (+).(klp) 4Vs reqd: ,. shearstirrups 64 minimum # 3 at 4 • 010 • blo none'reqd 0:0 • 0.9 none req'd 00 none reqd DESIGN bea'im. 83A, 5 SUMMARY: depth: 12 inches Width :12 inches • .• ••... • • S. • S . • • • . S • ____________ Co ree 0am (L/0M1s84 Copyright WRIGHT ENGINEERS 1 ,2008 03 fROJECT: [No: . I SHEET: • S : KIGHT 'CONCRETE BEAM DESIGN S DESCRIPTION: APU PIT 1666 biop.(W ihiarb1F1 i3ôI PROPERTIES Fy (ksi) 60 b bat (in) 16 top rebar (#) 5 pmin 0'0033 (or 4/3pc8ku18fed) • Fyv (ksi) 40 cvr top (in) 3 bot rebar (#):'5 pmax 6.0166 h (in) 10 cvr. bot (in) 3 stirrup (#) 3 d top (in) 63125 • . No. of ilnesof stirrups: 2, d bOt.(in): 6.3125. FLEXURE:-.Mu (+) (kip ft) pbot As bot (inA2) bot reinforcing Mu (-)'(kip-ft) ptOp As top (in'2) top reinforcing • * 5:8 0.00276 0:28 1#5 5.8 0.00276 0.28 1#5 o.o o.000oo 0.0 0 0.0 0;00000 00 0. • 0.0 00000 0.0 0 S 0.0 0;00000 0.0 0 0:0 000000 .0.0 0 • SHEAR: 4: 0.75 4Vc(kiØs): 8.30 • max stirrup spacing (in) 3 2 if q Vs> 16.6 . . . . ... . ....................... . .......... . ............ . ....... --- - 4iVs rnax(kips): 33 . . u (+)(kip) 4Ys réq'd: 3:9 none req'd 0.0. none req'd 0.0 none. reqd 0.0 none reqd 0.0 hone: req'd 0..0.none req'd DESIGN bebin," B5 SUMMARY: depth'• 10.. ináhes width 16, aches äoprigit WRIGHT ENGINEERS' PROJECT: . . ... W0018.1 4.03 1,Np: =SHEET- : RIGHT e n g i n e e r I' • ______ • • I ' 1350 u(°'7' 4(0 /,)xZ 4. 2-c(oOOO xZ.. .. . --- 05. U? ••_ 3 ç,cj LGoLA - 06 L R251No: WaKILH-T eñgin 5 • CONCRETE BEAM DESIGN • • BAM113000_b1bjifl2__sTearb (In): 12 _131 _085 PROPERTIES Fy (ksi) 60 b bot (in) 12 top rebar (#) 6 pmin 00033 (or 4/3 p a1cu/oto) Fyv (ksi) 40 cvr top (in) 4 bot rebar (#) 6 pmax 00160 h (in) 20 cvr bot (i,n).l 4 stirrup (#) 3 d top (in) 15.25 ' No. of lines of stirrups: 2: dbot (in) 15.25 • EURg MU (409,711)' pbot As.bOt(InA2) bot. reinforcing "Mti(-) (kip-ft) ptôp As top (in2) top reinforcing • 868 000759 139 4 # 6 868 000759 139 4 # 6 0.0 .0.000. . 0.0 0 w 0.6 o.0000ô . O0. 0 • 00 000000 00 0 .0.0 0.00. . 0.0 0 '00 0,.0 0000. . O.Q. 0 SHEAR:0:';'0.75 • V.c(kips): 15.03., rth.stirrup spaclng;(in): .7 4. if 0'Vs> 30.1 0.0 - nonereqd 0.0 .done, red 0:0 'b.o none req'd 0.0: 'none reqd: DESIGN beam: 86 SUMMARY: depTh: 20. 'irIches' width 12 inches CB ?D VT ' çopyhi WRIGHT ENGINEERS tPROJECT.,. . r 1 :v2QWOO8.04.(3 ESHEET; GH i ñ e n g I n e e r S c11QI'.i- • bL (t.ølr.3 oO 25" kD, 4' 972 ' qr tQOO •2 ?.c: , -- r7 z (7( (Y-iz' )j t 447Z • :• 15q5 4;t 3 2.4 r' • • _ - '5/3-Z I 20 1,0 ES 53 15* • ______ S 7.3'' • ti6o L1P [Not \"5 =SHEET.Ll ORIGHT e n gi n. e e r S FLEXIBLE DIAPHRAGM LOAD CALCULATIONS DESIGN NET WIND PRESSURES (PSF) WALL tEV-tf9)1MNDWARB . Q. 9.1 LEEWARD WALL: 5:6 15 9.1 WINDWARD.ROOF: 0:0 • 20 9.7 LEEWAbRööF: 11.3 25 10.1 . wINbARo'PARAPET 22.6 • 30 105 LEEWARD PARAPET 151 RIDGE or DIAPHRAGM ABOVE 40 11.2 MIN NET PRESSURE: 10.0 CALCULATED _____ LOADED DIAPHRAGM 50 i .1117.. EQUIVALENT 60 iai DIAPHRAGM DIAPHRAGM BELOW — 70. 42A LOAD • .80. 13.0 • .90 13.3. 100 13.5 WIND LOADS Wi. GEJ ELEV RIOOIAPH ABOVE (PT)l:16 S ELEV. IOADEDD.IAPH, (Pr).: 1.4 ELEV LOW DIAPH n: 0 S . SURFACE.TYPE ABOVE: PARAPET DIAPH.. LOAD p: 185.5 WINDWARD LEEWARD or BOTH BOTH S WIND LOAD CALCULATIONS WI 15.0sf(7;Oft)1 377pst(L0ft)1 + 37..7ps!(tlft)1.=18&50lt SEISMIC. LOADS Si S2. SEISMIC COEFFICIENT 0,;0.86 0.086 DIAPH:OL(psp): 32 32 DIAPH. DEPTH (Fr).: 87 DIAPH LOAD (PIP) 239.4 '3301. SEISMIC DIAPHRAGM LOAD - SEISMIC COEFFIECIENT (OIAPH DL DIAPH DEPTH ,+ WALL DL WALL TRIO.) .02 =SHEET.. No: : WRIGHT e n g I h e e r START j ASSUMES FLEXIBLE DIAPHRAd.l: ,9 j L1r!:. LiNE LINE bESCRPTION: X.fllrpctloñ . DESCRIPTION Front-Back - APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START LOC. X(FI) WFORCE SFORCE X (Fl) END X (Fl) No LOC X (Fl) W (IBS) S (LOS) LINE No W1 Si 0 120 I 1.25 0 11129 16 . 5 120- 11129 14365 APPLIED DISTRIBUTED LOADS WIND SEISMIC START x (FT) END x (FT) APPLIED POINT LOADS LINE No LOC x (F)) WsI S S) CALCULATED LINE LOADS LINE No ICC_X (Fl) WFORCE SFORCE Wi- S2 0 --87 A 0 958 1706 B 10.33 8069 14365 F 87 7111 12660 DESCRIPTION: APPLIED DISTRIBUTED LOADS WIND SEISMIC SiART.x (el) END 'X (FT) APPLIED POINT LOADS LINE No. LOC. x (Fl) W (LOS) S (LDi) CALCULATED LINE LOADS LINE No. LOC (Fl) WFORCE SFORCE DESCRIPTION: - APPLIED DISTRIBUTED LOADS- WINDSEISMIC START, x (Fl) - END.1F APPLIED POINT LOADS IINENo. LOC -xWn W (Les) S hal) CALCULATED LINE LOADS LINE No. LOC. x FT WFORCE SFORGE - oPofFeD,hMPnZ4lSAP/*tOas CSpyrighl WRIGHT ENGINEERS PRoJEC1 02 EHECUT... L3 1B RIGHT. engin 5 Fx FROM-INPUT v DIAPH SHEAR (FACTORED FOR SEISMIC BASED ON Fp/Fx AND p FACTOR NOTE LEFT AND RIGHT DESIGNATE EACH SIDE OF SW LINE WITH CORRESPONDING FORCE DIAPHRAGMFORCES '.''', Y NAM CAP. .trr. DESCRIPTION X Direction _______ Fp / Fx 1 - pl 1_3 • • S TYP. DIAPH. CAP. (PV): ,544 DESCRIPTION: Front-Back: . . p:l.3' ._!L!. LINE_LOC_XFT) DIAPH DEPTH I LEFT (FT)RIGHT(FT)1 WIND LEFT F(LB) V(PI.F) WIND RIGHT Fg(L8)V(PLF) SEISMIC LEFT F,(L8) V(PLF) SEISMIC RIGHT Fx(I8) V(PLF) 125 0 0 80 - .0 0 '11129 139 0 0 14365 180 5 i26 80 '0 11129 139 0 0 14365 180 0 0 • .n ....................... z:.r,.zr.—.. .... . ........ ..............r..:r..:v,........,.—....r..;-:,m:iftz;zzJrr. TYP. D)APH:CAP. (piE): 544 DESCRIPTION: :X F'o/Fx: 1 o:1.3 DLAPH. DEPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LqC; X(FI) LEFT (ET) RIGHT(FT) , F(LB) V (PIF) I Fx (.B) V (PIE). .Fx (16) . V (PIE) Fx (18) V (PIE) I T1'. LJI#rr1. L A?'; (PIF): 044 DESCRIPTION: X Fo/Fx:' 1 o: 1.3 b!i1. DEPTH ' WIND LEFT . WIND,RIGHT. SEISMIC LEFT SEISMIC RIGHT FLINE LOCXU'1)LEFT(FT) RIGHT(ET) Fx(IB) v(PIF) Fx(L6) v(PLF) Fx(L6) V(PIF) Fx(LB)V(PIF) Copyight WRIGHT ENGINEERS [No: 02 L4 LINE LOC X (FT) DIAPH.:DEPTH LEFT (ET) RIGHT (Fl) I ___ __ __ __ ____ ' WIND'.LEFT WIND RIGHT F (16) V (PIE) F (18) V (PIE) SEISMIC LEFT SEISMIC RIGHT F (18) V (PIE) F (LB) V (PIE) A 0 0 53 0' 0. 958 18 0 .0 1706 32' 10:33 53 74 .958 18 7111 96 1706 32 12660 171 F 87. 120 0 7111 59. 0 0 12660 105 0 . 0 IVIRIGHT e n g I n e e r s • kW1- O • x 1. 2- 73 • • =. (31 v3 • 93'4-' • • I t2,((0ctb xj 247 9_ 33(P • • H • ¶ S c 299Z7Tc1 r • • ,(•i p SV2= 532- • . S LOLA) - JDg L5 No: [SHFFT- IVIRIGHT e n g i n e e UPL o :ij,ocu_ • H • • • IL___ __ • • : T%A73 - 3971 S - - = 797 40 t4 (A& 4 t...kk U?\$Z •( (4cm 1- - 7ps4 = 44' Z ~4ç>j4 ?ff7c OL if T = '154k: x 32t4 up O. sto*L 4 ..'. s/oj (et2-S 1 1 L6 PROJECT: I No: I SHFFT. 32 - \C1 [PROJECT LEC- J.'D18 jk4 ObO~- .k.57 : [PROJECT: LA WO - This LL' 1TIEI1 [oJECT: LGOL,JP -4c 1 w ,[No-. 1L:I ov cc e n g. I n é er.s DESIGN SEISMIC LOADS ..ASCET-IOSECTION 12.8 EQUIVALENT LATERAL FORCE PROCEDURE SITE'CLAS'S': D RISK.CATEGORY: II' SITE SPECIFIC R: 6.5 IE: 1.00 Sos :0.787 C: 0.02. Ss: 1.123 Soi: 0:452 x 0.75 Si :0.432 SEISMIC DESiGNCAT: 0 Ta (SEC)': 0.2, Fa: 1.051 C8 : 0.121 TL (SEC): 8.0 Fv t568 C, miN 0.035 C5 x:0.456 DESIGN BASE SHEAR, V: 0.121W LEVEL. WEIGHT (K) ELEV. (FT ROQF 50.4. 15.0 PRIMARY SYSTEM DIAPHRAGMS - V( : 6:10 MIN (12.10.11:11):0.157 w k: 1 MAx:O.315W VERT OIS'IRIBUUON Fx DIAPHRAGM Fp LRFI. ASD 1 12.10.1.1 GOVERINGFp FpIFx 6.121'Wx 0.086Wx 0.121W 0.157W 1.30 CONNECTIONS LRFD ASD AscE7..losEcTIoNt2.l:3 . Fp: 0.105 Wp 0.075 Wp ARCHITECTURAL;.MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER'13 Fp(EQ. 133-I) .Ip:(133) : 1.0 'ap Rp Z(FT) LRFD ASD MAX (EQ 1332) 1 259 Wp 14 2.5 15.00 0.378 Wp 0.270 Wp MIN(EQ 1333) 0236 Wp 10 25 13..13 0.34.6 Wp 0247Wp - 1.0 2.5 11.25 0.315 Wp 0.225 Wp tO 2.5 9.38 0.283 WO 0.202Wp - 1•9 2.5, 7.50 0.2512 Wp 0.180 Wp 1.0. 2.5 5.63 0,236 Wp 0.i69Wp, 1.0 2.5. 3.75 0.236 Wp 0.169 Wp 1.0 2.5, 1.88 0.236 Wp 0.169Wp V2 • 7.03 No: I SH(E Li VA RIGH' :e .,,r S. LovR. oo - ' Lo oc I I tc -or 'Lovi ç-r st 3&& LvJ gO1 u r7f LOvJ oor 4' t(3°''-)J Mç so th'i5t' ..-- •, . .•..•...• •• •• •.• •.. ., . . • . i . . ••: - . . . • •• . - . . . .; . PROJECT: LEQLA4. •ig [NÔ 4' lEs: L121 wPFOihrapmAppoads Copyright WRIGHT ENGINEERS PROJECT S .. RICHT w S FLEXIBLE DIAPHRAGM LOAD CALCULATIONS DESIGN NET WIND PRESSURES (PSF) WAIL ELEV. WIND WARD S. 0 9.1 LEEWARD WALL: 5.8 0 15 9.1 WINDWARD ROOF: 0.0 20 9.7 LEEWARD ROOF: 11.3 5 25 10.1 WINDARD PARAPET: 22.6 30 10.5 LEEWARD PARAPET: 15.1 5 40 .11.2 MIN. NET PRESSURE: 10.0 CALCULATED 5 50 11.7 EQUIVALENT 60 12.1 DIAPHRAGM 70 12.6 LOAD 80 13.0 • 90 13.3 . 