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HomeMy WebLinkAbout1704 DRAKE WAY; VILLA 3 STRUCT; PCR06209; Permit02-13-2007 City of Carlsbad 163* Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06209 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 1704 DRAKE WYCBAD PCR 2111300300 Lot# $0 00 Construction Type CB051489 V1 CARLSBAD RANCH RESORT-VILLA 3 MODIF TO STRUCTURAL & WATERPROOFING Applicant RUSSONUFER 2398 SAN DIEGO AVE SAN DIEGO CA 92110 619-297-8066 Status Applied Entered By Plan Approved Issued Inspect Area Owner FRANCISCO SUNNY VJR C/O GRAND PACIFIC CARLSBAD LP 5900 PASTEUR CT #200 CARLSBAD CA 92008 PENDING 11/22/2006 JMA Plan Check Revision Fee Additional Fees $960 00 $000 Total Fees $960 00 Total Payments To Date $0 00 Balance Due $960 00 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 \tdri FOR OFFICE USE ONLY PLAN CHECK NO?^<€ 0(0 EST VAL Plan Ck Deposit Validated By Date I Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel tf Existing Use Proposed Use #of Stories # of Bedrooms tt of Bathrooms Name Address ^ l^genrJSr* Contraigtoi=f \ City (/ ^LT) Agent fo'r OwneV1 ^ ••.'; State/Zip Telephone tt ~u~~... "• r "ir^-"— Name Address City State/Zip Telephone tt Name Address City State/Zip Telephone tt (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500|) Name State License tt Designer Name State License tt '6.r .^'WORKERS;' Cit Address License Class Address >M>lNSAfibN' 'v. ;.. • , M > , . ""..: ..:-'•••'-• 1 ' ', City State/Zip City Business License tt City State/Zip L L- "-'•_'••':.'' ' JKiEiSlS'i il-SIL '£ " ' ,: '. Telephone tt Telephone j. ~ -,'s*1 1 ' ,-_•:' .<--, s '• , • - •* Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations f~l I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued Q I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE 17 - OWNER BUILDER bECLARAf)ONL L.'1'.'-j.-.T '"':.»' .'.'. .''1 '...'.' ''*"• -'j*!I _, ...;.. ._-' :".... i;"..' "L .!V 'V-L,... =Ai ._'Wi;. J-.; i •••' I hereby affirm that I am exempt from the Contractor s License Law for the following reason Q I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) l~l I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) 1~1 I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement l~l YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / contractors license number) _^_^___^_^^^__ 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE L,'..--.^-;^ :_. ,~.ij ~v;i: I'iiLiriV'V...,"^;.' v,^-.'."^."- .-.'.u-li'':,"! Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? f~1 YES l~) NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? D YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 '_CpNSTRUCTiON LENDIN(3jAGlNCYi , ,1,1 . „.,_,. iWiT .. ' ... ^2S&-. :L - .... :,:„.. .'f / ..=. i - '•"f^iIL V -SijvVl^. X' . k' "" - ^T" I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER S NAME LENDER S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 daysJSection 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE /YELLOW Applicant PINK Finance DATE sssn July 10,2006 Consulting Engineers Mike Peterson City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, CA 92008 Re Carlsbad Ranch Resort KPFF Job No 106061 Dear Mr Peterson Please accept this letter as notice that Eric Lehmkuhl of KPFF Consulting Engineers is assuming the role of "Structural Engineer of Record" fora portion of the project named Carlsbad Ranch Resort & Hotel, Phase 1 KPFF's structural scope of this project consists of two three-story villas including spread footings and slab on grade and the superstructure of a three-story hotel building that is supported by a concrete garage designed by another engineer All three of these buildings have been designed with metal stud framing by the previous engineer, ESF KPFF is checking both the gravity and lateral system of the buildings and will provide scaled drawings and calculations Since the previous design has already been reviewed and approved by the Carlsbad Building Department. KPFF is only making minor changes as deemed necessary to meet KPFF standards In general, framing members are being checked and increased in size as needed, but not decreased The only exception is the floor joists which were previously designed to a strict L/600 deflection criterion This criterion has been reduced to the industry standard of L/480, so many of the floor joists are being reduced in size A11 s'givf'capt cha»ges """ be clouded, and labeled, with the appropriate delta number to make the review process go more smoothly Sincerely, x^ KPFF Consulting Engineer ERIC LEHMKUHL No S3406 Exp 3-31-08 *' \Eric Lehmkuhl, S E Principal cc Tim Stripe, Grand Pacific Resorts John Mattox, JPM Design Management 3131 Cam/no Del Pw North Suite 1080 San Diego CA 92106 (613)5218500 Fax (6191 521 3591 Seattle Tacoma Portland Phoenix San Francisco Sacramento Los Angeles Pasadena Irvine San Diego Denver St Louis Ra> Grage P T 22^ Columbus \\a\ \ LSUI C A 9208 1 03 FuK 2006 Mikt Paeison Citv of C atKbdd Building Depailment 1635 Faraday A\enuc Carlsbad CA 92008 Re Carlsbad Ranch Resort Dcai Mi Putison 1''lease accept this letter as notice that I Ra> Grage \\ill no longei be assuming the role ol Fngineei of Rccoid for the pioject nani^d Cailsbacl Ranch Resoii <S. Hold Phast. 1 rSF Ine and I aie no longer imokcd \Mth this pioicct Smceieh of FSI- ]nc CL !.'im Sf'«pc Granc! Pacific Rc-vV-.ts John Matlox, IPM Design .Vlanagement '•?)• <•• GRAND PACIFIC RI.SOKTS Time Away Tmit Toyethei December 5, 2006 Mr Mike Peterson City of Carlsbad, Building Department 1635 Faraday Avenue Carlsbad, California 9008 Re Change in Engineer - Carlsbad Ranch Resort Project CB 05-0046 Villa 1, CB 05-1489 Villa 3, CB 05-1491 Hotel 1 Dear Mr Peterson, The intent of this letter is to indicate to the City of Carlsbad that the Owner, Grand Pacific Resorts, has relieved Elixir Steel Framing, the previous project engineering firm and structural engineer, in favor of KPFF, the new project engineering firm and structural engineer, as part of the plan submittals CB 05-0046 Villa 1, CB 05-1489 Villa 3, and CB05-1491 Hotel 1 Please call me directly if you have any questions Thanks for your all you support on our projects, Sincerely Grand Pacific Resorts, Inc Bruce Zelenka Director, Construction & Facilities 5900 Pasteur Ct, Suite 200, Carlsbad, California, Cell (760) 550-8007 Fax (760) 431-4580 , r/yEsGij Corporation d> 1^-2-^7- SoS,"5T In (Partners/tip vntH government/or (BuiCtfing Safety DATE DEC. 01, 2006 JURISDICTION CARLSBAD --- \ Q PLAN REVIEWER Q FILE PLAN CHECK NO 05-1489 (REV # I- PCR # 06-209 SET I PROJECT ADDRESS M01 CANNON PROJECT NAME CARLSBAD RANCH RESORT (VILLA 3 TIME SHARES) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted fora complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's cooy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person EMARKS The project owner to submit a letter to the city indicating that he has relieved ESF '(previous project engineering firm) in favor of KPFF (new project engineering firm) as a part of this plan submittal By All Sadre Comments Misc revisions to arch. & structural plans under this submittal All sheets are impacted Esgil Corporation D GA D MB D EJ Q PC 11/27 tmsmttdot 9320 Chesapeake Dme Suite 208 * San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with government for <BuiCding Safety DATE DEC 01,2006 "JURIS JURISDICTION CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO 05-1489 (REV # 1) - PCR # 06-209 SET I PROJECT ADDRESS M01 CANNON ROAD_ f?O4 PROJECT NAME CARLSBAD RANCH RESORT (VILLA 3 TIME SHARES) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 2Sl The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's cooy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed I I Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person XI REMARKS The project owner to submit a letter to the city indicating that he has relieved ESF (previous project engineering firm) in favor of KPFF (new project engineering firm) as a part of this plan submittal By All Sadre Comments Misc revisions to arch & structural plans under this submittal All sheets are impacted Esgil Corporation D GA D MB D EJ D PC 11/27 tmsmtldot 9320 Chesapeake Dme. Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 .CARLSBAD O5-1489 (REV. # 1) - PCR # 06-209 DEC Ol, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD 1) - PCR # O6-2O9 PREPARED BY All Sadre BUILDING ADDRESS 12O1 CANNON ROAD PLAN CHECK NO O5-1489 (REV. # DATE DEC 01, 2006 BUILDING OCCUPANCY Rl TYPE OF CONSTRUCTION VlHr /SPR BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) CB Valuation Multiplier By Ordinance Reg Mod VALUE ($) 1 1994 UBC Plan Check Fee Type of Review I ^] Repetitive Fee Repeats r Complete Review T Other r-; Hourly F Structural Only 8 Hours* Esgil Plan Review Fee r r * Based on hourly rate Comments $960 00 $768 00 Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER O" DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL (<$10,000.00) CARLSBAD COMPANY STORES POOL / SPA VILLAGE FAIRE RETAINING WALL COMPLETE OFFICE BUILDING OTHER PLANNER rO^Cuj^^ DATE- -- ENGINEER C Carlsbad Fire Department BUILDING DEFT. COPY Plan Review Requirements Category PCR , Date of Report 12-26-2006 Name Address Reviewed by Permit # PCR06209 Job Name CARLSBAD RANCH RESORT-VILLA 3 Job Address 1704 DRAKE WY CHAD I^ififiiyUgl^iEEii^The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions Cond CON0001794 [MET] THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 12/26/2006 By GR Action AP CARLSBAD RANCH RESORT VILLA 1 & VILLA 3 Attn Mike Peterson Mike, We are sending these two projects back in to you for your review as we have made some minor modifications to these permitted sets The structural discipline is a majority of the changes as we have changed structural engineers for these projects We have noted on all disciplines, all sheets, a delta 6 with clouds around all changes that have been made There is also a delta 16 on some of the architectural sheets as we have made some recent changes regarding some waterproofing clarifications If you have any questions or concerns regarding this submittal please feel free to contact Russ Onufer at NOAA for explanations Sincerely, Dan Talant NOAA 2398 San Diego Ave San Diego, CA 92110 619-297-8066 Carlsbad Ranch Resort & Hofe Phase 1 - Villa 3A Calculations Job Calculations for Villa 3A Carlsbad Ranch Resort & Hotel, Phase 1 - Job No 106061 Address Carlsbad, California (These calculations apply to the job at this address only) Client Grand Pacific Resorts, Inc Item Design Criteria Floor Joist Design Beam Design Column Design Wall Design Lateral Analysis Collector Design Plan Layouts Foundation Design Misc Index to Revised Calculations Sheet Al- ci- i5 DI- 33 Ei- ;LO Fl- 2. Gl- Hl- -- Consulting Engineers San Diego, California July, 2006 Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Design Criteria Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 Carlsbad Ranch Resort & Hotel DESIGN CRITERIA AND LOADS KPFF Job #106061 9/15/06 CRR._Dst]nCrt dot Carlsbad Ranch Resort & Hotel KPFF Job #106061 DESIGN CRITERIA AND LOADS TABLE OF CONTENTS PAGE STRUCTURAL DESIGN AND SYSTEMS SUMMARY 1 CODES AND REFERENCES 1 MATERIALS SPECIFICATIONS AND STRENGTHS 2 BEAM DEFLECTION AND CAMBER 2 LIVE LOADS 3 DEAD LOADS 4 LATERAL LOADS a Wind Design for Primary Frames and Systems 6 b Seismic Design 7 CRR_DsgnCrt doc 3Carlsbad Ranch Resort & Hotel KPFF Job #106061 DESIGN CRITERIA AND LOADS STRUCTURAL DESIGN AND SYSTEMS SUMMARY This project consists of two three-story villas and one three-story hotel, each constructed of metal stud framing The hotel structure is supported by an underground concrete parking structure while each villa has a slab-on-grade with spread footings The site is located in Carlsbad, California and is at the south side of Cannon Road and on the west side of Hidden Valley Road The hotel will use a combination of sureboard, brace frames, and X-bracing for the lateral system The two villa structures will utilize brace frames and X-bracing The floor system will be lightweight concrete topping over plywood and metal stud floor joists The concrete garage will be designed by another engineer CODES AND REFERENCES o 2001 CBC with City of San Diego Amendments • CBC Standards • AWSD1 1, D1 4 • AISC ASD - Ninth Edition (1989) • AISC LRFD - Second Edition (1994) • Recommended lateral force requirements and commentary - Seismology Committee Structural Engineers Association of California -1999 o Steel Stud Manufacturer's Association Catalog (ICBO 4943-P) « 1986 AISI w/ amendments COMPUTER PROGRAMS USED • RISA • ENERCALC • AlSI-Wm 9/15/06 PAGE 1 Carlsbad Ranch Resort & Hotel KPFF Job# 106061 DESIGN CRITERIA AND LOADS MATERIALS SPECIFICATIONS AND STRENGTHS Structural Steel Wide Flanges ASTM - Wide Flange at frames ASTM - Pipe ASTM - Tubes ASTM - Angles and Channels ASTM - Plates ASTM - Base Plates ASTM - Connection Material, Embed Plates ASTM - Bolts ASTM - Rods ASTM - Anchor Bolts in Concrete or Masonry ASTM - Welding Electrodes ASTM - Headed Shear Studs ASTM A572, Grade 36 A913/50 A53 Type E or S, Grade B A500 - Grade B A36 A36, or ASTM - A572, Grade 50 A36 A36 A325, or ASTM - A490 A36 A307 (UNO) E70xx (UNO) A108 Metal Studs Per SSMA ICBO 4943-P, galvanized Thickness 33 mil, 43 mil 33 ksi 54 mil and thicker 50 ksi Punched studs acceptable UNO BEAM DEFLECTION AND CAMBER Deflection Criteria Dead load (see camber restrictions below) L/240 Superimposed Dead + Live Load on beams L/360 Live Load on beams -UNO L/360 Floor Joists Dead + Live L/480 Floor Joists Live 9/15/06 PAGE 2 Carlsbad Ranch Resort & Hotel KPFF Job #106061 DESIGN CRITERIA AND LOADS 5 LIVE LOADS Roof 20psf Floors 40psf 100psf 100psf Balconies eopsf (Reducible per CBC Table 16-C) Residences (reducible) Exit corridors and stairways (reducible) Assembly areas (no reduction) Residences if projected beyond supports (reducible) 9/15/06 PAGE 3 Carlsbad Ranch Resort & Hotel KPFF Job #106061 DESIGN CRITERIA AND LOADS DEAD LOADS (Italicized loads are tributary seismic loads, NOT stacking gravity loads) Roof w/ Trusses Ltwt Concrete Tile Roof 5/8" Plywood Steel trusses @ 24" Insulation/MEP/Misc (1)1/2"GvDboard 100 20 32 25 23 205 psf psf psf psf psf psf Comments t dead load Typical Floor Ceramic Tile 1"Gypcrete 3/4" Plywood Metal Stud Joists @ 24" Insulation/Mech/Misc (2) 1/2" Gypboard Balconies & Exterior Walkways 1/2" Ext Dex-o-tex 2-1/4" N W Concrete Plywood Metal Stud Joists @ 24" Plaster 25 100 25 20 20 45 psf psf psf psf psf psf 23 5 psf dead load 130 psf gravity partition load 25 280 25 1 5 100 psf psf psf psf psf 44 5 psf dead load 9/15/06 PAGE 4 Carlsbad Ranch Resort & Hotel KPFF Job #106061 DESIGN CRITERIA AND LOADS DEAD LOADS (Cont ) Interior Walls 5/8" Gypboard 4" Metal Studs @ 24" 5/8" Gypboard Misc 28 psf 1 5 psf 28 psf 09 psf Interior Demising Walls (2) 1/2" Gypboard 6" Metal Studs @ 24" (2) 1/2" Gypboard Insulation / Misc 8 0 psf dead load 45 psf 2 0 psf 45 psf 1 0 psf 120 psf dead load Exterior Walls, 1-Hour 5/8" Gypboard 6" Metal Studs @ 24" 1/2" Densglas Insulation & Misc Plaster 28 20 25 07 100 180 Comments psf psf psf psf psf psf dead load Typical Stair Dead Loads Steel Framing Concrete Fill 15 psf 25 psf Total Stair DL per S F of horiz area = 40 psf 9/15/06 PAGE 5 Carlsbad Ranch Resort & Hotel KPFF Job #106061 DESIGN CRITERIA AND LOADS LATERAL LOADS WIND DESIGN FOR PRIMARY FRAMES AND SYSTEMS p = Ce*Cq*qs*l Basic Wind Speed = 70 mph Exposure Category "C" qs = 126psf 1=10 Building h = 35 ft - Height above grade Use method 1 - Normal force method Ce = 1 27 (at roof level) - CBC Table 16-G Cq = 08 Inward at Windward walls - CBC Table 16-H = 05 Outward at Leeward walls = 07 Roof 9/15/06 PAGE 6 Carlsbad Ranch Resort & Hotel KPFF Job #106061 DESIGN CRITERIA AND LOADS LATERAL LOADS (Cont) SEISMIC DESIGN (controls lateral design) Building V = (Cv * I / R * T) * W < (2 5 * Ca * I / R) * W > 11 * Ca * I * W and ( 8 * Z * Nv * I / R) * W Type B Z = 04 1 = 10 Soil Type = Sc R = 28 R = 45 R = 56 W Na = 1 0 N« = 1 1 Ca= 40 Cv= 62 rho = 1 0 Q = 2 2-2 8 Method A Period Hn = 35 ft Fault type Seismic Zone 4 Importance Factor Soil Type per CBC Table 16-J Tension-only Bracing per CBC Table 16-N Plywood and Sureboard Shearwalls Ordinary Braced Frames per CBC Table 16-N Total Dead Load Weight of Building Per CBC Table 16-S Per CBC Table 16-T Per CBC Table 16-Q Per CBC Table 16-R Redundancy factor Seismic Force Amplification Factor per CBC Table 16-N Ct*(Hn) 3/4 - Height above grade = 0 020(35):3/4 = 0 29 seconds- Method A Allowable Story Drift = Am = 0 025 = 0 7 * R * As Per CBC 1630 9 9/15/06 PAGE 7 Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Floor Joist Design "" ™" Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego CA92108 Consulting Engineers Sen Diego California Project Job No Date 6/23/06 Reviserf Sheet 3 . 