100 13.5 WIND LOADS wi ELEV. RIDGE/DIAPH. ABOVE pi: 16.25 5 ELEV. LOADED DIAPH. (Fl): 12 ELEV LOW DLAPH. (PT): 0 S SURFACE TYPE ABOVE: PARAPET S DIAPH. LOAD (PLF). 278.2 WINDWARD. LEEWARD. or BOTH: - BOTH 5 CONT. ACROSS DIAPH?: Y • WIND LOAD CALCULATIONS Wi : 15.0ps1(6.Qft)1 + 37.7psf(3.41t)1 37.7psf(1.6f1)1 = 278.2plf S • S S S e SEISMIC LOADS Si S2 SEISMIC COEFFICIENT: 0.086 0.086 S DIAPH. DL(PsI'): .. 34 . 34 DIAPH. DEPTH (Fi): 30 50 . S DIAPH. LOAD (p19: 87.7 146.2 SEISMIC DIAPHRAGM LOAD SEISMIC COEFFIECIENT • (DIAPH. 01 • DIAPH. DEPTH + WALL DL • WALL TRIB.) w ... - • • : S S S 0 5 . RIDGE or DIAPHRAGM ABOVE LOADED DIAPHRAGM DIAPHRAGM BELOW [ v2008. 02 I.No: I SHEET 01 RIGHT en g he e r START END ASSUMES FLEXIBLE DIAPHRAGM: . jI utIII1JI1IL LINE... LINE... LINE... LINE... DESCRIPTION: Side-Side APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC STARTx END, x(Fr) LINE No. LOC. x(n) Was) S(8s) LINE No. LOC. x(FT) WFORCE SFORCE Wi Si . 0 50 A 0 69552193 • B 50 6955 2193 DESCRIPTION: Front-Back APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START. X(F1) END, X(F1)' LINE No. W1 S2 0 30 - L0C,x'n W.8s) . S(LBS) LINE No. LOC,x WFORCE SFORC€ . 0 1 2193 I * 2 30 4173 2193 DESCRIPTION: X APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS • I CALCULATED LINE LOADS WiND SEISMIC START, X(FI) END, X(FT)' LINENo. LOC,xi Wcos, -; S(LBs) LINE No. LOC,xp WFORCE SFORCE DESCRIPTION: X APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START, x END, x (Fl) LINE No. LOC, x pn W (LOS) S (LOS) LINE No. LOG. x WFORCE SFORC€ vRofF/aDI4,gni.t1sA,4o4'Loaac Copyr(gll WRIGHT ENGINEERS ROJECT: S [NO: =SHEET-..L4 iVIR1GHT engin e e r s Fx - UNFACTORED FORCE FROM INPUT S v - DIAPH. SHEAR (FACTORED FOR SEISMIC BASED ON Fp/Fx AND p FACTOR NOTE: LEFT AND RIGHT DESIGNATE EACH SIDE OF SW LINE WITH CORRESPONDING FORCE DIAPHRAGM FORCES ,. . . TYP. DIAPH. CAP. (PLF): 322 . DESCRIPTION: Side-Side F I Fx: 1 p: 1.3 DIAPH.DEPTH WINDLEFT WINDRIGHT SEISMIC LEFT - SEISMIC RIGHT' IE LOC.XFT) .LEFT(FT) RIGHT (FT) F (Le) V(PLF) L.. Fx(LB) V (PLF ) Fx(LB)V(PLF) F (L V (PLF) S A - 0 - - 0 30 0 . 0 1 6955 232 - 0 0 2193 - B 50 30 0 6955 232 0 0 2193 73 I 0 0 - I . 5, H S . . TYP. DIAPH. CAP. (PLF): 322 DESCRIPTION: Front-Back Fp / Fx: 1 ' _.__.. -. WIND LEFT -. WIND RIGHT SEISMIC LEFT LINE LOC, X (FT) LEFT (PT) RIGHT (PT) F (1.0) V (PLF) , F (LB) V (PLF) F (LO) V (PIE) 2 30 50 0 . 1 0 2193 44 . H . p: 1.3 SEISMIC RIGHT F (10) V (PIP) 2193 44 0 0 S . . TYP. DIAPH. CAP. (PLF): 322 DESCRIPTION: X FpIFx: 1 p: 1.3 r DIAPH. DEPTH .WINO LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC, X (FT) LEFT (FT) RIGHT (FT) ,f) . ._v(PLYIH ..... : •F) Fx(L._!L S ... . • H S . TYP. DIAPH, CAP. (PLF) 322 DESCRIPTION: X . . Fp / Fx: 1 S DIAPH. DEPTH WINDLEFT - WIND RIGHT SEISMIC LEFT LINE LOC.X(FI) ILEFT(FT) RIGHT(FT) J) V(PLF) FB) V (PLF) .V (PIE) 'I S. Si I .. . • S S .. • - Copyright WRIGHT ENGINEERS LJPROJECT: S • r 1 V2008.051 02 LNO: I SHEET, p:1.3 SEISMIC RIGHT F (10) V (PLF) RICHT engineers - -V.--. - 5 - 435 2 5v2- S32p 0 3 (IA. 7'13 ) 2S g3 5%c -. Sv\j3 71 O '417— -\r ZZ I ___ .••. $ji 5(ept-c • —1r ______ \53c St 3S4 &- / -i-ui 2 3oo o (23co - .g;734: 1493 x2_ 5 / = \2psf UP c.)( 3 1 2_7D& PROIF.c:ti LOLA -. Lo: [SHFFT.- L15A 1 I!A!IRIGHT engine iT cCA< i'ot'4 pvJ ei) A ____ - _____________________________ : 3375*: w at tO- ' 331S OTLIJE jjb) : - 31 = (p 205 ('2-) ((I) \ oc (LC) p . ;. i .. _&> 20& çq) .!Via v : jp& 2c1(O4 (rA 1)) 337S : H 13 \44d PROJECT: [N.:1,SH EEl: L 15 BI ••. RIGHT engines we RcF LtI4L 4-c/cLc 0164or DL \E*\ VCO= AA •4c:)c 53-c . £54$14z i\C:•\ cccF pjML- Du 16 4G'4 -coru TO\A\ twc 3 tAL3V Mp-c ____ T2XQ. 9 pvvude- z -. 4 Frvci - 3 - • cc . T . ..1773 'ROJECT No: (orI IL, ET: L1 -RIGHT e. n g i n e e r S PROJECT 1 [No, tS SHEET-, L17 1 I!A!IRIGHT e n g i n e e ri r. S L iI 'N :: • L • :AT crem- *1 j73 '-o .er.2i 2-; . (('52) 3g VS -I. W•.P :e a L PPflIT. 3ctAI4t - TPAX Nn ILFFT. L181 LVJRIGHT engInes L No: SHEET: 1L sil Project Name: Front Design Stud Model: Beam/Stud —1 Code: 2007 NASPEC [AISI S100.2007] 16.00 10.00 L RIGHT e n g h e e r $ Page lofl Date: 02/02/2017 Simpson Strong-Tie® CFS DesignerTM 1,4,2.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of Simpson Reqd Req'd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 455.00 No Solutions - R2 705.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb): 0 Bridging Connectors Design Method = AlSi S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): 80.8% Stressed @P1 Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No Point Loads P1 Load(lb) -, 1000 X.Dist.(ft) 10.00 Section: (2) 600S200-54 Back-To-Back C Stud Fy = 50.0 ksi Maxo = 5065.9 Ft-Lb Moment of Intertia, Im 6.64 mM Va = 5645.8 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been riiultipiied by 1.0 for opposite load direction for connection design Flexurpi and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span ' 4050.0 0.799 4050.0 60.0 5025.4 0.806 0.537 L/357 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span - 0.00 192.0 4563.8 0.887 SON STRONG-TIP ('.flMPANY INC www.strongtie.com PROJECT =SHEET; L!A!JRIGHT en 9 flee r PROJECT: OLAO [NO:(pt4t1 SHEET: 4i Project: Project JUTR I GHT ' (4f SPEC Location: LEGOLAND JD18 0 g I n e e r Folder: Folder Date: 2/2/17 1:32 PM RedSpecTm by RedBuIltTM Designer: DA v7.1.4 Comment: 161 RedI45TM @ 32" o.c. This product meets or exceeds the-set design controls for the application and loads listed DESIGN CONTROLS % - Design Allow. DOL Combination Pattern Pass/Fall Shear (lb) 45% 1200 2650 Roof(125%) 1.OD+1,0Lr All Spans PASS Positive Moment (ft-lb) 75% 6000 7988 Roof(125%) 1.0D+ 1.01_r All Spans PASS DEFLECTIONS (In) % Design Allow. Design Allow. Combination Pattern Pass/Fall Span Live 49% 0.330 0.667 L/,728 L/ 360 1.OD+ 1.0Lr All Spans PASS Span Total 74% 0.742 1.000 L/ 324 L/ 240 1.OD+1.0Lr All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOLe/a) 533 (125) 533 (125) Dead Reaction (lb) 667 667 Total Reaction (lb) (DOL%) 1200 (125) 1200 (125) Bearing Flush flush Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - - HANGERS Model Top - Face Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 20'- 0.0 APPLICATION LOADS Member Header Size Member Slope: 0/12 Type Units DOL Live Dead . Partition Tributary -Member Type Uniform psr Roof(125%) 20 - 20 0 32' Roof )olst ADDITIONAL LOADS Type - Units DOL Live Dead Location from left Application Comment Uniform psf Roof(125%) 20 25 0'-0.0" to 20-0.0' Replaces NOTES - Building code and design methodology: 2012 IBC ASD (US). Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\Users\dan\Oocuments\RedSpc\Project1.red - 2/2/2017 1:32:42 PM Project : Folder: Type Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be Installed In accordance with local building code requirements and RedBuilt' recommendations. The loads, spans, and spacing have been provided by others and must be ap1ruvod fui lle ,0.Jfle nplleatlen by the desl9n professional f'1cg p..Jo.t Inocc ntherwlc n.o1çcLLWs outout has not be reviewed by a RedBuilt" associfte. PRODUCT SUBSTITUTION VOIDS ThIS ANALYSIS. II 1 RedBu(jfRcJEdSpec'", Red-i'', Red-145"', Red-I45L", Red-I58'0, Red-I65'", Red-165T", Red-I90", F490W", Red-I90HS", 4 - ' Red-LT", d- W", Red-S", Re-M", Kea-I", KepLam"-', loonnuuce-- ore tide'iiuiIc I R,dBlt LLE, Be..se iB,-UAi--Gopyrlght ( 2010-01r ' IL r ghts reserved. - Li 0 Project: Gravity lii JR IG1I4T L.ocation: Gil In . Multi-Loaded Multi-Span Beam .. - --. - Wri ght Engineers e n 0 g j I 7425 Peak Dr 0 . /' r S [2015 International Building Code(2012 NDS)1 as Vegas, NV 89128-9011 .3.5 IN x 11.25 IN x 20.0 FT . #2 - Douglas-Fir-Larch- Dry Use . StruCalc Version 9.0.2.5 2/2/2017 11:30:01 AM .Section Adequate By: 37.6% = Controlling Factor: Moment DEFLECTIONS nj . LOADING DIAGRAM • Live Load 0.22 1NU1108 Dead Load 0.26 in .Total Load 0.48 IN.L/500 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 • REACTIONS - Live Load 400 lb 400 lb • Dead Load 485 lb 485 lb • Total Load 885 lb 885 lb Bearing Length 0.40 in 0.40 in BEAM DATA pentef .. OWN Span Length . 