1 1 cases » ad: rfffitDe ~ joists -2 ^ I * p C« 2 5> / 3 W' sp*» /a ' fr- 10.3 ps-f- U * 5 ( /J-5 --/O 005200 ^ W = Consulting Engineers San Diego CaMocnta Pro)ect Job No By Date Revised Sheet Li z f,5 p$£ e*t €f>t-i ~io (Ai 3) 5 -/o? 5 /3 '- 7 spa*^ ' /3 1996 AISI Specification ASD DATE 6/27/2006 SECTION DESIGNATION 1000S200-54 Single INPUT PROPERTIES Web Height = 10000 in Steel Thickness = 00566 in Top Flange = 2000 in Inside Corner Radius = 00849 in Bottom Flange = 2 000 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0625 in Fy With Cold-Work, Fya = 500 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 43 0 psf Total Load = L/240 Live Load = 40 0 psf Live Load = L/480 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120 in 160m SINGLE SPAN 20' 8" e 18' 0" e TWO EQUAL SPANS 20'10" a 17'3" a Stiffeners required as noted e = end, i = interior, a = all WITH UNSTIFFENED WEBS JOIST SPACING 120 in 160 in 24 0 in SINGLE SPAN 12'11" 9'8" 6'5" TWO EQUAL SPANS 12'3" 9'8" 6'10" 1996 AISI Specification ASD DATE 6/27/2006 SECTION DESIGNATION 1000S200-68 Single INPUT PROPERTIES Web Height = 10000 in Steel Thickness = 00713 in Top Flange = 2000 in Inside Corner Radius = 01069 in Bottom Flange = 2 000 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0625 in Fy With Cold-Work, Fya = 500 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 43 0 psf Total Load = L/240 Live Load = 40 0 psf Live Load = L/480 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120m 160 in 24 0 in SINGLE SPAN 22'3" e 20'2" e 17'8"e MO TWO EQUAL SPANS 25'3" i 22'2" a 18'1" a Stiffeners required as noted e = end, i = mtenor, a = all WITH UNSTIFFENED WEBS JOIST SPACING 120 in 160 in 240m SINGLE SPAN 21'9" 16'4" 10'10" TWO EQUAL SPANS 17'6" 14'0" 10'1" 1996 AISI Specification ASD DATE 6/23/2006 SECTION DESIGNATION 600S200-43 Single INPUT PROPERTIES Web Height = 6000 in Steel Thickness = 00451 in Top Flange = 2000 in Inside Corner Radius = 00712 in Bottom Flange = 2 000 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0 625 in Fy With Cold-Work, Fya = 33 0 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 44 5 psf Total Load = L/240 Live Load = 60 0 psf Live Load = L/480 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120 in 160 in 240 in SINGLE SPAN 10'5"e 9'0" e 7'4" e TWO EQUAL SPANS 10'5" a 9'0"a 7'4" a Stiffeners required as noted e = end, i = interior, a = all WITH UNSTIFFENED WEBS JOIST SPACING 120 in 160 in 240 in SINGLE SPAN 5'11" 4'5" 2'11" TWO EQUAL SPANS 5'9" 4'6" 3'2" 1996 AISI Specification ASD DATE 6/23/2006 SECTION DESIGNATION 800S200-43 Single INPUT PROPERTIES Web Height = 8000 in Steel Thickness = 00451 in Top Flange = 2000 in Inside Corner Radius = 00712 in Bottom Flange = 2 000 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0 625 in Fy With Cold-Work, Fya = 33 0 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 32 0 psf Total Load = L/240 Live Load = 100 Opsf Live Load = L/480 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120 in 160 in 24 0 in SINGLE SPAN 11'4"e 9'10"e 7'7" e TWO EQUAL SPANS 10'1" a 8'1"a 5'11"a Strffeners required as noted e = end, i = interior, a = all WITH UNSTIFFENED WEBS JOIST SPACING 120 in 160 in 24 0 in SINGLE SPAN 4'2" 3'1" 2'1" TWO EQUAL SPANS 4'8" 31 7" 2'5" 1996 AISI Specification ASD DATE 6/23/2006 SECTION DESIGNATION 800S200-54 Single INPUT PROPERTIES Web Height = 8000 in Steel Thickness = 00566 in Top Flange = 2000 in Inside Corner Radius = 00849 in Bottom Flange = 2 000 in Yield Stress, Fy = 50 0 ksi Stiffening Up = 0625 in Fy With Cold-Work, Fya = 500 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 44 5 psf Total Load = L/240 Live Load = 100 Opsf Live Load = L/480 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120 in 160 in 24 0 in SINGLE SPAN 12'10"e 11'8" e 10'1"e TWO EQUAL SPANS 14'3" a 12'1"a 91 0" a Stiffeners required as noted e = end, i = interior, a = all WITH UNSTIFFENED WEBS JOIST SPACING 120 in 160 in 240m SINGLE SPAN 8'1" 6'1" 4'0" TWO EQUAL SPANS 7'9" 6'1" 4'3" 1996 AISI Specification ASD DATE 6/23/2006 SECTION DESIGNATION 1000S200-68 Single INPUT PROPERTIES Web Height = 10000 in Steel Thickness = 00713 in Top Flange = 2000 in Inside Corner Radius = 01069 in Bottom Flange = 2 000 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0 625 in Fy With Cold-Work, Fya = 50 0 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 44 5 psf Total Load = L/240 Live Load = 100 Opsf Live Load = L/480 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120 in 160 in 240 in SINGLE SPAN 16'7"e 15'1"e 13'2"e TWO EQUAL SPANS 18'7" a 16'10" a 13'2" a Stiffeners required as noted e = end, i = interior, a = all WITH UNSTIFFENED WEBS JOIST SPACING 120 in 160 in 240 in SINGLE SPAN 12'6" 9'4" 6'3" TWO EQUAL SPANS 11'3" 8'10" 6'3" 1996 AISI Specification ASD A. C\ DATE 6/27/2006 /^ » SECTION DESIGNATION 1000S200-68 (2) Back-to-Back INPUT PROPERTIES Web Height = 10000 in Steel Thickness = 00713 in Top Flange = 2000 in Inside Corner Radius = 01069 in Bottom Flange = 2 000 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0 625 in Fy With Cold-Work, Fya = 50 0 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 163 0 psf Total Load = L/240 Live Load = 100 Opsf Live Load = L/480 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120 in 160 in 240 in SINGLE SPAN 19'1" 17'4" 14'5" TWO EQUAL SPANS 20'4" i 17'8" i 14'1" i Stiffeners required as noted e = end, i = interior, a = all WITH UNSTIFFENED WEBS JOIST SPACING 120m 160 in 240m SINGLE SPAN 19'1" 17'4" 14'5" TWO EQUAL SPANS 16'0" 13'0" 917" ifff Consulting Engineers J3an Diego California Project Job No By Date Revised Sheet /v C -3V'i y- (Tin ^ Cr. T Kfp \A/« /1 C ^ P- /€> --x±1 1996 AISI Specification ASD DATE 7/12/2006 SECTION DESIGNATION 550S162-43 (2) Back-to-Back INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00451 in Inside Corner Radius = 00712 in Yield Stress, Fy = 33 0 ksi Fy With Cold-Work, Fya = 363 ksi Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 Lateral Load = 20 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS Mb) BRACING NONE MIDPt THIRD Pt SHEATH 2 SIDES DEFLECTION 12 in 3161 7055 8172 4957 { L/2963 SPACING 16 in 3161 7055 8172 4957 L/2222 24 in 3161 7055 8172 4957 L/1481 Maximum KL/r 165 82 57 57 Consulting Engineers San Oiego California JobNo By Date Revisecf Sheet iO 3.6*0S")* Consulting Engineers San Diego California Pro)ect Job No By Date. Revised Sheet = 222^22 ^/6//7 a^T -^ Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Beam Design Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 0 5o LU CO z Jfc 5 ^!£ LU iP > -1 _,_ 1— ^09,) SHAPEi_i o UJ5 < j" JU 1 l , , oooooooo liOCOOiCO^lCOCOOO L}J to co "* co i . rtj *"IO •*•* » + ^_ » * ^^ **» ^_ ^5 1^5 ^^ ^^ ^5 ^^ ^^ ^3 10 T- T- CO T- T- T- SocooocMt^cooo CO 00 IO 00 ioiocMioi_|CM_|CMCO_ICM_1 §CO O CO O O CO O0 O O O O O Oomoooooo CMCNJ-r-CMCslT— C^CM 00 CO CO 00 CO CO 00 00 V I — I —— 3 — 3 ^r ' i ' i^^-^OlCD-sSlI-iOOl OOOOO 00000 00 lOj^OO^IOO •<*CM^C^!lO COU3 o°co§° SSsiKg Sg OOOOO OOOOOO 0 ,-,rj-incMcoo) CMOOOO-* cos•^J-CDCM'«-CO lOCMCOCM-«- CO^ IOIO10 OQJ <*5m "'l^ tDfcOCM^ gcDCofc? CDoCO ^~ ^f ^^ c^ ^"^ CO 00 ^"^ ^0 ^™* ^^O) CO ^^ ^™ ^^ CO OOh-^^'^'CO OOOOh^h* 0000coopAupco cDcocncpj coop OOOOO OOOOi OOOOOOO OOOOO OOCMCMCMCMCM CMCMCMCMO CMCM COCOCOCOCO COCOCOCOCM COCO88888i"o888oU!88OCMOOOZoOCMCMOZoO ^k^-,^-.^J^< A-^lvA,xiv2,< ^.^.CMCMCMCMCM— j'«-T-CMCMCM^i^'<- O T- CM CO ^t fft tf\ tf\ rf} ff\ rr\ ff\ (fi tf\ ef) rr\ [ft rft ff\ LLU-U-L1.LLLJ-LLLJLLLLLU.U.LLLL IC! CO co Consulting Engineers ^m Diego California Pr0)ect Job No &> By n ,^. Revised ' roc* ^ 1-0 v5"' '- 6' L ' SOO S5 7 ^ - 55^0 ^ 2- z, - HO L ^ \v --f Q Consulting Engineers San Diego California Project Job No By Date Revised Sheet it??,- c7\ ~o L -- 3 - o £ ' - -• .-• L= ^ '- O \ Z? O - HO, Consulting Engineers ^n Diego Calitorma Project Job No "P-ooc By Date Revised Sheet FB'2. L -- S '- O " O 6 61 ' L -, \\l - O <floor •- o 13 '3 loo r -. 6. -b C )00 1 UJ- 3( Z2-OL c (cOOL 4 lOOCr f \Ci\C -. Consulting Engineers 9an Diego California Project Job No By Date Revised 'rl- 1 I FB ' O 1 US' ^ C ' £1oc?r L- o Ooo, - ^ /•.. —- w (I00t -v 3( 30 C 20 \ ^ lof !^D^) -10 i16k «- 1200tt Mmax=1931k-ft Dmax = 0 0000 in Lmax = 5 531 k Vmax @ left = 5 531 k Rmax = 3 809 k Vmax@rt = 3809k Consulting Engineers San Diego California Project /•« r?- V.llr, s D^ ,•, Job No )'V">'' ">-' -/ L. v_/ By Revised Sheet 15 Ui - ( 11 53 r B b C H'-r) \\ 4 -7 4 A £ ? G'-G" ~1 69 014k/ft * 111111 rn 066kffl J7TMMTTTIHHUI 750 ft Mmax=1497k-ft Dmax = 0 0000 in Lmax= 3579k Vmax @ left = 3 579 k = 6251k Vmax @ rt = 6 251 k www clarkwestern comff^ " 1986 AISI Specification w/1989 Addenda DATE 6/21/2006 SECTION DESIGNATION 1000S200-68 (2) Boxed INPUT PROPERTIES Web Height = 10000 in Steel Thickness = 00713 in Top Flange = 2000 in Inside Corner Radius = 01069 in Bottom Flange = 2 000 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0625 in Fy With Cold-Work, Fya = 500 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in ALLOWABLE FLOOR JOIST SPANS INPUT PARAMATERS Deflection Limits Dead Load = 317 0 psf Total Load = L/240 Live Load = 690 0 psf Live Load = L/360 Two-Span Live Load Deflection Based on Alternate Span Loading Bearing Lengths for Web Crippling End Condition = 1 0 in Interior Condition = 3 5 in Allowable Shear and Web Crippling Based on Unpunched Web ALLOWABLE SPANS WITH TRANSVERSE WEB STIFFENERS JOIST SPACING 120 in 160 in 240 in SINGLE SPAN 10'5"e 9'0"e 6'2"e TWO EQUAL SPANS 8'9" a 7'0"a 4'11" a Stiffeners required as noted e = end, i = interior, a = all WITH UNSTIFFENED WEBS [y."5A JOIST SPACING 120 in 160 in 24 0 in pp,_ 5 -5, SINGLE SPAN 3' 7" 2' 8" TWO EQUAL SPANS 3' 9" 2' 11' www clarkwestern com 1 986 AISI Specification w/1 989 Addenda DATE 6/21/2006 v\ SECTION DESIGNATION 800S200-43 (2) Boxed INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 8000 2000 2 000 0625 in in in in 1 500 in Steel Thickness = 00451 in Inside Corner Radius = 00712 in Yield Stress, Fy = 33 0 ksi Fy With Cold-Work, Fya = 330 ksi Punchout Length = 4 000 in ALLOWABLE UNIFORM LOADS Deflection Limit L/360 Listed load multiplied by 1 00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing 24 0 in TOTAL ALLOWABLE UNIFORM LOADS flb/ftt SPAN LENGTH (ft) 400 600 1000 Without Web Stiffeners With Web Stiffeners 2772 9860 1848 6574 1109 3406 www clarkwestern com 1 986 AISI Specification w/1 989 Addenda DATE 7/13/2006 .-.x & SECTION DESIGNATION 1000S200-54 (2) Boxed INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 10000 in Steel Thickness = 00566 in 2 000 in Inside Corner Radius = 0 0849 in 2 000 in Yield Stress, Fy = 50 0 ksi 0625 in Fy With Cold-Work, Fya = 500 ksi 1 500 in Punchout Length = 4 000 in ALLOWABLE UNIFORM LOADS Deflection Limit L/360 Listed load multiplied by 1 00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing NONE TOTAL ALLOWABLE UNIFORM LOADS flb/ftt SPAN LENGTH (ft) Without Web Stiffeners With Web Stiffeners 600 3577 10386 800 2682 7790 1100 1951 5665 www clarkwestern com 1996 AISI Specification ASD DATE 7/12/2006 SECTION DESIGNATION 1000S200-68 (2) Back-to-Back INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 10000 in Steel Thickness = 00713 in 2000 in Inside Corner Radius = 01069 in 2000 in Yield Stress, Fy = 500 ksi 0625 in Fy With Cold-Work, Fya = 500 ksi 1 500 in Punchout Length = 4 000 in ALLOWABLE UNIFORM LOADS Deflection Limit L/240 Listed load multiplied by 1 00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing NONE TOTAL ALLOWABLE UNIFORM LOADS (Ib/ftt Without Web Stiffeners With Web Stiffeners SPAN LENGTH (it) 800 1000 11012 5989 12964 5989 1200 2888 2888 www clarkwestern com 1996 AISI Specification ASD DATE 7/12/2006 SECTION DESIGNATION 1000S200-68 (2) Boxed INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 10000 in Steel Thickness = 00713 in 2000 in Inside Corner Radius = 01069 in 2000 in Yield Stress, Fy = 500 ksi 0625 in Fy With Cold-Work, Fya = 500 ksi 1 500 in Punchout Length = 4 000 in ALLOWABLE UNIFORM LOADS Deflection Limit L/240 Listed load multiplied by 1 00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing NONE TOTAL ALLOWABLE UNIFORM LOADS (Ib/ftt SPAN LENGTH (ft) 800 1000 1200_ Without Web Stiffeners With Web Stiffeners 4529 16044 3623 10954 301 9 7607 www clarkwestern com 1996 AISI Specification ASD DATE 7/12/2006 SECTION DESIGNATION 1000S200-97 (2) Back-to-Back INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 10000 in Steel Thickness = 01017 in 2000 in Inside Corner Radius = 01525 in 2000 in Yield Stress, Fy = 500 ksi 0625 in Fy With Cold-Work, Fya = 576 ksi 1 500 in Punchout Length = 4 000 in ALLOWABLE UNIFORM LOADS Deflection Limit L/240 Listed load multiplied by 1 00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing NONE TOTAL ALLOWABLE UNIFORM LOADS (Ib/ft) SPAN LENGTH (ft) 800 1000 1200 Without Web Stiffeners With Web Stiffeners 17699 17699 8080 8080 3897 3897 /5*=www clarkwestern com 1996 AISI Specification ASD DATE 7/12/2006 SECTION DESIGNATION 1000S200-97 (2) Boxed INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 10000 in 2000 in 2 000 in 0625 in 1 500 in Steel Thickness = 01017 Inside Corner Radius = 01525 Yield Stress, Fy = 50 0 Fy With Cold-Work, Fya = 576 Punchout Length = in in ksi ksi 4 000 in ALLOWABLE UNIFORM LOADS Deflection Limit L/240 Listed load multiplied by 1 00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing NONE TOTAL ALLOWABLE UNIFORM LOADS flb/ftl SPAN LENGTH (ft) Without Web Stiffeners With Web Stiffeners 800 9789 27795 1000 7831 17789 1200 6526 12353 www clarkwestern com 1 996 AISI Specification ASD DATE 7/12/2006 _i r ^ SECTION DESIGNATION 1200S200-97 (2) Back-to-Back INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 12000 in 2000 in 2 000 in 0 625 in 1 500 in Steel Thickness = 01017 in Inside Corner Radius = 01525 in Yield Stress, Fy = 50 0 ksi Fy With Cold-Work, Fya = 57 6 ksi Punchout Length = 4 000 in ALLOWABLE UNIFORM LOADS Deflection Limit L/240 Listed load multiplied by 1 00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing NONE TOTAL ALLOWABLE UNIFORM LOADS (Ib/ffl SPAN LENGTH (ft) Without Web Stiffeners With Web Stiffeners 600 2761 0 49433 800 2070 7 22106 1000 970 2 9702 TECHNICAL MANUAL Single L-Header Allowable Uniform Loads (Ib/ft) Member Designation 600U5&33 6001150-43 600115054 6001 15068 600.15033 600.150-43 6001150-54 600L15fM8 80X150-33 80O.150-43 8001150-54 800L150-68 800115033 8001150-43 800L150-54 8001150-68 1000-150-33 1000.150-43 1000L1SO-S4 1000.150-68 100X150-33 100X150-43 10001150-54 1000L150& Yield Strength (ksi) 33 33 33 33 50 50 50 50 33 33 33 33 50 50 50 50 33 33 33 33 50 50 50 50 3 (ft) 735 964 1300 1759 1114 1460 1970 2665 1206 1556 2071 2769 1830 2358 3139 4195 1304 2197 3018 3998 1976 3328 4573 6058 4 (ft) 413 542 732 990 626 821 1108 1499 679 675 1165 1557 1023 1326 1765 2360 734 1236 1698 2249 1112 1872 2572 3408 5 (ft) 265 347 468 633 401 526 709 960 435 560 746 997 659 849 1130 1510 470 791 1087 1439 711 1198 1646 2181 SPAN 6 (ft) 184 241 325 440 278 365 493 666 302 389 518 692 457 590 785 1049 326 549 755 1000 494 832 1143 1515 8 (ft) 103 136 183 247 157 205 277 375 170 219 291 389 257 332 441 590 183 309 424 562 278 468 643 852 10 (ft) 66 87 in 158 100 I ,3, ,77 240 109 140 186 249 165 212 282 378 117 198 272 360 178 300 412 545 12 (ft) 46 60 81 110 70 91 123 167 75 97 129 173 114 147 196 262 82 137 189 250 124 208 286 379 Notes 1 Deflection limit is L/360 2 Allowable loads have not been modified for wind or earthquake loading 3 Headers are made from two L angles laid over top wall track 4 Allowable header uniform loads are calculated per the AISI Standard for Cold Formed Steel Framing Header Design 5 Members are assumed adequately braced for bending 6 Allowable loads are for simply