20 ft • Unbraced Length-Top 0 ft -- ---- -20ft- ------ Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Notch Depth . 0.00 - MATERIAL PROPERTIES - #2 - Douglas-Fir-Larch Uniform Live Load 4o plf Base Values .Adiusted Uniform Dead Load 40 plf • Bending Stress: Fb= 900 psi Fb = 990 psi Beam Self Weight 9 plf Total Uniform Load 89 plf Shear Stress: Fv - 180 psi Fv 180 pi Cd1.00 Modulus of Elasticity: E= 1600 ksl E= 1600ksi Comp, to Grain: Fc - •- = 625 psi Fc .1 = 625 psi . Controlling Moment: 4427 ft-lb 10.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -885 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 53.66 in3 73.83 1n3 Area (Shear): . 7.38 in2 39.38 in2 Moment of Inertia (deflection): 199.17 1n4 415.28 in4 . Moment: 4427 ft-lb 6091 ft-lb Shear: -885 lb 4725 lb O NOTES 0 . 0 0 0 0 PROJECT: SHEE [No: L T; :Prolect: Gravity j DanA I,L4LAF I C Location: GJ2 Wright Engineers e n g i Multi-Loaded Multi-Span Beam 7425 Peak iJr e r S of (2015 International Building Code(2012 NDS)) Las Vegas, NV 89128-9011 3.5INx9.25 IN 10.0 FT #2- Doug las-FIr-Larch - Dry Use StruCalo Version 9.0.2.5 202017 1:36:47 PM .Section Adequate By: 10.4% Controlling Factor: Moment . • DEFLECTIONS Live Load 0.12 IN U985 • Dead Load 0.13 In .Total Load ' 0,25 IN 1J484 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 • REACTIONS 6 - Live Load 1000 lb 1000 lb Dead Load 1035 lb 1035 lb Total Load 2035 lb 2035 lb • Bearing Length 0.93 in 0.93 in. O REAM DATA Span Length 10 ft • Unbraced Length-Top , 0 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.25 Notch flnih 000 • - (UNIFORM LOADS ce1i 1 MATERIAL PROPERTIES . #2 - Douglas-Fir-Larch .' I Uniform Live Load 200 plf I . 8as&Values AIiuted Uniform Dead Load 200 pif I • Bending Stress: Fb = 900 psi Fb . 1350 psi i Beam Self Weight 7 pit I Total Uniform Load 407 plf I Cd=1.25 CF= 1.20 • Shear Stress: - Fv = 180 psi Fv = 225 psi C& I.25 Modulus of Elasticity: E = 1600 ksi E = 1600 ksi Comp.-'-to Grain: Fc--- 625 psi Fc--1- = 625 psi • Controlling Moment: 5088 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2035 lb • At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Redd . Provided Section Modulus: 45.22 inS 49.91 InS Area (Shear): 13.57 in2 32.38 in2 Moment of Inertia (deflection): -. 114.46 in4 230.84 in4 Moment: . 5088 ft-lb 5615 ft-lb Shear: 2035 lb 4856 lb RIGHT engi s A ROJECT LGO.LAD - L 1L I No: SHEET S 5 Project: Gravity 5 Location: WBI Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NOS)] 5.125 IN x 12.0 IN x 15.0 FT 5 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 134,3% Controlling Factor: Deflection DEFLECTIONS Live Load 0.15 IN U1166 5 Dead Load 0.17 in - Total Load 0.32 IN L/562 Live Load Deflection Criteria: 1/360 Total Load Deflection Criteria: 1/240 . REACTIONS 6 Live Load 1350 lb 1350, lb Dead Load 1450 lb 1450 lb Total Load 2800 lb 2800 lb Bearing Length 0,84 in 0.84 in . BEAM DATA Center Span Length 15 ft .Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.25 Camber Adj. Factor 1.5 Camber Required 0.25 Notch Depth 0.00 W MATERIAL PROPERTIES * 24F-V4 - Visually Graded Western Species Base Values AdiUsted • Bending Stress: Fb = 2400 psi Cántrolled by: Fb_cmpr 1850 psi Fb= 3000 psi 5 Cd= 1.25 Shear Stress; Fv = 265 psi Fv = 331 psi • Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi 5 Comp. to Grain: Fc - = 650 psi Fc - = .650 psi S Controlling Moment: 10500 ft-lb S 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 .Controlling Shear: -2800 lb At right support of span 2 (Center Span) 5 Created by combining all dead loads and live loads on span(s) 2 5 Comparisons with required sections: Bw Provided Section Modulus: 42 in3, 123 In3 • Area (Shear): 12,68 1n2 61.5 in2 Moment of Inertia (deflection); 314.95 in4 738 1n4 Moment; , 10500 ft-lb 30750 ft-lb - Shear; -2800 lb 13581 lb rUNIFORM LOADS ct Uniform Live Load 180 pit Uniform Dead Load 180 p11 Beam Self Weight 13 plf Total Uniform Load 373 p11 DanA 1"10 1 J"l IT 7425 Peak Or of Las Vegas, NV 89128-9011 StruCalc Version 9.0.2.5 2/9/2017 11:20:42 AM S S • Project: Gravity D a n A T AN. ig z 5 Location: Cii Wright Engineers e fl g i j- e4 s Multi-Loaded Multi-Span Bean, . 7425 Peak Dr I ' of 5 [2015 International Building Code(2012 NDS)J :.Las Vegas, NV 89128-9011 3.5INx9.25lNx16.0FT #2 - Douglas-Fir-Larch - Dry Use StruCaic Version 9.0.2.5 2/9/2017 11:10:29 Am .Section Adequate By: 101 .6% Controlling Factor: Moment • DEFLECTIONS cn1# . . . LOADING DIAGRAM Live Load 0.16 INU1202 • Dead Load 0.19 in S Total Load 0.35 IN U553 Live Load Deflection Criteria: Li360 Total Load Deflection Criteria: U240 REACTIONS 5 Live Load 320 lb 320 lb • Dead Load 376 lb 376 lb Total Load '696 lb 696 lb • Bearing Length 0.32 in 0.32 In . BEAM DA Cente Span Length 16 ft 5 Unbraced Length-Top 0 ft .------16 R . . ----.- .-.--.. .......-.. -I Unbraced Length-Bottom 16 ft . 5 Live Load Duration Factor 1.25 Depth 0.00 •Notch MATERIAL PROPERTIES ,Uniform #2 - Douglas-Fir-Larch Base Values Adjusted 5 Bending Stress: 900 psi Fb = - 1350 psi Cd= 125 CF= 1 20 LOADSUNIFORM ___________________________________________________ Live Load Cente 40p1f Uniform Dead Load 40 pIt Beam Self Weight 7 pIt Total Uniform Load 87 plf 5 Shear Stress: Fv = 180 psi Fv' = 225 psi Cd1.25 5 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi . Comp. -1-toGrain: Fc--1- 625 psi Fc--1-'= 625 psi, .Controlling Moment: 2785 ft-lb , - 8.0 Ft from left support of span 2 (Center Span) S Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: . 698 lb S At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 - Comparisons with required sections: Reod Provided 5 Section Modulus: 24.75 in3 49.91 iri3 Area (Shear): ' 4.64 in2 3238 1n2 5 Moment of Inertia (deflection): . 100.23 1n4 230.84 in4 Moment: 2785 ft-lb 5615 ft-lb • Shear: ' . 696 lb 4856 lb Project: Gravity .Location: WP Multi-Loaded Multi-Span Beam (2015 International Building Code(2012 NDS)J 5.5 IN x 7.5 IN )16.0 FT #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 23.5% . Controlling Factor: Moment StruCaic Version 9.0.2.5 2/9/2017 2:49:01 PM Wright j Engineers .eni 7425 Peak Dr Las Vegas, NV 89128-9011 DEFLECTIONS LOADING DIAGRAM Live Load 0.53 IN U360 - Dead Load 0.04 in Total Load 0.58 IN 1J333 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: 1)180 REACTIONS A Ja Live Load 457 lb 761 lb . Dead Load 72 lb 72 lb Total Load 529 lb 833 lb . Bearing Length 0.15 in 0.24 in BEAM OAT .,. Span Length 16 ft . Unbraced Length-Top 0 ft .. .- ..........................,-...= - Unbraced Length-Bottom 16 ft .... Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES . UNIFORM n ter #1 - Douglas-Fir-Larch Uniform - Uniform Dead Load 0 p11 Base Values Adiusted Beam Sell Weight 9 p11 Bending Stress: . Fb :1.15 1200 psi Fb 1380 psi Total Uniform Load 9 p11 POINT LOADS CENTER SPAN Shear Stress: Fv = 170 psi Fv' = 196 psi Cd1.15 Load Number QRg Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Live Load 1218 lb Comp. to Grain: Fc - .L = 625 psi Fc - = 625 psi Dead Load 0 lb Location 10 ft .onIrouIIng moment: qou ill-ID 9.92 Ft from left support of span 2 (Center.Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -833 lb At right support of span 2 (Center Span) - Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: ReWd Provided Section Modulus: 41.74 in3 . 51.56 in3 Area (Shear): . 6.39 in2 41.25 1n2 Moment of Inertia (deflection): . 129.03 in4 193.36 1n4 Moment: 4801 ft-lb 5930 ft-lb Shear: -833 lb 5376 lb IV' RIGHT engin DESIGN SEISMIC LOADS ASCE 7-10 SECTION 12.8- EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS: 0 RISK CATEGORY: II SITE SPECIFIC R: 6.5 IE :1.00 SDs: 0.787 Ct: 0.02 Ss: 1.123 SDI : 0.452 x: 0.75 - Si : 0.432 SEISMIC DESIGN CAT: D Ta (SEC):, 0.1 Fa :1,051 C : 0.121 TL (SEC): 8.0 Fv: 1.568 Cuw: 0.035 Cx:0.507 DESIGN BASE SHEAR. v: 0.121W PRIMARY SYSTEM DIAPHRAGM.-- V(K) : 1.74 MIN (12.10.l.I):0.I57W k: 1 MM: 0.315W VERT. DISTRIBUTION, Fx , DIAPHRAGM. Fp LEVEL - WEIGHT(K) ELEV.(FT) LRFD ASD 12.10.1.1 GOVERINGFp FplFx ROOF 14.4 13.0 0.121 Wx - 0.086Wx 0.121 W 0.157W 130 CONNECTIONS, . LRFD ASD ASCE 7-IO SECTION I2.1.3 . Fp: 0.105Wp 0.075 Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER 13 . Fp (EQ. 13.3.1) Ip(13.1.3): 1.0 - ap Rp Z(FT) LRFD ASO MAX (EQ. 13.3-2): 1.259 Wp .1.0. 