supported headers with uniform bending loads only The NU Way to Build O NUCOJSTEEL 2DO3. ALL. RIGHTS RESERVED. NOT FOR RESALE. DUPLtCffiHON OR DlSTHIBLniON NUCONSTEEU COM TECHNICAL MANUAL Double L-Header Allowable Uniform Loads (Ib/ft) Member Designation 600115033 6001150-43 600L 150-54 600115068 600L150-33 600L150-43 600L159-54 60DL15068 800U50-33 8001150-43 800115054 8001150-68 800L150-33 800.150-43 8001150-54 800U50-68 1000115033 10001150-43 1000L15054 10001150-68 1000L150 33 10001150-43 1000.15054 1000.150-68 Yield Strength (ksi) 33 33 33 33 50 50 50 50 33 33 33 33 50 50 50 50 33 33 33 33 50 50 50 50 3 (ft) 1470 1928 2601 3518 2227 2921 3941 5331 2416 3113 4143 5537 3660 4716 6277 8390 2609 4393 6036 7997 3953 6656 9146 12116 4 (ft) 827 1084 1463 1979 1253 1643 2217 2999 1359 1751 2330 3115 2059 2653 3531 4719 1467 2471 3395 4498 2223 3744 5145 6815 5 (ft) 529 694 936 1267 802 1051 1419 1919 870 1121 1491 1993 1318 1698 2260 3020 939 1582 2173 2879 1423 2396 3293 4362 SPAN «<ft) 367 482 650 880 557 730 985 1333 604 778 1036 " "«T "1 915 1179 1569 2097 652 1098 1509 1999 988 1664 2286 3029 8 (ft) 207 271 366 495 313 411 554 750 340 438 583 779 515 663 883 1180 367 618 849 1125 556 936 J1286 1704 10 (ft) 132 173 234 317 200 263 355 480 217 280 373 438 329 424 565 755 235 395 543 720 356 599 823 1090 12 (ft) 92 120 163 220 139 183 246 333 151 m. J*. _ _J"L. __??_ .ZB . » 524 163 275 377 500 247 416 572 757 Notes 10 Deflection limit is U360 11 Allowable loads have not been modified for wind or earthquake loading 12 Headers ate made from two L angles laid over top wall track 13 Allowable header uniform loads are calculated per the AISI Standard for Cold Formed Steel Framing Header Design 14 Members are assumed adequately braced for bending 15 Allowable loads are for simply supported headers with uniform bending loads only NUCDNSTEEL COM <5> NUCONSTEEL 2003. ALL RIGHTS RESERVED NOT FOR RESALE. OOPUCWION OR DISTRIBUTION 49 The NU Way to Build Consulting Engineers 9an Diego California Project Job No JO ^ C& I Date Revised Sheet (7 C{ 'TW I— Ojpfh. > " -- 1 •>(j>£ftcf}Q'''i. ?r>fji k? s>^>_ _Z ^> 0--, 0 O 0 a UJ UJ CO ID OQ A U) tt V o o o UJ /I >->] ' g 1 UJ2 OOQ UJOQ UJ UJ H E H< < Z •7 T* UJ UJ^. Q_ S±i «e^CO Z 2§8*0 UJ < O ^ £ S*S88Z z o s^ t < s I° 1 QZ o UJ oa:a. 5 D < < p CO CO COQ. CO zID co co g 11 _Jw „ <a: Q i-O z oH < Hg Q<o CO COa. x. CO O OS^50 O) COoo CNJro CO O>CO 00 co cn CO COUJ zo II » =5 oo UJUJQ.UJ>Q.Q.'i'Q.S- UJI CO B2a. O oo < V « h CO T co a - O) N. 3 CO CO ^O01 Q.O oCL 1 o o o| UJh- (M10 D; CL O II 0CL-e- o> COCM CO Ul (0Q. CM h~ ? "* ° ^>§ CL O UJ II CO II 3=) ro a. V 3f uin^ CO D/CTENSION OK?VIBINED STRESSEOO «j^ O Q UJ UJ co \ 0^CONCRETE D/CCO u bH ^>- T -> CO 00 ° 00 T- lf> O c^ *O QUJ 1 £ N 2 J3 0 O -r- => UJo w Es S _iQ. coCM o iQ_ OUlct: pc c r> CO OD ,_ IIo UJ O !ro1- 1- -i Q-" COQ TO <_J Ul S- C ~~ Q Consulting Engineers San Diego California Job No By Date Revised • Sheet 7- a-f wff/ci fat 060. US? 7 3'/4[> rfaf /; rw 5 / C ^ \. A^-.-V{(—r'. 10' vfti ±3 6-0" /14> 10" •'*~i-& ts<?J''l - 10 0005000000000014m Cone w/ #5 @ 12 in o/c in tin @Heel Designer select all honz reinf 6-0" ~T 1 -0" — y, 6'-0" T 4-0" DL=775 LL=13005# Ecc=80005m Pp= 468 75# 808 5# 4387 6psf Title Dsgnr Description Scope Date Job* 446PM 22JUN06 Rev 580014 User KW 0600416 Ver 5 8 0 1 Dec 2003(c) 1963 2003 ENERCALC Engineering Software CodeRef ACI 318-02 1997 UBC 2003 IBC 2003 NFPA 5000 Cantilevered Retaining Wall Design Description Bridge Retaining Wall Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = 600ft 000ft 000 1 1800m 13000pcf J So11 Data Allow Soil Bearing = 5 000 0 psf Equivalent Fluid Pressure Method I Footing Strengths & Dimensions | psi Fy = Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footmg||Soil Friction Soil height to ignore for passive pressure 33 0 psf/ft 0 0 psf/ft 1500 psf/ft 00ft = 0330 000 in fc = 3000 Mm As% = Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3 00 in 60 000 psi 00014 050ft 350-400 1200m 000 in 000 in 000ft = 3 00 in Surcharge Loads I Lateral Load Applied to Stem | Axial Load Applied to Stem Surcharge Over Heel = 0 0 psf Lateral Load = 750#/ft Axial Dead Load = 7750lbs NOT Used To Resist Sliding & Overturning Heignt to Top = 6 oo ft Axial Live Load = 1 300 0 Ibs Surcharge Over Toe = 00 psf Height to Bottom = 0 00 ft Axial Load Eccentricity = 8 0 in Used for Sliding & Overturning Design Summary | Stem Construction | J Total Beanng Load = 6 1 76 Ibs resultant ecc = 1274m Soil Pressure @ Toe = 4 388 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 5 824 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 44 0 psi OK Allowable = 93 1 psi Wall Stability Ratios Overturning = 2 72 OK Sliding = 1 65 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1 258 5 Ibs less 100% Passive Force= - 468 8 Ibs less 100% Fnction Force = - 1 609 1 Ibs Added Force Req d = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results I Toe Heel Factored Pressure = 5 824 0 psf Mu' Upward = 685 0 ft-# Mu Downward = 60 7 343 ft-# Mu Design = 625 7 343 ft-# Actual 1 Way Shear = 0 00 44 02 psi Allow 1 -Way Shear = 9311 93 11 psi Toe Reinforcing = None Speed Heel Reinforcing = # 4 @ 8 00 in Key Reinforcing = None Speed Design height ft = Wall Matenal Above "Hf Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB +• fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight = Rebar Depth 'd' in = Masonry Dataf m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Normal Concrete Data - f c psi = Fy psi = Other Acceptable Sizes & Spacing: Toe Not req d Mu < S * Fr Heel #4@925m #5@1425 Key No key defined fop Stem Stem OK000 Concrete 1000 # 5 1200 Edge 0697 1 7748 6511 3 93398 21 1 931 21 36 659 1208 700 Weight 30000 60 000 0 i in #6@ 20 25 m #7@ 27 75 in #8@ 36 50 in #9@ 46 Rev 580014 User KW-0600416 Ver 5 8 0 1 Dec 2003(c)1983-2003 ENERCALC Engineenng Software Title Job # Dsgnr Date 446PM 22 JUN 06 Description Scope CodeRef ACI 318-02 1997 UBC 2003 IBC 2003 NFPA 5000 Cantilevered Retaining Wall Design Description Bridge Retaining Wall Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = SeismicLoad = — ... Total Resisting/Overturning Ratio Ibs 8085 4500 . 1 2585 Vertical Loads used for Soil Pressure Distance ft 233 400 OTM = Moment ft-# 1 8865 1 8000 = 3 6865f 272 61762 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = RESISTINGForce Ibs 20800 7750 975 7250 6000 5987 48762 Distance ft 267 025 025 092 200 400 Ibs RM = Moment ft-# 55467 1938 244 6646 12000 23947 100241" asn San Diego California Consulting Engineers Project Job No By Date 'Oh. Revised ' Sheet "P x\_^~, -JlL-v. ,.- ,--. - JU,' -t —f.. — -^ W I fart />>z. V Support 3./*.b-f 5 9kL - ^si @ f\t(/ d> Kf I '"-'," 'A Consulting Engineers Ian Diego California Project Job No By Date Revised Sheet ay * S 200 = a- to 5 i O, (?) IH uo I 355 3 • • Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Column Design Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 c\ <7W'- Z.3 LU 0 oui o g.K| i55 QZco (9 29, Ul S» CD 8 1• (/> S^BSJ?° sg! Kp O _l CO CO <t '«- = co T«- in ' a ooooooooooo o ?S°P? §! xxx^xxx*: ;«::*: *:*:*: x. *: ^ x x ^oooooooo ooooo o ooooo co £. iB Si in§CQ in o•? co co T- 00 CM Ir^ ^F in i« S oo o to iCO Is* ^— I•«- ^f CO O < ^^SSS ^?co? 888388«8 33385 8 *a3888 zo <$£ CD : o §6i ceQ i d iixI °1OCD . ^- OQCQCDOQCQCQCQCQ fn U.U.U.U.U.U.U.U.U.L1.U.U. co 5 Consulting Engineers San Diego California Villa Z Job No By Date Revised Sheet CL- FB 71 .>./-; v- (s-4-.' ! -^ M- '-•-12 „ er. T? _ - , www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-33 (2) Back-to-Back INPUT PROPERTIES Web Height = 5 500 Top Flange = 1 625 Bottom Flange = 1 625 Stiffening Lip = 0 500 Punchout Width = 1500 in Steel Thickness = 00346 in in Inside Corner Radius = 00764 in in Yield Stress, Fy = 330 ksi in Fy With Cold-Work, Fya = 330 ksi in Punchout Length = 4000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 10 ft Load has not been modified for load type or duration Member Configuration (2) BACK-TO-BACK MEMBERS TOTAL ALLOWABLE AXIAL LOADS (Ibl WEAK AXIS BRACING NONE MIDPt THIRD Pt MAXIMUM CONCENTRIC KL/r LOADING 164 82 57 2389 5248 5700 Note For (2) Back-to-Back Members, Individual Members Must be Adequately Interconnected www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 Ci\ SECTION DESIGNATION 550S162-43 (2) Back-to-Back INPUT PROPERTIES Web Height = 5 500 Top Flange = 1 625 Bottom Flange = 1 625 Stiffening Lip = 0 500 Punchout Width = 1 500 in Steel Thickness = 00451 in in Inside Comer Radius = 00712 in in Yield Stress, Fy = 330 ksi in Fy With Cold-Work, Fya = 363 ksi in Punchout Length = 4 000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 10 ft Load has not been modified for load type or duration Member Configuration (2) BACK-TO-BACK MEMBERS TOTAL ALLOWABLE AXIAL LOADS fib) WEAK AXIS BRACING NONE MIDPt THIRD Pt MAXIMUM CONCENTRIC KL/r LOADING 165 82 57 3314 7271 8058 Note For (2) Back-to-Back Members, Individual Members Must be Adequately Interconnected www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-54 (2) Back-to-Back INPUT PROPERTIES Web Height = 5 500 Top Flange = 1 625 Bottom Flange = 1 625 Stiffening Lip = 0 500 Punchout Width = 1 500 in Steel Thickness = 00566 in in Inside Comer Radius = 00849 in in Yield Stress, Fy = 500 ksi in Fy With Cold-Work, Fya = 500 ksi in Punchout Length = 4000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 10 ft Load has not been modified for load type or duration Member Configuration (2) BACK-TO-BACK MEMBERS TOTAL ALLOWABLE AXIAL LOADS fib) WEAK AXIS BRACING NONE MIDPt THIRD Pt MAXIMUM KL/r 166 83 57 CONCENTRIC LOADING 4367 12259 14574 Note For (2) Back-to-Back Members, Individual Members Must be Adequately Interconnected www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-68 (2) Back-to-Back INPUT PROPERTIES Web Height = 5 500 Top Flange = 1 625 Bottom Flange = 1 625 Stiffening Lip = 0 500 Punchout Width = 1 500 in Steel Thickness = 00713 in in Inside Corner Radius = 01069 in in Yield Stress, Fy = 500 ksi in Fy With Cold-Work, Fya = 566 ksi in Punchout Length = 4000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 10 ft Load has not been modified for load type or duration Member Configuration (2) BACK-TO-BACK MEMBERS TOTAL ALLOWABLE AXIAL LOADS Mb) WEAK AXIS BRACING NONE MIDPt THIRD Pt MAXIMUM CONCENTRIC LOADINGKL/r 168 84 58 5726 16208 19369 Note For (2) Back-to-Back Members, Individual Members Must be Adequately Interconnected www clarkwestern com 1986 A1SI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-97 (2) Back-to-Back INPUT PROPERTIES Web Height = 5 500 Top Flange = 1 625 Bottom Flange = 1 625 Stiffening Lip = 0 500 Punchout Width = 1 500 in Steel Thickness = 01017 in in Inside Corner Radius = 01525 in in Yield Stress, Fy = 50 0 ksi in Fy With Cold-Work, Fya = 59 2 ksi in Punchout Length = 4 000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 10 ft Load has not been modified for load type or duration Member Configuration (2) BACK-TO-BACK MEMBERS TOTAL ALLOWABLE AXIAL LOADS (Ibl WEAK AXIS BRACING NONE MIDPt THIRD Pt MAXIMUM CONCENTRIC KL/r LOADING 172 86 58 7826 24796 30029 Note For (2) Back-to-Back Members, Individual Members Must be Adequately Interconnected \i- www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-33 (2) Back-to-Back INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00346 in Inside Corner Radius = 00764 in Yield Stress, Fy = 330 ksi Fy With Cold-Work, Fya = 330 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 38 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ib) BRACING 12 in NONE 1852 MID Pt 3974 THIRD Pt 4299 SHEATH 2 SIDES 3021 DEFLECTION L/1208 SPACING 16 in 1677 3574 3863 3211 L/906 24 in 1333 2806 3026 2911 L/604 Maximum KL/r 164 82 57 57 www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-33 (2) Back-to-Back INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00346 in Inside Comer Radius = 00764 in Yield Stress, Fy = 330 ksi Fy With Cold-Work, Fya = 330 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 48 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS fib) BRACING 12 in NONE 1714 MID Pt 3657 THIRD Pt 3953 SHEATH 2 SIDES 2788 DEFLECTION L/956 SPACING 16 in 1495 3165 3417 2847 L/717 24 in 1067 2226 2398 2308 L/478 Maximum KL/r 164 82 57 57 % www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S1 62-33 (2) Back-to-Back INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00346 in Inside Corner Radius = 00764 in Yield Stress, Fy = 330 ksi Fy With Cold-Work, Fya = 330 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 76 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS fib) BRACING 12 in NONE 1333 MID Pt 2806 THIRD Pt 3026 SHEATH 2 SIDES 2152 DEFLECTION L/604 SPACING 16 in 997 2075 2235 1873 L/453 24 in 346 707 758 731 L/302 Maximum KL/r 164 82 57 57 www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 c\\ SECTION DESIGNATION 550S162-54 (2) Back-to-Back INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00566 in Inside Corner Radius = 00849 in Yield Stress, Fy = 500 ksi Fy With Cold-Work, Fya = 500 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 76 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ib) BRACING NONE MIDPt THIRD Pt SHEATH 2 SIDES DEFLECTION 12 in 3549 9610 11284 4382 L/962 SPACING 16 in 3283 8798 10299 4810 L/722 24 in 2760 7260 8456 5173 L/481 Maximum KL/r 166 83 57 57 www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-33 (2) Back-to-Back INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0 500 in Punchout Width = 1 500 in Steel Thickness = 00346 in Inside Corner Radius = 00764 in Yield Stress, Fy = 330 ksi Fy With Cold-Work, Fya = 330 ksi Punchout Length =4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 86 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ib) BRACING 12 in NONE 1200 MIDPt 2513 THIRD Pt 2709 SHEATH 2 SIDES 1932 DEFLECTION U534 SPACING 16 in 823 1704 1834 1539 L/400 24 in 96 194 208 201 U267 Maximum KL/r 164 82 57 57 •tr www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/27/2006 SECTION DESIGNATION 550S162-54 (2) Back-to-Back INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Up = 0 500 in Punchout Width = 1 500 in Steel Thickness = 00566 in Inside Corner Radius = 0 0849 in Yield Stress, Fy = 500 ksi Fy With Cold-Work, Fya = 500 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 114 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ib) BRACING 12 in NONE 3151 MID Pt 8403 THIRD Pt 9823 SHEATH 2 SIDES 3883 DEFLECTION L/642 SPACING 16 in 2760 7260 8456 4023 L/481 24 in 1995 5126 5932 3692 L/321 Maximum KUr 166 83 57 57 Fasteners (Screws and Welds) Screw Table Notes 1 Screw spacing and edge distance shall not be less than 3 x d (d = Nominal screw diameter) 2 The allowable loads are based on the steel properties of the members being connected, per AISI section E4 3 When connecting materials of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used 4 The nominal strength of the screw must be at least 3 75 times the allowable loads 5 Values include a 3 0 factor of safety 6 Applied loads may be multiplied by 0 75 for seismic or wind loading, per AISI A 5 1 3 7 Penetration of screws through joined materials should not be less than 3 exposed threads Screws should be installed and tightened in accordance with screw manufacturer's recommendations Allowable Loads for Screw Connections (Ibs/screw) 00188 00283 00312 00346 00451 00566 00713 Weld Table Notes 1 Weld capacities based on AISI, section E2 2 When connecting matenals of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used 3 Values include a 2 5 factor of safety 4 Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads 5 Allowable loads based on E60xx electrodes 6 For material less than or equal to 1242" thick, drawings show nominal weld size For such matenal, the effective throat of the weld shall not be less than the thickness of the thinnest connected part Allowable Loads for Fillet Welds and Flare Groove Welds Steel Thickness Mils Design (in) 43 0 0451 54 0 0566 68 00713 97 01017 118 01242 54 0 0566 68 00713 97 01017 118 01242 Steel Properties Fy(ksi) Fu(ksi) 33 45 33 45 33 45 33 45 33 45 50 65 50 65 50 65 50 65 Nominal Weld Size 1/16 3/32 1/8 1/8 1/8 3/32 1/8 1/8 1/8 Allowatfe Load (Ib/in) 609 764 963 1373 1677 1104 1390 1983 2422 48 Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Wall Design Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 Hm30 > > Oc \\ I CO Q. CD CO Q.co o - -OC - -oe - -o - -GO Consulting Engineers Protect Job No Date Revised Sheet STL/&S. - v/u* 3 -P7 J o \ A =>o 57/0& tei ^1^ Consulting Engineers CMtomia pro^ Carlsbad Job No By Date Revised' Sheet 2-3 - S *- 7 '^ D *S>i free, jc> = 2*60 b \ V - 2- -u „ 4 ^^E^^^^^^i^^^^^^^^^^* Consulting Engineers JMr Proiect /?Cafkbact Ranrh JobNo to }C> f fr-H V 3 £l z, s&tt By Date Revised Sheet /O -2 '-- fO JQ - to '('3- D ) - /-202)/«20 A ^^^^^^^^*^^^^^ • ^^f^^^^w^t^^^^^^^^^n Consulting Engineers Job No By Date Revised Sheet s - >• 2 ' - Consulting Engineers Job No By Revised Sheet i (Hen or R-S-zl SVz. 7^= it S 36>& tt O'Hc-f cicr 2 - $4 * "P * 261 Z Vifcll 7 - 7.., tt dt 2 S T-c = Consulting Engineers Project £12- \AI Job No (OG?OG?i By Date Revised Sheet t^u.) tJo\\ S\ JVJ q\ ^ \Z.