2.5 13.00 0.378 Wp 0.270 Wp MIN (EQ. 13.3-3): 0.236 Wp ' 1.0 2.5 11.38 0.346 Wp 0.247 Wp 1.0 ' 2.5 9.75, 0.315 Wp 0.225 Wp 1.0 2.5 8.13 0.283 Wp 0.202 Wp 1.0 2.5 6.50 0.252 Wp 0.180 Wp - 1.0 2.5 4.88 0.236 Wp 0.169 Wp 1.0 2.5 3.25 0.236 Wp 0.169 Wp 1.0 2,5 1.63 0.236 Wp 0.169 Wp Copyright WRIGHT ENGINEERS [ 1 73 LNo: I SHE L!A!JRIGHT engines CANO1 LA1RL ANAL1SI c. -corpL 2o cx AR = 72O4c ........... (4 I' U ROJECT: Lt 60L/M4D - LJ1'o 1s 1T: S201 Project: Gravity Location: WP Multi-Loaded Multi-Span Beam [2015 International Building Code(AISC 14th Ed ASD)1 HSS 4 x 4 x 1/2 x 16.0 FT / ASTM A500-GR.B-46 Section Adequate By: 11.4% Controlling Factor: Deflection DanA IA'R I G I Wright Engineers e n g + 7425 Peak Dr i; Las Vegas, NV 89126-9011 StruCalc Version 9.0.2.5 2/9/2017 2:29:14 PM DEFLECTIONS QnIr ., LOADING DIAGRAM Live Load 0.48 IN 1J401 Dead Load 0,09 in Total Load 0.57 IN U336 . Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 REACTIONS . - . Live Load 457 lb 761 lb Dead Load 176 lb 176 lb Total Load 633 lb 937 lb . . . Beating Length 0.93 in 0.93 in BEAM DATA Cente Span Length 18 ft .............- ....................16tt M .- Unbraced Length-Top 0 ft . I.- Unbraced Length-Bottom 16 It ' STEEL PROPERTIES HSS4 x4 x 1/2 -A500-GR.8-46 . . . UNIFORM LOADS Centei Uniform Live Load 0 plf Properties: ' , . Uniform Dead Load 0 p11 Steel Yield Strength: Fy = 46 ksi Beam Self Weight 22 plf Modulus of Elasticity:, E 29000 ksi Total Uniform Load 22 plf Tube Steel Section (X Axis). dx - 4 In Tube Steel Section (V Axis): dy = 4 in POINT LOADS - CENTER SPAN Tube Steel Wall Thickness: t = 0.465 in Load Number One Area: , A = , 6.02 in2 Live Load 1218 lb Moment of Inertia (X Axis): . Ix = 11.9 n4 Dead Load 0 lb Section Modulus (X Axis): - Sx = 5.97 in3 Location 10 ft rdtI 4IUuI IVIUUuIu A %AIb). 1.1 Ifl.) Plastic Section Modulus (V Axis): Zy = 0.22- in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = . 5.6 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio noncompact: AFBR_NC = 35.15 Web Buckling Ratio: ' WBR = 5.6 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Nominal Flexural Strength WI Safety Factor: Mn = 17675 ft-lb Controlling Equation: -. F7-1 Controlling Moment: - 5195 ft-lb 9.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: - -937 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reced Provided Moment of Inertia (deflection): 10.68 in4 11.9 in4 Moment: 5195 ft-lb 17675 ft-lb Shear: -937 lb 44577 lb PROJECT: ,No: :SH:m:T:] R I ciHT e n g n e e r S [PROJECT-,L - 1 1=SHEET. 1T tV Ø•A O.ÔMc3'Q Ld:47 IMRIGHT e n g i n e e r S [No:LSHHIET I RIGHT engine5 Non-Constrained Caisson Lateral Bearing Calculation (DESIGN EQUATIONS PER IBC SECTION 1805.7.2.1) LOCATION: Canopy Design P(K): 256O h(Fr): 13.00 q)at(PSFIFT) : 150 TOLERATE 1/2" MOVEMENT? (YIN): V DIAMETER (FT): 2.0 51(PsF/FT): 883 A: 3.39 MIN. EMBEDMENT (FT): 8.83 twpy I /330x0.90228Js5N0 0 77 4JNE0 Copyright WRIGHT ENGINEERS LPROJECT. 'No:1I280 28 I!A!IRIGHT e n g I h e e r S (OR.cr ccE- ( - Co?cr cJc) ?pt 241s \L ct c2 - PROJECT: 10 LSHEET: F 1] • • • • w=1_G>w - • • O RIGHT eng Ine LPROCT: LEOLAD - : :No:]4II1III2 LJRIGHT Onglhers BEAM ON ELASTIC FOUNDATION DESCRIPTION: Gridllne 1 & 5 FOOTING INFORMATION: -t max (ft) V max (k) M+ max (k-ft) M- max (k-ft) fC (PSI): 3000 I n>: 0.422 . 0.003 0.784 2.366 -0.534 q(PSF):2660 E(KsF): 449570.6752 1.267* 2.588* -0.733 L (Fr): 75 K (KSFIFT): 79.8 SHEARIMOMENT WITH WEIGHT OF FTG INCLUDED FS: 2.5 K' (KsF): 119.7 B(Fr): 15 0.112 MOMENT (kM) D(F:1.5 B.O.F. (Fe: 3 . 2.5 LOAD (K) LOCATION (ft) 2 A P5: 80 P9: . length ((I) PlO: . SHEAR (k) 0.8 0.6 x(ft) y 0 V(k) M(k-ft) 0.4 0 -0.00084 0.00. 0.00 0.2 ' 4 60 80 1125 -000250 017 203 04 15 -0.00274 0:22 1.27 -0.6 18.75 -0.00288 -0.18 0.51 -0.8 22.5 400298 .0.09 -0.01 Lenglh(fi) 26.25 -0.00309 0.05 70.10 30 -0.00319 0.23 0.41 33.75 -0.00326 0.46 1.70 DEFLECTION (ft) 37.5 -0.00322 -0.39 1.15 0 41.25 -0.00309 -0.20. 0.06- 20 40 60 80 -0.0005 45 -0.00295 -0.07 -0.42 48.75 -0.00284 0.00 '-0.53 -0.001 52.5 -0.00276 0.03 -0.46 -0.0015 56.25 , -0.00273 0.04 -0.32 60 400271 0.03 -0.19 -0.002 63.75 .0.00271 . 0.02 -0.09 -0.0025 67.5 - -0.00271 0.01 -0.03 71.25 -0.00270 - 0.00 -0.01 -0.003 - 75 -0,00268 0.00 . 0.00 -00035 Length (It) [PROJECT, . . -. I.,,,RIGHT' engineers ~ E(U-ol +:~5: ]LHtEI: F4 [N. w • 5 STRUCTUREPOINT - spLo.IUmn v.iU (TM) Licensed to: Wright Engineers. License ID: untitled.col S • . 000000 . 00 00 00000 000000 00 . 00 0 00 00 00 00 00 00 00 S - 00000 00 00 00 00 000000 00 . 0 00 00 00 00 00000 00 000000 • • Page 1 65737-1053586-4-2252E-25756 01/30/17 - 09:54 AN 0 00 00000 00 00 00 0 0000000000 - 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 000 00000 0 00 00 00 00 00 (TM) = spColumn v5.10 (TM) S Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2016, STRUCTUREPOINT, LLC. 5 All rights reserved • • S Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or. adequacy of the material supplied as input for processing by the spColumn computer . program.. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to S produce spColumn error free the program isnot and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, S STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. F5 S S STRUCTUREPOINT - spColumn v5.10 (TM) S Licensed to: Wright Engineers. License' ID untitled.col S General Information: File Name: untitled.col Project: Column: 5 Code: ACI 318-14 Run Option: Investigation Run Axis: X-axis, Material Properties: Concrete: Standard 5 fc = 3 ksi Ec = 3122.02 ksi . fc = 2.55 ksi Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width'= 24 in S Gross section area, Ag = 576 in"2 Ix = 2'7648 in4 rx = 6.9282 in 5 xo= 0 in Reinforcement: -------------- 5 Bar Set: ASTM A615 65737-1053586-4-2252E-25756 Engineer: Units English Slenderness: Not considered 'Column Type: Architectural Steel: Standard fy 60 ksi Es = 29000 ksi Eps_yt 0.00206897 in/in Depth =.24 in ly = 27648 in4 ry = 6.9282 in Yo = 0 in rage 01/30/17 09:54 AM Size Diam (in) Area (in"2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) 44 3 0.38 0.11 4) 4 0.50 0.20 4) 5 0.63 0.31 5 44 6 0.75 0.44 . 4) 7 0.88 0.60 44 8 1.00 0.79 14 9 1.13 1.00 44 10 1.27 1.27 14 11 1.41 1.56 5 44 14 1.69 2.25 4) 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) 0.9, phi(c) = 0.65 S Layout: Rectangular . ' Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 3.52 in2 at rho 0.61% (Note: rho < 1.0%) Minimum clear spacing = 7.50 in 84)6 Cover =3in Factored Loads and.Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in 1 89.70 20.60 209.54 10.172 6.00 20.25 0.00713 0.900 End of output • • S S S • S • S . S F6 P (kip) 4 Oft fs=0 -5' ).5fy ilm .. • • 0 0 0 O • 0 .0 0 0 • w • Code: ACI 318-14 S. Units: English • Run axis: About X-axis • Run option: Investigation S Slenderness: Not considered • Column type: Architectural Bars: ASTM A615 S. • Date: 01/30/17 I Time: 09:54:47 • S • STRUCTUREPOINT - spColumn v5,10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 File: un(itled.col Project: Column:. Engineer: . fc=3ksi fy =60ks1 Ag=576inA2 8#6 bars Ec = 3122 ksi Es = 29000 ksi As = 3.52 inA2 rho = 0.61% fc = 2.55 ksi e_yt 0.00206897 in/in Xo = 0.00 in Ix = 27648 inA4 e_u = 0.003 in/in. . Yo = 0.00 in ly = 27648 inA4 Betal = 0.65 Min clear spacing = 7.50 in Clear cover = 3.38 in mow Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 S.. F7 RIGHT engineers 14' = 5304 (2(I2- Mq o t'/ H Z.7 Vvl vu t2.Y ROJECT: l[gT: FBi S S. .. S DESCRIPTION: Concrete Beam above tank CONCRETE BEAM DESIGN !A'$JRIGHT engin 5 BEAM . f (psi): 3000 b top (in): 12 shear b (in): 12 31: 085 S PROPERTIES: . Fy (ksi): 60 b bot (in): 12 top rebar(#): 5 pmin: 0.0033 (of4/3pcicuIeted) • . Fyv (ksi): 40 cvr. top (ln) 1 bot rebar (#): 5 pmaX 0.0160 . h (in): 18 cvr. bot (in): 1 stirrup (#): 3 d top (in): 16.3125 No. of lines of stirrups: 2 d bot(in): 16.3125 S . . FLEXURE: Mu (+) (kip-ft)' pbot As bot (in2) bot. reinforcing Mu (-) (kip-ft) ptOp As top (inA2) top reinforcing 57.0 0.00417 0.82 3 # 5 57.0 0.00417 0.82 3 # 5 5. 