~\/^ V Ct\\ "I I^^Hj^^H^V Consulting Engineers Pro,ect p^fefaj fi^ p^s+ * \ lr»h KintAMJ I^IU /V^l /" ^1 X" / By ^e ™*&/i <?/<>& Revised Sheet - 7Or»ph t. u/ 5 35' roof <~'c/ctSo (/ 5 X/J bps 1996 AlSl Specification ASD DATE 6/28/2006 SECTION DESIGNATION/350$162-43 Single INPUT PROPERTIES Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 3500 in Steel Thickness = 00451 in 1625 in Inside Corner Radius = 00712 in 1 625 in Yield Stress, Fy = 33 0 ksi 0500 in Fy With Cold-Work, Fya = 363 ksi 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 Lateral Load = 20 0 psf p Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl BRACING 12 in NONE 771 *• MID Pt 1865 -**- THIRD Pt 2353 SHEATH 2 SIDES 2512 DEFLECTION L/515 SPACING 16 in 665 1584 1985 2115 L/386 24 in 460 1067 1323 1404 L/257 Maximum KL/r 196 98 86 86 1996 AISI Specification ASD DATE 6/28/2006 *SECTION DESIGNATION 3508162-54 (2) Back-to-Back INPUT PROPERTIES Web Height = 3500 in Steel Thickness = 00566 in Top Flange = 1 625 in Inside Corner Radius = 0 0849 in Bottom Flange = 1 625 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 500 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 r/ Lateral Load = 20 0 psf \>- *iW\> Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS fib) SPACING Maximum BRACING 12 in 16 in 24 in KL& NONE 4317 4317 4317 147 * MIDPt 10526 10526 9996 86 THIRD Pt 10526 10526 9996 86 SHEATH 2 SIDES 4596 4596 4596 86 DEFLECTION U1266 L/949 L/633 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 350S162-43 Single INPUT PROPERTIES Web Height = 3500 in Steel Thickness = 00451 in Top Flange = 1625 in Inside Corner Radius = 00712 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 363 ksi Punchout Width = 1500 in Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 ^ ^fn Lateral Load = 22 0 psf f/^+iQH, Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ib) SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 739 623 400 196 >*" MIDPt 1779 1476 921 98 *** THIRD Pt 2239 1846 1139 86 SHEATH 2 SIDES 2390 1965 1210 86 DEFLECTION L/468 L/351 L/234 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 3505162-43 (2) Back-to-Back INPUT PROPERTIES Web Height = 3500 in Steel Thickness = 00451 in Top Flange = 1625 in Inside Corner Radius = 00712 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 363 ksi Punchout Width = 1 500 in Punchout Length = 4 000 m COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 10 0 Lateral Load = 22 0 psf £ «* -Fterf'V Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24_m KL/r NONE 3533 3533 3006 146 A MIDPt 6585 6165 5135 86 2St* THIRD Pt 6585 6165 5135 86 SHEATH 2 SIDES 4205 4154 3514 86 DEFLECTION L/936 L/702 L/468 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 3SOS 162-54 Single INPUT PROPERTIES Web Height = 3500 in Steel Thickness = 00566 in Top Flange = 1 625 in Inside Corner Radius = 0 0849 in Bottom Flange = 1 625 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 500 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 , Lateral Load = 24 0 psf 3 «• 4-fem, Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 1165 1093 877 198 X MIDPt 2719 2436 1912 99 THIRD Pt 3837 3406 2634 86 SHEATH 2 SIDES 3441 3064 2383 86 DEFLECTION L/527 L/395 L/264 1996 AISI Specification ASD DATE 6/27/2006 SECTION DESIGNATION 5SOS 162-33 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00346 in Top Flange = 1 625 in Inside Comer Radius = 0 0764 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 330 ksi Punchout Width = 1500m Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load =20 0 psf_ \S Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS fib) BRACING NONE V MID Pt rV THIRD Pt SHEATH 2 SIDES DEFLECTION 12 in 785 2155 2660 2885 L/1147 SPACING 16 in 725 1938 2377 2575 L/861 24 in 568 J500 1832 1980 L/574 Maximum KL/r 204 102 68 57 1996 AISI Specification ASD DATE 6/27/2006 SECTION DESIGNATION 550S162-43 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00451 in Top Flange = 1625 in Inside Corner Radius = 00712 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 363 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 o r Lateral Load = 20 0 DS£ \*- r fcoV Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 1086 1086 992 205 #• MIDPt 2995 2995 2653 _ 103 *-*• THIRD Pt 3687 3687 3228 68 SHEATH 2 SIDES 3679 3679 3221 57 DEFLECTION U1481 L/1111 L/Z41 1996 AISI Speclflcati&ii ASD DATE 6/27/2006 SECTION DESIGNATION 550S162-68 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00713 in Top Flange = 1625 in Inside Corner Radius = 01069 in Bottom Flange = 1 625 in Yield Stress. Fy = 50 0 ksi Stiffening Up = 0500 in Fy With Cold-Work, Fya = 566 ksi Punchout Width = 1500 in Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 /St //feyi^ Lateral Load = 20 0 psf ' T fw Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in i<L/r NONE 1752 1752 1752 211 V MIDPt 5931 5931 5931 106 THIRD Pt 8268 8268 Ji268 70 SHEATH 2 SIDES 4993 4993 4993 58 DEFLECTION L/2251 L/1688 L/1125 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 550S162-33 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00346 in Top Flange = 1 625 in Inside Corner Radius = 0 0764 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 330 ksi Punchout Width = 1500 in Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 ^ Lateral Load = 22 0 psf c2— •rfari' Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (\b) SPACING Maximum BRACING 12 in 16 in 24 in JSL/r NONE 781 694 522 204 * MIDPt 2096 1849 1373 102 THIRD Pt 2574 2266 1674 68 SHEATH 2 SIDES 2791 2453 1809 57 DEFLECTION L/1043 L/782 L/522 1996 AISI Specification ASD DATE 6/27/2006 SECTION DESIGNATION 550S162-43 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00451 in Top Flange = 1625 in Inside Corner Radius = 00712 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 363 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 ,, Lateral Load = 22 0 psf &>~ •flccrls Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 1086 1086 947 205 * MIDPt 2995 2995 2526 103 THIRD Pt 3687 3656 3070 68 SHEATH 2 SIDES 3679 3648 3064 57 DEFLECTION L/1347 L/1010 L/673 o 1996 AISI Specification ASD DATE 6/27/2006 SECTION DESIGNATION 550S162-54 Single INPUT PROPERTIES. Web Height = 5500 in Steel Thickness = 00566 Top Flange = 1 625 in Inside Corner Radius = 0 0849 Bottom Flange = 1 625 in Yield Stress, Fy = 50 0 Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 500 Punchout Width = 1 500 in Punchout Length = 4 000 in in ksi ksi in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 ^ ^ Lateral Load = 22 0 psf & *~ Tt<»'X Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS Kb) SPACING BRACING 12 in 16 in NONE 1418 1418 ^- MIDPt 4529 4529 *-* THIRD Pt 6200 6200 SHEATH 2 SIDES 4354 4354 DEFLECTION L/1662 L/1247 checks 24 in 1418 4529 6200 4354 L/831 Maximum KL/r 208 104 69 57 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 5SOS 162-33 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00346 in Top Flange = 1 625 tn Inside Corner Radius = 0 0764 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0 500 in Fy With Cold-Work, Fya = 33 0 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 ,-,, Lateral Load = 24 0 psf t>^ -r(ff9V Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 757 662 475 204 <** MIDPt 2028 