0.0 0.00000 0.0 0 . 0.0 0.00000 , 0.0 0 0.0 0,00000 . 0.0 0 0.0 0.00000 0.0 0 0.0 0.00000 . 0.0 0 • SHEAR: : 0.75 • Vc (kips): 16.08 • max stirrup spacing (in): 8 4 if 0 Vs> 32.2 • - . . - 4Vs max (kips): 64 . Vu (+) (kip) IVs reqd: shear stirrups 11.2 minimum U' 3 at 8 5 - 0.0 none reqd S .0.0 none req'd 0.0 none reqd 5 0.0 none reqd nn none re 'd • DESIGN beam: Concrete Beam above tank SUMMARY: . depth: 18 inches . width 12 inches top reinforcing., (2) #4CONT. 0-- 5 . . bottom reinforcing: (6) #10 AT MIDSPAN (2) #10 AT ENDS . shear reinforcing: #3 AT 15" O.C. AT ENDS ;43 AT 40" O.C. AT MIOSPAN S S S S S • (EXISTING REINFORCING) S Sea,, Y!tV8O403.K/5 ConcBea,n - ' . (PROJECT: Copyright WRIGHT ENGINEERS [No: 1:v28003 RIGHT e n g I n .e e :r S PROJECT::LEG OLAt) - [N& U0v 1 [T: FlO 1 10 FT. RETAINING . . !WR I GHT LEVEL eAcKFILL; LEVEL TOE e flgJne e r SOIl. EQUIII. PLuG (PEA): 35. SPECIAl. INSPECTION? IY I NI: N Kd: 0.65 SEISMIC SOIL MOBIl. RESULTANT FORCE (FtP): 80 H2 BASIC WIND SPEED(Mp,$): 110 w: 0.67 LOCATION OF RESULTANT FROM BOTTOM PT): 0.67 (4 EXPOSURE IP..B.C.DI C Ks: 0.85 F SMALLER LARGER QS ALLOWABLE BEARING ('SF): 2000 GOVEFINS- WIND PRESSURE )PSE) 2314 Kzl: 1.00 kSo: 60 (PsI): 60 qspssSlvE (PEA): 302 Ct: 1.40 plAIN 00034 pMsl: 0.003354 Ii Si.cxo FRICTION: 0.35 FLOOD DEPTH (IN): 0 5: 0.85 (OR 4/3 p CALCD) (OR 4/3 p CALCD) S&L WT. (PCF): 120 UNIFORM SURCHARGE (PSF): 0 qz: 19.45 pMM: 0.0233 pIARE: 0.023345 K.: 0.3 INCLUDE UNIFORM SURCHARGE TO RESIST SLIDING: N PIDEAL: 0.0117 p10641.: 0.011673 BACI(FILL SLOPE I...._.HORIZIVERT1: 0 AXIAL LOAD oN WALL (.es(: 0 R: 3 FLATDIsT.BEPOBECACKFILLELOPEUN(: 0 . AXIAL LOAD 01ST. OFF WALL FACE (IN): 0 Ss: 1.123 TOE SOS. SLOPRI HOR)Z:1 VERT): 0 APPLIED HORIZONTAL FORCE (.85): 0 SI: 0.432 I: 1.0 FLAT 0151. BEFORE TOE SLOPE 11)4: 0 01ST. FROM TOP OF FOOTING TOIIONIL FORCE (Fl): 0.00 SITE CLASS : 0 (TABLE 11153.1) Fa: 1.10 rc)pso): 4500 LINE LOAD SURCHARGE CPLF): 0 SOC.: 0 SEE: 0.82 rm)PsI;: 1500 HORIZ.01ST.IO LINE LOADFROEI BACK FACE IPT): 0.00 v: 0.275W Td"TFJ AYOFEKEWALLWr(PSF:0 n: 21.48 FLOOD FLUID WEIOMT(PCFI: 80 .)PSF): 0.00 IwALL: 0.825 PASSIVE DEPTH VO IGNORE (IN): 0 C.: 0275W C.: 0530W)MS)) . LASEEI.INIO.IS4.l..21 NT (FT) I (IN) d (IN) VERI. RERAN As (lW2ffT) p flp N j 2 I jk CLR g RETAIF4INGWAS.L 10.00 TOTAL SOIL HT. 10.00 SOIL FACE VERY RERAR COVER )IN): 2 CASE I: SOIL , WIND SOS. FACE RERAN FRONT FACE RERAN wAU. HEIGHT (ft) y AS REED VERT. RERAN HORIS. RERAN VERT. RERAN HOlES. RERAN LOCATION (FT) VU (K) MU(K.FI) I WALL (IN) 4(15) (pflJ)VCRO REOD )IN'ZIFT) (SBO.C.) )C1JO.C.) (JNIO.C.) (IH(O.C) 2 lOP 10.0 0.0 0.0 12.00 9.69 11.7 OIl 0.0006 0)1 0.09 #5 @ 18 6 5 @ 18 # 5 © 18 6 5 © 18 .750H 7.5 0.2 0.1 12.00 9.69 11.7 Ox 0.0006 cx 0.09 #5 @18 #5 @18 #5 © 18 #5 Q 18 .500(4 6.0 0.7 1.2 12.00 , 969 11.7 ox 0.0006 Ox 0.09 as @18 as @ is 85 @18 #5 0 18 .250(4 2.5 1.6 3.9 12.00 9.69 11.7 Os 0.0011 ox 0.12 05 018 65 @19 #5 @ 18 05 © 18 BANE 0 2.8 9.3 12.00 9.69 11.7 ox 0.0026 ox 0.30 #5@9 #5 @18 #5 © 18 #5 @18 Is WALL BASE SE! (MIN FOR SHEAR (Cl): 53 cc CASE 2: SOIl. * SEISMIC I' WALl. HEIGHT ((ITO) p AEREOD LOCATION (Fl) Vu (K) Mu(K.FT)( WALL (IN) d(N) (pt4)Vc(X) REOD (1W2CI) TOP 10.0 0.0 0.0 12.00 9.69 11.7 ox • 0.0006 Ox 0.09 0.75 7.5 0.2 0.2 12.00 9.69 11.7 OIl 0.0000 Os 0.09 0.5 5.0 0.9 1.8 12.00 9.69 11.7 Os 0.0006 Cx 0.09 0.25 2.5 2.0 8.2 12.00 9.69 11.7 Ox 0.0017 ox 0.20 BASE 0 3.6 14.7 12.00 9.69 11.7 OX 0.0034 Cx 0.39 WALL BASE KEY IMIN FOR SHEAR )14:' 8.0 WIOIN(FT): 9.00 ((IN): 18.0 FODTEAG TOE (54: 98.00 SEYOEPTH)IN): 0 B.O.F. EMBEOIAENT)04: 18.00 URN FOR NENOIANCHORRAI (IN): 12.3 SOS. ABOVE TOE (p4: 0 REV WIDTH (IN): 0 REV GIST. FROM TOE )T)(: 0.00 As a Mu . •Mri Vu 4Vc (IN'2ff T) (IN) (KPTIFT) (11-FTff T( )6PT) PUTT) MIN. REINFORCING TOE 0.41 053 1469 • 26.54 ox 0.00 • 17.7 ox 06r 9"o.C: TRAINS.BOT HEEL 0.00 0.00 0.01 • 2.04 ox 0.00 • 19.3 OK 00( 0"o.C. NONEREQE REV 0.00 0.00 0.00 0.00 ox, . 0.00 • 0.0 ox #0@0"o.C. NONEREO'O SOL SOB. * W(ND 5011.. SEISMIC -q0%' EOEEIIIRCTYIPT):O.BI 0.81 313 (2) TIP SECIIOI WTOTAL (IUcT): 3.53 3.53 3.53 . (1) rIDDLE SCCT:OB MOT(x.FTlFfl: 8.87 8.87 17.02 \....- , (3) RCIIOIIUSCISEI MR )K.FTIF1): 21.86 21.88 21.86 CD . I (j) ANfl.TL LOAD 0)) SELL F.S. Or: 2.46 ox 2.48 ox 1.28 Ox .,,, L ..._._....:'( (5,) "AL LOAD 0151. OP PACE OF SELL FEuo6)LRIFr1: 2314 2314 3372 I . PEON J215,I1J,FOQCS Ff(LRFT): 1234 - 1234 1641 (I) FCSIl FOAlS DISTA\CEFR011 OP FP(LRIFT): 338 335 449 (p) CF 441.1 F.S. suoSso: 0.68 No 0.68 NO 0.02 NO . -. f4) !LO0)) 0!PT.J qMM)Psr): 379 Ox 379 ox 1457 ox .. (5) iL...... L) I..002t.AERLF.E qMlNIPsF): 0 0 0 . ..... i''U'.. C/) FI.Lt GIST, CEPCIAS EADOLL StIflE (ft))EI.CS TRIll WOSWSW (00lolaIId waWr Copyn5StWRIIflT ENGINEERS PROJECT: L0 1 0ET F1 10 FT. RETAINING OJRIGHT LEVEL BACKFILL; LEVEL TOE e n g I fl e e r S SOILEOLIV. FUMO(PCF): 62.4 SEISMIC SOIL HORIZ. RESULTANT FORCE (PU): 8.0H2 LOCATION OF RESISTANT FROM BOTIOM (Fl): 0.67 H qS ALLOWABLE BEARlMO(PsF): 2000 qSPASSIVE(PcF: 300 p SLIDING FRICTION: 0.35 SOL WE (PEP): 120 KR: 0.3 BACI<FIL SLOPE I_I1ORlZ:IVERT]: 0 FLAT DIST.BEFOREBAcKFIEL SLOPE (IN): 0 TOESOILS LOPE I_HCIR)Z:IVERTh 0 FLAT 01ST. BEFORE TOE SLOPE (lN) 0 (Ic cpsu: 4500 (Im (pSi): 1500 0: 21.48 14 Pr WALL: 0.825 HT (FT( I (IN( - . dIR) SPECIAl. INSPECTION? IVF : N BASIC WINO SPEED (MPH): liD . EXPOSURE (A.B,C.DJ: C oovcsus-.- WINOPRESSURE(PSF): 23.14 FLOOD DEPTH (iN): 0 UNIFORM SuRCK*INT3E (PSF): 0 INCLUDE UMPORU SURCHARGE TO RESIST SLIOING: N AXIAL LOAD ONWALL (IRS): 0 AXIAL LOAD DIST. OFF WALL FACE (IN): 0 . APPLIED HORIZONTAL FORCE (LBS): 0 01ST. FROM TOP OF FOOTING TO FlOWS. FORCE (Fr): 0.00 LINE LOAD SURCRWAGE (eLF): 0 MOBIL DIST. TO LINE LOAD FROM BACK FACE (FTE 0.00 . FLOOD FLI.RO WEIGHT (PC9: 0 . PASSIVE DEPTH TO IGNORE (IN): 0 * VEST. REBAR As(mm) p Kd: 0.85 1w: 0.81 Kz: 0.85 LLER Kzl: 1.00 (((SI): 60 C1 1.40 PuN 0.0034 G: 0.85 (OR 413 p CALCO) qz: 19.45 pMA(c: 0.0233 pIDEAL: 0.0117 R: 3 (rARIs 42ASCHT45) So: 1.123 Si : 0.432 . I: 1.0 SITE ctss : D ITA&E 'S'fl Fa: 1.10 SOC.: 0 S03: 0.82 v: 0.275 W Sll.IAWE) ASO FBRI5 WUI.WT (PAl) 0 "(FSF) 0.00 C.: 0275W IASC5i.ssE0, IRIS C.: 0.030W(MIN.) 5P k j 2 11k CLR I!:S3E (1<51): 60 pMlN: 0.003354 (OR 413 p CALCO) pMM: 0.0233.45 plOE.: 0.011673 RETAINING WALL 10.00 8 TOTAL SOR.MT. 1000 SOIL FACE VERTREOAR COVER (IN): 3 CASE I: SOIL I WIND SOIL FACE RERAN FRONT FACE REBAR WALL HEIGHT . ' (rho) v AS REDO VERT. REBAR (lORIS. RERAN VENT. RERAN HOWL RERAN LOCATION (FT) VU (K) Mu)K.FT) (WALLpN( d(oo (ph))Vc(x) REDO (IN-2/FT) ((NbC.) ((((b.C.) (((SOC.) (TNIO.C.) Z TOP 10.0 0.0 0.0 15.00 11.63 14,0 Ox 0.0008 OX 0.14 #6 018 #5 © 18 #5 @18 #5 @18 .750H 1.5 0.3 0.3 15.00 11.83 14.0 Ox . 0.0008 04< 0.14 46018. #5 @18 #5 0 18 1$5018 .500)1 5.0 1.2 2.1 1 15.00 11.63 14.0 olc 0.0008 04< . 0.14 #6018 #5 @18 #5 @18 #5 @18 .250H 2.5 2.8 7.0 15.00 11.83 14.0 01< 0.0013 01< 0.19 #6 018 #5 © 18 05018 #5 @18 BASE 0 5.0 16.0 15.00 11.63 14.0 OI( 0.0032 oR 0.44 #8 @11 #5 @18 05 @18 #5 @18 WALL BASE KEY IME( FOR SHEAR (IN(: 71 CASES SOIL SEISMIC .r WALL' HEIGHT (1110) v As REQO LOCATION (F'S) Vu (K) Mu (K-FT) (WALL (IN) d ((N) (ph)) VC (K) REO'D )IN'2IFTI ToP 10.0 0.0 0.0 15.00 11.63 14.0 01< 0.0008 OK 0.14 0.75 . 1.5 0.4 0.3 15.00 11.63 14.0 OK 0.0008 OK 0.14 0.5 5.0 1.4 2.8 15.00 11.63 14'0A 01< 0.0009 oi< 0.14 0.25 2.5 3.3 1 9.3 15.00 11.63 14.0 Ox 0.0018 01< 0.25 BASE 0 5.8 22.0 15.00 11.63 14.0 Ox 0.0034 ox '0.47 WALl. BASE KEY (MIS FOR SHEAR (IN); 7.6 wlDTH(FT): 11.00 ((iN): 18.0 FOOTING TOE (IN): 9300 KEY DEPTH )T4: 0 8.0.F. EMBEDMENT (54: 18.00 -. . b*u Fos Rum MOIOMGN(IN): 13.9 s01L ABOVE TOE eN): 0 KEyWIOTHENI: 0 KEY OIsT. FROM TOE (IN): 0.00 AS 8 Mu Mn ' Vu , 4Vc , (IN'21F1) IN) (EFTIFT) (K-FT(FT) ("T) (RIFT) MIN. REINFORCING TOE 0,3 ' 0.49 , 10.47 23.93 01< 6.00 17.7 OK #50 10o.C. TRASAS.RDT HEEL 0.00 0.00 3.75 ' 0.00 NO 3.63 19.3 OK 00 0 o.c. TRANS. TOP KEY 0.06 0.00 0.00 0.00 ox 0,00 0.0 OK 00 ( 0" O.C. NONE REQO wk SQL • WIND SOIL • SEISMIC SOIL ECCIRTRICTY((1):'O.06 0,06 1.15 ' 10 CI)TcI'SECTIOA WTOIAL(KOT) 6.75 6.75 6.75 ' <N;) (1) FEGOLE SECtOR MoT)R.FvcT): 15.82. 15.82 23.97 , ) MR)x.Frcn: 53.32 53.53 . 53.32 ' CO I (4) JJIML LOAD CIA Ii.IIt FOoT: 337 01< 3,37 0)) 2.22 OK 'i ""-.. 4< () AlLCADDINLQAPACEF I.ILL FsUos(IWFIJ: 4126 - 4128 ' 5184 ((I) /J'SlSD PEWZORtbb. FOrCE Fr(LBIT'T): 2383 2383 3142 N........... Fpci.scn: 338 338 449 . CR;z FORCE OIYLS( 'KOII 'a' ' COliC. F.S.sr.IORO: 0.66 NO 0.65 NC 0.69 50 . ' (0) F1.00OQBPTA qMAS(PsE(: 370 OK 370 OK 774 ox Cs) (V FLOODS 'ER.IC qMIN(PSFI: 407 . 407 0 ", FLAS 051. DEECVE B*TCSF.LL ELOPE CO #ME - T ~PROJECT-. waft'/.., ' CESINST ENGINEERS f No: I sh1ET: F12 5 FT. RETAINING 4TIRIGHT LEVELBACKFILL; LEVEL TOE; SURCHARGE; SPECIAL n g I h e e r S INSPECTION SOIL EOIJIV. FLUID )PCF): 35 SPECIAL INSPECTION? [VI N) V Kd 0.85 SEIS PAC SOIL HORIZ.RESULTANT FORCE (PLF): 10.01112 BASICW(ND SPEED (MPH): 110 1w: 0.87 Fy.s& LOCATION OF RESULTANT FROM BOTTOM (FT(: 0.60 H EXPOSURE IA.R,C.OJ: C Ks: 0.85 SMALLER LARGER qS ALLOWABLE BEARBVG(PSF): 2660 GOVERNS-' WIND PRESSURE (PSF): 23.14 Ks): 1.00 (Ks?): 60 (xsi,: 60 qsPASslVE)Pcr): 300 • Ct: 1.40 PMOI: 0.0033 pMIN: 0.003333 it SUDING FRICTION: 0.35 FLOOD DEPTH (IN): 0 0: 0.85 . (OR 413p CALC (OR 413 p ctc SOIL WT.(PCF): 120 . UNIFORM SURCHARGE )PSF): 100 qz: 19.45 PMAX: 0.0160 pwAx: 0.016035 (<A: 0.3 INClUDE UMFORM SURCNARGE TO RESIST SLIDING: N pIDEAL: 0.0080 pIDEAL: 0.008018 BACKFILL SLOPE HOR1Z:1 VERTI 0 . - AXIAL LOAD ON WALL (1.8$): 1000 R: 3 (TAIL! I5A.2 AUCI1431 FLAT 097. BEFORE BACKFILL SLOPE (Fl): 0 . ASIA). LOAD 001.0FF WALL FACE (IN): 0 SS: 1.123 TOE SOIL SLOPE l_KORIZ:l VERT): 0 - . . APPLIED HoINzONTAL FORCE (LBS(: 0 Si : 0.432 I: 1.0 FLAT 0(91. BEFORE TOE SLOPE (IN): 0 OS?. FROM TOP Of FOOTING TO HORIZ. FORCE (Fl): 0.00 SITE CLASS : 1) (TABS) 11111 II Fa: 1.00 [C (pSI): 3000 . LINE LOAOSLINCIIVRGE (Pu): 0 S.O.C. D . Ss: 0.75 Pm (PSI): 1500 HORIZ. DIST. 10 LINE LOAD FROM BACK FACE )FT5 0.00 v: 0.250 W IWTGW(I AVG FENCE WALL WI (PSEI: 0 n: 21.48 FLOOD PLUID WEIGHT (PCF): 0 '(PSF): 0.00 IwALL: 0.85 - PASSIVE DEPTH IO IGNORE )IN(: 0 C.: 0250W . (AUCE?.RI to. I2S-S C.: O.DTOW(IIN.( IAUCE1c6 to. III1.() HT (FT) ((IN) d (IN( VENT. RERAN AguNsFTI p fl( k j 2/jk CLR 0.00 5.625 2.81 - . EQ RETAINING WALL 6.00- TOTAL son. iii. 5.00 SOIL FACE VERT DEBAR COVER (IN) 3 CASE I: SOIL. WIND SOIL FACE REBAR FRONT FACE REGAIN -p WALL HEIGHT . (1110) V As REDO VERT. REGAIN PIORIL DEBAR VENT. REGAIN HORIZ. REGAIN LOCATION (Fl) Vusci MulE-Fr) )WALLIIN) d(IN( (phi)VC(x) . • REDO (15021Ff) (1Nf0.C.) (IMIO,C.) (II.LOC,) )IkIO.C.) Z Top 6.0 0.0 0.0 8.00 4.69 4.6 0)) 0.0006 0)) 0.06 #5 @ 18 #5 © 18 #5 @18 #5 © I B .750K 4.5 0.1 - 0.1 8.00 4.69 4.6 ox 0.0006 OX 0.06 05 018 #5 @18 #5 ©I8 #5 © 18 .500K 3.0 0.4 0.5 8.00 4.89 4.6 OK 0.0006 OX 0.06 #5 @16 #5 @18 #5 @18 #5 @18 .250K 1.5 0.8 1.3 8.00 4.69 4.6 ox 0.0015 ox 0.09 #5 @16 #5 @18 #5 @ 18 #5 is BASE 0 1.3 2.9 8.00 4.69 4.6 031 0.0033 0!) 0.19 #5 @17 #5 © 18 #5 @18 #5 is is WALL BASE KEY IMIN FOR SHEAR (54: . 43 CE CASE 2: SOIL' SEISMIC -a' C 0 WALL HEIGHT (1(10) V AS REDO .2 LOCATION (Fl) Vu (K) Mu(K.FT) I WALL (IN) 43 (IN) (phi)VC(K) - 8800 (BA2FT) TOP 6.0 0.0 ; 0.0 8.00 4.69 4.6 ox 0.0006 031 0.06 0.75 4.5 0.2 0.1 8.00 4.69 4.8 OK 0.0006 0(1 . 0.06 0.5 3.0 0.5 0.6 V 8.00 4.69 4.6 ON: 0.0007 ox 0.06 0.25 1.5 to 1.9 8.00 4.69 4.8 ox 0.0022 Ox 0.12 BASE 0 1.7 4.2 6.00 4.69 4,6 ox 0.0037 ox 0.21 WAI.LBASE KEY IMINFORSHEAR(IN(: 4.7 FOOTING wIDTh )FT): 6.00 ((IN): 18.0 TOE (IN): 6.00 P1EV DEPTH (IN): 0 - O.O.F. EMBEDMENT (IN): 30.00 ),I.mBRIBM(J!CHONMIC)IN(: 14.1 SOIL ABOVE TOE (IN(: 12 KEIW1OIH(IN): 0 KEY o)sT. FROM TOE )IN): 0.00 AS a Mu +Mfl Vu 4 V . (121171 (IN( (E.FThrT) - - . (Il-FlIP?) - (OPT) (lEfT) MN. REINFORCING TOE 0.31 0.60 0.00 • 19.86 OK 2.71 • 14.5 041 #5 120.C. NONEREOD HEEL 0.31 0.60 4.18 21.24 otc 1.31 15.5 011 9 9 @ 120.c. TRANS. TOP KEY 0.31 0.60 0.00 • 0.00 ox 0.00 • 0.0 OX 06@ 12 D.C. RollS REDO SOIL S0tt. wINO son. SEISM)080(1. ESCEPITBKIY)P15 0.87 - 0.87 1.33 (U) -- (I) TC(T UICTIOII WTOTALQIJFT): 5.55 5.55 5.55 - . ,. •® ()T FIDDLE SHCS'0, MOT(K.PTIFT): 3.30 3.30 - 5.84 ' \ y . C)) DCI?CF6EC'OR MR(KPrnm: 12.34 12.34 12.34 (I.) () AXIAL LOAD CS 5.11.1. F.S.OT: 373 0?) 3.73 ox 2.11 OK -., 0) I.1LC4Di)I5I,G.1(1F/.SO .. _.*..._ EILL F$LIDE)LBPTI: 1209 1209 1772 I . Fr)LBIFT): 1941 - 1941 2581 ri. L'r.SBS.:.)LFcNICS Cl) HEN'? FORCE TEOUD-El ND FPn.ejpT): 938 938 1247 F.S. ELIDING: 2.38 OK 2.38 ox 2.16 OX (1) FLOOD EFT'-I qMAT)PsF?: 2044 ox 2044 OK 2928 ox .%) IT.000J4'ERLHE qMIN(pSF(: 0 0 0 fIAIC:AT BGAC%IT.IODLSI.GF(I PROJECT: PROJECT A • , PROJECT No: PROJECT NO. LOCAT1OFA LOCATION, JURISDICTION . CLIENT: CLE(NT 1.Wi,E(. COnE..?. RW(2) - COPYIPQIII WRIGHT ENGINEERS 400Y.04 25 1_PROJECT; RIGHT e ngn e erg • BEAM ON ELASTIC FOUNDATION • DESCRIPTION: Gridline Xl . FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) M- max f) fc(PSI): 3000 I (Fl1): 1.125 0.004 2.628 13.733 -2.832 5-.- q-(PSF)i--2660 -Et-(KS?y-4495706?G2 2.903 (3.684 -2.84w . L (Fl): 30 K5 (KSFIFT): 79.8 SHEAR/MOMENT WITH WEIGHT OF FIG INCLUDED FS: 2.5 . K' (KsF): 319.2 • . Br: 4 ): 0.112 . MOMENT (k-ft) .D (FT): 1.5 16 14 B.O.F. (FT): 3 • LOAD (K) LOCATION (ft) 12 1!; 10 20 30 40 P8 5 P9: length (fl) S PlO: SHEAR (k) • • . _-. ..---... _ 5.. S . x (ft) y (ft) V(k) M (k-fl) 0 -0.00054 0.00 0.00 0 • 1.5 -0.00085 -0.97 -0.75 -1 10 20 30 40 S - 3 -0.00117 2.41 -2.83 4.5 -0.00150 1.75 0.27 • 6 -0.00182 1.24 2.49 -3 S 7.5 -0.00214 0.88 4.06 9 -0.00243 0.67 5.21 Length (it) 5 10.5 -0.00271 . 0.60 6.14 S 12 -0.00295 0.65 7.06 13.5 -0.00317 0.81 8.14 DEFLECTION (ft) • -. 15 -0.00334 1.06 9.53 . 0 5 16.5 -0.00348 1.39 . 11.37 -0.0005 10 20 30 40 18 - -0.00356 -2.63 13.73 5 19.5 -0.00359 -2.22 10.10 -0.001 5 21 -0.00357 -1.81 7.07 -0.0015 22.5 -0.00352 -1.42 4.66 -0.002 • 24 -0.00345 -1.05 - 2.81 -0.0025 S 25.5 -0.00337 -0.73 1,48 . 27 - :0.00327 -0.44 0.61 -0.003 S 28.5 -0.00318 -0.20 0.14 -0.0035 5 30 0.00308 .0:00 0.00 -0.004 Length (E) S ... • 1PROJECT, . . ir i =SKET- S • - No: • S • BEAM ON ELASTIC FOUNDATION • DESCRIPTION: Grid1ineX2 . FOOTING INFORMATION;. -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft) VC (PSI) 3000 I (Fl) 0844 0.005 4.351 21.448 -16.348 -------q1(Psr)-266O Es445e652 5:6& 216?V 14C3* . .L (FT):,53 .K8 (KSFJFT): 79.8 SHEAR/MOMENT WITH WEIGHT OF FIG INCLUDED FS: 2-.5 (KSf):239.4 • B(Fr):3 X: 0.112 MOMENT (k-ft) • .0 (FT). 5' 25 '-- ............................... ---- .---..--- ... ...... ... .......- B.O.F: (Fr):. 3 . 20 • LOAD (K) LOCATION (ft) 15 A 0 P9: length (It) . P1 0: P11: SHEAR (k) ______________ - 6 ..-..-...-, ........................ x (ft) y (ft) V (k) M (k ft) 0. -0.00297 0.00 0.00 • 2:65 -0.0286 0113 019 3 4 60 • 5.3 000274 018 061 / 2 - - • 10.6 -0.00245 0.02. -1,30 - . 13.25 -0.00227 422 1:06 -6 15.9 -0.00207 -0.57 0.05 Length (it) • 18155 -0.00187 -1.05 -2:07 . 21.2 -0.00171 -1.65 -5.63 23.85 -0.00166 -2.32 -10.87 DEFLECTION (ft) • 26.5 0.0012 2.54. 151 0 --------------- -D.00223 2.08. -9.06 -0.0005 11••-- 20......................40_ . - 60 31.8 -0.00281 1,94 3:81 4001 • 34.45 4Q0346 2.20 9 -0.0015 • 37.1 -0.00408 2.6 8.21 - ................................ ._. . ...... 3975 000455 388 1708 • -0.0025+ - - • 45.05 -0.00454 '248 8.48 -0.0035 .47.7 400423. -1.42 31,34, 04 • . 5035. ' -0.00384 -0.59 072 ................ .......................................... -0.0045 • 53 -0.00344 .0.00: 0:00 -0.005 Length (it) F15 • 4 , • . 2 x (ft), y (ft) V(k) -M (k-ft) 0 0 -0.01463. ,000 .0.00 1.25 -0.01288 -7.38 -0.98 -. 2.5 1.0.0ii14 5.53 -9.01 -. 3.75 0.00945 -4.02 -14.9.5 -6 5 - -60075 72.84 .19.20 -8 6:25 -0.00638 1..97 -? io 7.5 -0.00503 1.37 -24:23 8.75 400384 -1.04 -25.71 10 0.00281 -0.92 -26.91 .11.25 -0.00194 70.99 -28.09. 12.5 -0.00125 '4.22 -29.46 . 0.002 13:75 000074 4.63 -2654 0 15 -0.00039. 4.20 -21.01 -0.002 16.25 -000017 3.71 -16.07 -0004 17.5 -0.00005 3.18 -11.76 18.75 0.00000 2.64 -8.13 -0.006-- 20 0.00000 2.10 -5.17 -0.008 2125 -0:00004: 1.56 2,88 -0.01- 22.5 - -0.00009 1.03 -1.27 -0.012.,- 23.75 00015.. 0.51 -0:32 -0.014 25 -0.00022 0.00 0.00 -0.016 3*15.......20 25 _.10 Length (II) DEFLECTION (ft) 10 20 30 I.I7I1.I... WfiJRIGHT • engi ne BEAM ON ELASTIC FOUNDATION • DESCRIPTION : :cridline 132 • FOOTING INFORMATION: -A max (Ill V max (k) M+ max (k-ft) M- max (k-ft) ('C (PSI) 3000 I (Fl") 0563 0.015 7.370 0.913 -30.096 giPs -2660- Esr-449576-&Th2 7-380 0926 30-054 1(n): 25 K3 (KSFIFT) 79.8 * ' SHEAR/MOMENT WITH WEIGHT OF FIG INCLUDED FS: 2.5 K3 (Ks 159.6 • B(T): 2 MOMENT (k-fl) w 1y(FT)H5 . ..: 0.112 - . B.O:.(Fr): 3 • LOAD (K) LOCATION (ft) 10 20 30 P2 62 13 1 -25 P9: length (II) • PlO: PI I . SHEAR(k) ........................---................P12:,..... .............. -.--.-..-- .......... ----rn--- . .. .... • 61 Length (II) P 1 LN°: I RIGHT engI n5 BEAM ON ELASTIC FOUNDATION • DESCRIPTION: Gridline 5 • FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-fl) M- max (k-ftj -. f (PsI):. 3000 -. I (FT): 0.563 0.005 3.792 16.335 -3.634 q1-(Ps9-2660 E-(ts-449570:6752 4.122 1&t89 3.785l L (FT(: 76 K1 (Ksrin): 79.8 = SHEARIMOMENT WITH WEIGHT OF ErG INCLUDED FS: 2.5 K3' (KSF): 159.6 • B(FT): 2 . A: 0.112 MOMENT (k-ft) • D(FT): 1.5 . 20 B.O.F. (FT). LOAD (K) LOCATION (ft) 15 44 . 1 • :. , 7.8 37 . 10 • P3: : 40 80 P9: - length (II) • PlO: • SHEAR (k) • . . .2_-... .----- ______ • • x(ft) y(ft) V(k) M(k-ft) 2 0 -0.00079 0.00 0.00 • 3.8 -0.00147 0.49 2.11 - • 7.6 -0.00202 - -0.09 2.76 ,0 11.4 -0.00241 . . -0.40 1.76 2 • 15.2 -0.00271 -0.50 0.00 • . 19 -0.00299 -0.43 -1.82 • 22.8 -0.00338 -0.16 0.40 . -3.02 Length (ft) 26.6. -0.00394 -2.66 • 30.4 -0.00463 . 1.34 0.48 34.2 -0.00528 2.70 8.03 DEFLECTION (ft) • . 0 38 0.00545 -346 13.58 . 41.8 . -0.00492 -1.95 3.41 20 40 60 80 45.6 -0.00418 -0.84 4.73 -0.001 • . 49.4 -0.00352 -0.17 -3.51 • 53.2 -0.00305 0.16 -3.44 , - 0002 - 57 -0.00277 0.26 -2.59 -0003 60.8 -0.00265 0.24 -1.62 • . 64.6 -0.00261 0.17 -0.83 -0.004 • 68.4 - -0.00261 0.10 -0.32 -0.005 72.2 .0.00263 - 0.04 -0.07 • 76 -0.00264 0.00 . 0.00. -000 Length (ft) • • • [. tPROJECT. 1I =SHCET- . . . • . . . A • x (ft) y (ft) V (k) M (k-It) O -'0.00066 0.00 .0.00 2.35 0.00077 -075 -0.89 4.7 -0.00090 4.46 43.49 7.05 -0.00111 1.86 -7.49 9.4 0.00144 132 .3.78 11;75 -0.00187 091 -1.20 14.1 0.00232: 0.67 1645 . 0.00275 0.60 2.10 18.8 -0.00314 0.69. 358 21:15. -0.00346 0.90 .5A2 23.5: -0.00365 1.22 7,90 25.85 -0:00367 . 2A0 7.80 282 -000352 -2.07 3055 000332 181 199 32.9 -0:00317 -1.62 -6.01 35:25 -0.00314 :2.44 -8.65 37.6 -6:0027 2.62 -2.71 39.95 -0.00347 26 372 42.3 - 0.O0361 M.74 1.80 44.65 -0.00371 -039 .0.46 47 -0.00379 0.00 0.00 DEFLECTION (It) 0.000:L....-0 - -0.001 - 0.0015 -0.002 0.0025 -0.003 ----....... -0O035 .. -0.004 30 40 50 Length (ft) KIGHT engInr • • - BEMONELASTIC FOUNDATION • DESCRIPTION: Gridline A FOOTING INFORMATION: -A max (ft). V max (k) M+ max (k-ft) M- max (k-It) t'c (PSI) 3000 J AW) 0 583 0 004 2.862 9.762 -8-933 sE4A495Z06Z52 - - -3-1.24--- -9840 8-957-6- . L (FT) 47 K (KSF!FT) 79.8- - SHEAR/MOMENT WITH WEIGHT OF FTC INCLUDED FS: 2.5 K5 '(KsF): 159:6. • B (FT) 2 X:.0.112 MOMENT (k-ft) - 0 (Fl): 15 - 15 --- --- -- •--- --- - - - --- - - - B.O.F. (Fl): .3 • LOAD IK LOCATION (Ifl 10 • * - - 03- 35 33:11 40 0 2o3: 50 PT length (II) . SHEAR ..(k) -.... • :Li No: ESHEET,- L.A : KIGHT e h gin e e r • SEAM ON ELASTIC FOUNDATION • DESCRIPTION Gridliño B'l . FOOTING INFORMATION': -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft) fc (PSI) 3000 I (FT4) 0.6.6S. 0014 7.585 0.829 -33.821 _,..-. 4PE4..2660-. E4KsE..4495Z06Z5 . L (Fl) 25 K, (KSF/FT) 79 8 - SHEARJMOMENT WITH WEIGHT OF FTG INCLUDED FS: 2:5 K3! (KsF):. 159.6 • 8 (Fl): 2 . Xw 0.112. MOMENT (k-ft) DT): 1.5 . . LOAD (K) LOCATION 5 lo 30 • 1 10 20 P9: length ((I) PlO: P11: •__,,_P12: - SHEAR (k) - ..................... ...... ...............-- ....................................................................................................................................................6" .................................................................................................................................................................................................................... x y V(c) M(k-ft): 11. .0 -0.01356 0.00 0.00: 2 5 10 15 20. 25 30 125 001188 759 111 - . 2.5 -0.01021 -5.9. 95 4 ----C .___ ............ ------------------------ 3.75 0.00859 -4.66. •46.07 5 -0.00708: -3:58 -2114 '-8 6.25 -0.0059 -285 -25.13 75 -0.00446 -2.38. -28:38 Length (U) 8.75 -00341 -2.15 -1.19 S 10 -0.00254 4.0' .33.83: 11.25 -0.00188 3.99 -2876' . DEFLECTION (ft) 12:5 -0.00140 3:77 -23:89 .. 0 5 13.75 -0.00106 3.47 . -19.36. 0.002 . . .....................- 30 -0. 15 00084. 3.12 -15:23. 5 16.25 -0.00072 2:.3. -11.58 -0.004 . ................. . .. - '17.5. -0.00067 232. -8.43 -0.Q06. .18.75 -0.00067 1.91 .5.78 .0008 20 -006071 .1:50 -3.65 0 01 - - - 21.25 0.00077 ti3O -2.03 225 000084 072 %0.0 0012 * ------------------ S 23.75 :0.00092. 0:35 422 -0.014 .------------------- .25 -0.00100 0.00 0.00 -0.016' Length (U) • ________________ 1 . iT i -n (.PR0JCT: . t_!iot :sH:r:cT- . . . I RIGHT fl g i fl e e r LNo:tt4 I 4tB ]LsHEET Mu RECT: QLcO - L!A!IRIGHT e n g I fl e e r S w - '724- • -4-- • • : • .11 Ø'r ; • • t& 1H4 L-T '• - H '- c WIC 211 1t _-4------ f - It T<------ H 2-tL - [PR M2 OJECT: ftNO 1LET 1 • Project: Gravity S Location: HSS Tube Beam Multi-Loaded Multi-Span Beam . 12015 International Building Code(AlSC 14th Ed ASD)J HSS 12 x 8 x 1(4 x 8.0 FT /ASTM A500-GR.B-46 Section Adequate By: 302.8% Controlling Factor: Moment S S S S . S S S S S S 5 Plastic Section Modulus (X Axis): Zx = 36.6 in3 Plastic Section Modulus (Y Axis): Zy = 27.8 1n3 5 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 31.33 • Allowable Flange Buckling Ratio: AFBR = 28.12 S Allowable Flange Buckling Ratio non-compact: AFBR_NC = 35.15 Web Buckling Ratio: WBR = 48.5 .Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Nominal Flexural Strength WI Safety Factor: Mn = 77742 ft-lb .Controlling Equation: F7-2 Web height to thickness ratio: h/tw = . . 48.5 lb 5 Limiting height to thickness ratio for eqn, G2-2: hltw-limit 56.24 Cv Factor: Cv = 1 Controlling Equation: 02-2 Nominal Shear Strength WI safety factor: Vn = 96899 S 5 controlling Moment: 19302 ft-lb • 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 .Controlling Shear: 4891 lb At left support of span 2 (Center Span) • Created by combining all dead toads and live loads on span(s S Comparisons with required sections: B Provided Moment of Inertia (deflection): 15.39 1n4 184 1n4 • Moment: - 19302 ft-lb 77742 ft-lb Shear: 4891 lb 96899 lb L •ij/i. lPue iDanA Wright Engineers 7425 Peak Dr1-z *-. of ,- Las Vegas, NV 89128-9011 StruCalc Version 9.0.2.5 3/20/2017 11:21:37 AM M3 ___ DEFLECTIONS QnLL LOADING DIAGRAM Live Load 0.00 IN Lllnfinity Dead Load 0.03 in Total Load 0.03 IN L12870 l Live Load De ection Criteria: L1360 Total Load Deflection Criteria: L/240 REACTIONS Live Load 0 lb 0 lb f Cwter Dead Load 4891 lb 4891 lb - Total Load 4891 lb 4891 lb . . Bearing Length 0.69 in 0.69 in __ BEAMDATA Span Length 8 ft Unbraced Length-Top Oft . .4._....- ._ ................--at•_ Unbraced Length-Bottom 8 ft Pt STEEL PROPERTIES HSS 12 x 8 x 114 -A500-GR.B-46 UNIFORM LOADS nt Properties: . Uniform Dead Load 0 pit Steel Yield Strength: Fy = 46 ksi Beam Self Weight 33 pit Modulus of Elasticity: E 29000 kSI Total Uniform Load 33 pit Uniform Live Load 0 pit Tube Steel Section (X Axis): dx = 12 in _______________________________________________________ Tube Steel Section (Y Axis): dy = 8 In POINT LOADS - CENTER SPAN Tube Steel Wall Thickness: t = 0.233 In Load Number Qj Area: A = 8.96 in2 Live Load 0 lb Moment of Inertia (X Axis): lx 184 in4 Dead Load 9520 lb Section Modulus (X Axis): Sx = 30.6 in3 Location 4 ft : . L!A!JRIGHT engineers ...................................................................... .L c v &' • C74OJ Ott k~N L Iz • • • . ,,-....., • '. • . • H • ..,. . • . • • • . .:,-.... • . • : • :. .., • • . .:. • .. 4 • • .. .... .. .. . .............,....,. . +,. ...; . • . • • . H • • . • : • • .. . L.QLAcY — ~No: L M PROJECT SHEET: 0 requIred sections: B .q! . . 'Iloction): 674.3 -145390 t:-!b S ' , 15493 I:, • 0 • [. S IPROJECt: SI • 1110 in4 2287/1 It-lb i5i:" h LNo: =SHEET-.M6 • Pwjr Gravity • Loco : Crine Rail Mul: ded Multi-Span Beam • (201 'rnational Building Code(AISC 14th Ed ASO)J A99 W21x55 x 28.5 FT (14 + 9.5 + 5) Sect Adequate By: 57.4% . Coot og Factor: Moment Left ente Tl0NS Qr d 0.00 IN 2Ulnfinity 0.00 IN Ulnlinity 0.00 IN 2L/Iifinit ad 0.83 in -0.04 in 0.06 in :U .d 0.83 IN 2U406 -0.04 IN L12598 0.06 IN 2L/1986 Deflection Criteria: U360 Total Load Dcitection Criteria: U2;0 rI olb. Ôlb ad 26263 lb -14696 lb .I0. d 26263 lb -14696 lb .L .5 F.S) 0 lb -14696 lb 14 if ..ength 1.02, in 0.00 in \IA !f çfl)f ght !Jth 14 - It 9.5 ft 5 ft Length-Top 0 ft 0 ft 0 ft Length-Bottom 14 .ft 9.5 ft 5 ft r. Fy ROPERTIES . A992-50 .lElasticity: E= 29000 d = 20.8 in S 'ckness: . tw = 0.38 in S . '/idth: bf = 8.22 n . ickness: tl= 0.52 in S to Web Toe of Fillet: k = 1.02 in of Inertia About X-X Axis: lx S 'odulus About X-X Axis: Sx lion Modulus About X-X Axis: Zx • pertles per AlSC 14th Edition Steel M.inual: ickling Ratio: FBR 5 Flange Buckling Ratio: AFBR ' Ratio: wnr = 5 . 'eb Buckling Ratio: AWI3R o' Unbraced Length: Lb • braced Length - rat-torsional buckling: Lp 5 F22: . Lr= - ural Strength W/ safety factor: Mn .iiiq Equation: F2-2 tii,':kness ratio: h/tw :o thickness ratio for eqn. G2-2: h/tw-Iimtt . Cv- ing Eqoation: G2-2 5 or Irength wl safety factor. .Vn S -i::tgo ft-lb I span 1 '(Left Span) - ig all dead loads and live toads n span(s) 1. 2, 3 5 ;icar: 15403 lb . I -on 2 (Center Span). ' ' all dead loads and live loads on span(s 1140 in.1 110 126 if. 7.87 0.15 50.03 00:55 14 It 6,11 It 17.38 it 228774 it-:[) 5fl)3 53.05' --TR-T---W1R-"g i r DanA Wright Engineers r s 7425 Peak Or or Las Vegas, NV 89128-9011 StruCalc Version 9.0.2.5 3/10/2017 10:27:38 AM LOADING DIAGRAM . 9.6ft- 1 L'NIFORM LOADS L11 fl1E igi Uniform Live Load 0 pIt 0 p11 0 pIt Uniform Dead Load 0 p11 0 pIt 0 plf * [team Self Weight 55 p11 55 p11 55 p11 50 k Total Uniform Load 55 p11 55 pIt 55 p11 POINT LOADS - LEFT SPAN Load Number One live Load 0 lb load Load 10000 lb Location 0 it i .oan H fR Wright Engineers 1G11T 7425 Peak Dr of Las Vegas, NV 891289011 e r g t StruCalc Version 9.0.2.5 3/13/2017 10:41:01 AM L:iORM LOADS CenteI tJ:,.torm Live Load .0 plf LJr:i'rm Dead Load 0 pIE rn Self Weight 35 pIE :1 Uniform Load 35 pIt U .NT LOADS - CENTER SPAN Lord Number One TWO (J.,- Load 01b 0 l I Load 26263 lb 26263 lb 11011 2ft 24 ft Crane Support led Multi-Span rnationai Build;; Code(AISC 14th Ed AS: .V12x35x26.0 I :lequate By: 34 . - .j Factor: Deflec: :i :TIONS c • 0.00 1./111linity id 0.9(i c$ 0.96 . Deflection C .. ./3C) Total Load F :ec1h1 Criteria: Li 13 0 l id • 2671. 71)715 lb ci 2671 26(18 lb ength o.a: . (.32 in :111- .: eirgth-Tc;' . ngth-Bolt 25 It rOpEpTlE A092-50 - F - 50:• Elasticil, F 20000 12.5 0.3' bl 6.56 I: ':ness: - II • 0.52 :o Web Toe '.: Ic - 0.82 1 Inertia A' :.;;: Ix 285 dulus Al 45.5 ion Mor: X-X Axis: • 7 51.2 :rties rEdition Stool rig Ric U : = 6.31 rige B : '::tio. t R= RaI;r; V - r = 36.2 b Bur: ••'•• A. 1I = 90.55 )nbrac It C raced : I 5. dy factor: . 1277.:: I . I ho for eqn. G2-2: I mil = 53.1 ( r S' . ...:y factor: \. 7500' :' (Center Spar; ;:ds and live to: ;';rn(s) 2 :;r Span) and live b; :n span(s :ions: Rqq, 211.3 255 5548.: 127745 2671 75000, ROJECT: I1:M7 a . KtGH-T - e In g i n ee kI I'IVI.I,-',j.VIIbLldl:FWU 4iltobUII Ldletdl aec1IIII,3 IbUIc*LIJII (DESIGNEOUnONS PER BC SECTION 1805:7.2.1) .LOACONC: Cantilever columns 522 b jIr): 16.00 'qial (P;!;Er)' 300. TOLERATE 1/2" MOVEMENT? (IN PLAMETEIr):: .5 S1(Pii 1,): 11708 2.8t MIN. EMBEbMENT.TI 8.54 I . .t . p,""'• - /S.5ONv2WBZ?28 /sNCNCONSIPAINEO Copyr3ht WRIGHT I 'GINEERS R0JECT iOLc00 - JD v2OO&O2 28 No:SHEET- M8 - WRIGHT engIne e r DESIGN SEISMIC LOADS ;:;CE 7-lOSE I;TK)N EQUIVALEHI LATERAl. FORCE PROCEDURE SITE CLASS : D RISKcAuGORY:II SITE SPECIFIC R: 1.3 IE: 1.00 SDS: 0.787 Ct: 0.02 Ss: 1.123 Sol 0.452 x: 0.75 Si : 0.432 SEISMIC DESIGN CAT: D Ta(sEc): 0.1 Fa: 1.051 C 0.629 TL (SEC) 8.0 Fv: 1.568 C, MIN 0.035 C.ux: 2.991 DESIGN BASE SHEAR. v: 0.629W PRIMARY SYSTEM DIAPHRAGMS V 1K) : 1<.59 MIN (12.10.1.1): 0.157W k: 1 . MAX: 0.315W E. VI.IT.DI$TRIBU HON, Fx DJAPHRAGM,Fp LEVEL .WEIGHT(K) ELI:v.(FT) LfI fl ASD 12.10.1.1 GOVERINGFp Fp!Fx ROOF 20.0 :1.0 . 0.62i.. wx 0450Wx . 0.629W . 0.315W 0.60 CONNECTIONS . LRFD ASD ASCE 7-10 SECTION 12.1.3 . . Fp: 0.105Wp 0.075 Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL CON' •)NENT ANCHORAGE ASCE7•1OCIIA 1II 13 iJ..,-I, 1.0(13.1.3): 1.0 01 Rp Z(FT) LRFD ASD MAX(EO. 13.3.2): 1.25< Wp - 1 2.5 11.00 0.378 Wp 0.270 Wp MIN(EQ. 13.3-3): 0.23; Wp 1.. 2.5 9.63 0.346 Wp 0.247 Wp 1.., 2.5 8.25 0.315 Wp 0.225 Wp 1 2.5 6.88 0.283 Wp 0.202 Wp 2.5 5.50 0.252 Wp 0.180 Wp I. 2.5 4.13 0.236 Wp 0.169Wp 2,5 2.75 0.236 Wp 0.169 Wp 1.. .. 2.5 1.38 0.236 Wp 0.169Wp oSeisnic.xIsS..ndiJC . . I WRIGIIl I .'1GINEERS =v20019.03 JECT: . o: P (kip) 0 0 0 y tx .. 0 0 • . . fs=0.5fy! • 30ind1am. •. • . Code: ACI 318-14 . • Units: English .. • Run axis: About X-axis . . (Pmax) (Pmax) . . Run option: Investigation . . .. . . fsO fs0 fs=0.5fr/ - Slenderness: Not considered . • . . Column type: Architectural . • Bars: ASTMA6I5 • Date: 03/10/17 . " L._=k,i' I • Time: 11:48:25 .600 (Pmin) -200 (Pmin) S STRUCTUREPOINT -spCoIumn v5.10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 S • File: untitled.col • Project: • Column: . Engineer: • fc 3 ksi fy = 60 ksi Ag = 706.858 in12 6 #6 bars Ec = 3122 ksi Es = 29000 ksi : As 2.64 inA2 rho = 0.37% fc = 2.55 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Ix = 39760.8 in'4 e_u = 0.003 in/in . Yo = 0.00 in ly = 39760.8 in A4 Betal = 0.85 . Min clear spacing = 10.50 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 . • . . .5fy M1O S SSTRUCTUREPOINT - spColumn v5.10 (TM) Page 2 *Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 03/10/17 untitled.col . 11:47 Jj S SGeneral Information: 5 File Name: untitled.col Project: 5 - Column: Engineer: Code: ACI 318-14 Units: English 5 Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Architectural Properties: S Material Concrete: Standard Steel: Standard .5 f'c = 3 ksi fy = 60 ksi Ec = 3122.02 ksi Es = 29000 ksi 5 fc = 2.55 ksi Eps_yt = 0.00206897 in/in Epsu = 0.003 in/in 5 Betal = 0.85 5 Section: Circular: Diameter = 30 in section area, Ag 706.858 in"2 S Gross Ix = 39760.8 in4 ly = 39760.8 in4 = 7.5 in S rx ry = 7.5 in Xo= 0 i Yo= 01n 5 Reinforcement: 5 Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in"2) S 44 3 0.38 0.11 44 4 0.50 0.20 44 5 0.63 0.31 5 44 6 0.75, 0.44 44 7 0.88' 0.60 44 8 1.00 0.79 44 9 1.13 1.00 44 '10 . 1.27 1.27 44 11 1.41 1.56 5 14 14 1.69 2.25 44 18 2.26 4.00 5 Confinement: Tied;-4$3 ties with #10 bars, 04 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Circular . S Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As 2.64 in2 at rho = 0.37% (Note: rho < 0.50%) 5 Minimum clear spacing = 10.50 in 6446 Cover =3 in Factored Loads and Moments with Corresponding Capacities: S Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epat Phi • No. k ip k-ft k-ft in in 5 1 6.00 81.80 129.64 1.585 7.00 26.25 0.00826 0.900 5 End of output *** S S 5, . . • • S • . S S. • S . Mu S • STRUCTUREPOINT - spColumn v5.10 (TM) Page to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 03/10/17 .Licensed untitled. col - 11:47 Am S S 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 . 00, 0 00 100. 00 00 00 00 00 00 00 00 00 00 00 00 - 00 00 00 00 00 00 00 00 00 00 00 00 00 . 00000 00 00 OÔ 00 00 00 00 00 00 00 00 00 00 00 000000 -00 00 00 00 00 00 00 00 00 00 00 . 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 - 000000 00000 000 00000 0 00 00 00 00 00 (TM) • . = ----------------------- spColumn v5.10 (TM) 5 - Computer program for the Strength Design of Reinforced Concrete Sections Copyright ® 1988-2016, STRUCTUREPOINT, LLC. 5 All rights reserved ------------- 5 Licensee stated above acknowledges that STRUCTUREPOINT (SE') is not and cannot be responsible for either the accuracy or -adequacy of the material supplied as input for processing by the spColumn computer .program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the - correctness of the output . prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to . produce spColumn error- freethe program is not and cannot be certified infallible. The final and only responsibility for analysis, design and 'engineering documents is the licensees. Accordingly, . STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. M12