1761 1246 102 THIRD Pt 2489 2155 1518 68 SHEATH 2 SIDES 2697 2333 1639 57 DEFLECTION L/956 L/717 L/478 1996 AISI Specification ASD DATE 6/27/2006 SECTION DESIGNATION 550S162-43 Single INPUT PROPERTIES Web Height = 5500 in Top Flange = 1 625 tn Bottom Flange = 1 625 in Stiffening Lip = 0 500 in Punchout Width = 1 500 in Steel Thickness = 00451 in Inside Corner Radius = 00712 in Yield Stress, Fy = 330 ksi Fy With Cold-Work, Fya = 363 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 240 psf ^a -f lem, Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl BRACING 12 in NONE 1086 * MID Pt 2995 V V THIRD Pt 3687 SHEATH 2 SIDES 3679 DEFLECTION L/1234 SPACING 16 in 1082 2910 3548 3540 L/926 Maximum KL/r 205 103 68 57 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 350S1 62-33 Single INPUT PROPERTIES WebHetght= 3500 in Top Flange = 1625 in Bottom Flange = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00346 Inside Corner Radius = 00764 Yield Stress, Fy = 33 0 Fy With Cold-Work, Fya = 330 ksi Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS Ob) BRACING 12 in NONE 579 % MIDPt 1553 THIRD Pt 2052 SHEATH 2 SIDES 2372 DEFLECTION L/1600 SPACING 16 in 579 1553 2052 2372 L/1200 24 in 579 1540 1980 2246 L/800 Maximum KUr 195 97 85 85 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 350S162-43 Single INPUT PROPERTIES Web Height = 3500 in Steel Thickness = 00451 in Top Flange = 1625 in Inside Corner Radius = 00712 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 363 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS flbl SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 829 829 829 196 Jtr MIDPt 2132 2132 2132 98 THIRD Pt 2786 2786 2786 86 SHEATH 2 SIDES 3012 3012 3012 86 DEFLECTION L/2059 L/1544 L/1030 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 3SOS 162-54 Single INPUT PROPERTIES Web Height = 3500 in Steel Thickness = 00566 in Top Flange = 1 625 in Inside Corner Radius = 0 0849 in Bottom Flange = 1 625 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0 500 in Fy With Cold-Work, Fya = 50 0 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS Ob) SPACING Maximum BRACING 12 in 16 in 24 in KUr NONE 1165 1165 1165 198 ^ MIDPt 2758 2758 2758 99 THIRD Pt 4090 4090 4090 86 SHEATH 2 SIDES 3598 3598 3598 86 DEFLECTION L/2531 U1898 L/1266 1996 AISl Specification ASD DATE 6/28/2006 SECTION DESIGNATION 350S162-68 Single INPUT PROPERTIES Web Height = 3500 in Steel Thickness = 00713 in Top Flange = 1625 in Inside Corner Radius = 01069 in Bottom Flange = 1 625 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 566 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in KLA NONE 1432 1432 1432 201 *fr MIDPt 3541 3541 3541 100 THIRD Pt 5060 5060 5060 87 SHEATH 2 SIDES 3966 3966 3966 87 DEFLECTION L/3098 L/2323 L/1549 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 550S1 62-33 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00346 in Top Flange = 1 625 in Inside Corner Radius = 0 0764 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 330 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24jn KL/r NONE 785 785 785 204 Sr MIDPt 2155 2155 2155 102 *•*" THIRD Pt 2672 2672 2672 68 SHEATH 2 SIDES 2909 2909 2909 57 DEFLECTION L/4589 L/3442 L/2295 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 550S1 62-43 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00451 in Top Flange = 1625 in Inside Corner Radius = 00712 in Bottom Flange = 1 625 in Yield Stress, Fy = 33 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work, Fya = 363 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in KL/C NONE 1086 1086 1086 205 *<• MIDPt 2995 2995 2995 103 **- THIRD Pt 3687 3687 3687 68 SHEATH 2 SIDES 3679 3679 3679 57 DEFLECTION L/5925 L/4444 L/2963 1996 AISI Specification ASD DATE 6/28/2006 SECTION DESIGNATION 550S162-54 Single INPUT PROPERTIES Web Height = 5500 in Steel Thickness = 00566 in Top Flange = 1 625 in Inside Corner Radius = 0 0849 in Bottom Flange = 1 625 in Yield Stress, Fy = 50 0 ksi Stiffening Lip = 0500 in Fy With Cold-Work. Fya = 500 ksi Punchout Width = 1 500 in Punchout Length = 4 000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 0 75 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ibl SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 1418 1418 1418 208 >$r MIDPt 4529 4529 4529 104 $rV THIRD Pt 6200 6200 6200 69 SHEATH 2 SIDES 4354 4354 4354 57 DEFLECTION L/7314 L/5485 L/3657 % www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/29/2006 SECTION DESIGNATION 800S1 62-33 Single INPUT PROPERTIES Web Height = 8000 in Top Flange = 1 625 in Bottom Range = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00346 in Inside Comer Radius = 00764 in Yield Stress, Fy = 330 ksi Fy With Cold-Work. Fya = 330 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ib) BRACING 12 in NONE 727 MID Pt 2146 THIRD Pt 2636 SHEATH 2 SIDES 2581 DEFLECTION L/11272 SPACING 16 in 717 2117 2599 2704 L/8454 24 in 698 2058 2525 2686 L/5636 Maximum KL/r 218 109 73 41 www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/29/2006 SECTION DESIGNATION 800S162-43 Single INPUT PROPERTIES Web Height = 8000 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0500 in Punchout Width = 1 500 in Steel Thickness = 00451 in Inside Corner Radius = 00712 in Yield Stress, Fy = 330 ksi Fy With Cold-Work, Fya = 330 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS flbl BRACING 12 in NONE 1038 MID Pt 3009 THIRD Pt 3742 SHEATH 2 SIDES 3088 DEFLECTION L/14580 SPACING 16 in 1029 2982 3708 3686 L/10935 24 in 1012 2928 3640 3882 L/7290 Maximum KL/r 220 110 73 41 www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/29/2006 SECTION DESIGNATION BOOS 162-54 Single INPUT PROPERTIES Web Height = 8000 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Lip = 0 500 in Punchout Width = 1 500 in Steel Thickness = 00566 in Inside Comer Radius = 00849 in Yield Stress, Fy = 500 ksi Fy With Cold-Work, Fya = 500 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 5 0 psf Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS Mb) BRACING 12 in NONE 1405 MID Pt 4361 THIRD Pt 6581 SHEATH 2 SIDES 3614 DEFLECTION L/18048 SPACING 16 in 1398 4340 6547 4430 L/13536 24 in 1385 4297 6480 5905 L/9024 Maximum KL/r 223 111 74 41 www clarkwestern com 1986 AISI Specification w/1989 Addenda DATE 6/29/2006 SECTION DESIGNATION 800S162-33 Single INPUT PROPERTIES Web Height = 8000 in Top Flange = 1 625 in Bottom Flange = 1 625 in Stiffening Up = 0500 in Punchout Width = 1 500 in Steel Thickness = 00346 in Inside Comer Radius = 00764 in Yield Stress, Fy = 33 0 ksi Fy With Cold-Work, Fya = 330 ksi Punchout Length = 4000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height =100 Lateral Load = 24 0 psf ?«i &oor exA-^f -or Lateral Load Multiplied by 0 75 for interaction checks Listed Allowable Axial Load multiplied by 1 00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS fib) BRACING 12 in NONE 617 MID Pt 1812 THIRD Pt 2220 SHEATH 2 SIDES 2174 DEFLECTION L/2348 SPACING 16 in 571 1672 2048 2129 L/1761 24 in 480 1397 1708 1814 L/1174 Maximum KL/r 218 109 73 41 Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Lateral Analysis "^ Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 EsmmBBi CaKMts San Dago Cafifemia • SEISMIC ANALYSIS VILLAS fORCE DISTRIBUTION (5-story) Project Carlsbad Ranch Lateral Design JcbN° 106061 Seismic Dat ROOF Roof Area 5,266 sq ft Roof Weight 205 psf Trellis Area 902 sq ft a (N-S) Fault Dist Soil Z B 9km Sc 04 8V EJL Date 6/06 Revised Sheet T?\ Na Nv Ca Cv 100 1 10 040 062 Trellis Weight Exterior Wall Weight Interior Wall Weight 45 70 50 psf psf psf 175 kips 3RD FLOOR Roof Area 1,216 sq ft Roof Weight 205 psf Floor Area 4366 sq ft Floor Weight 235 psf Balcony Area 1616 sq ft Balcony Weight 445 psf Exterior Wall Weight 110 psf Interior Wall Weight 110 psf W TOTAL 355" kips 2ND FLOOR Floor Area 5,318 sq ft Floor Weight 235 psf Balcony Area 2188 sq ft Balcony Weight 445 psf Exterior Wall Weight 110 psf Interior Wall Weight 120 psf W TOTAL 3*5" kips TOTAL W= 829 kips N-S CODE-GIVEN BASE SHEAR, V= 0357 *W< UNFACTORED BASE SHEAR, V/14= 0255 *W< E-W CODE-GIVEN BASE SHEAR, V= 0179 *W< UNFACTORED BASE SHEAR, V/1 4= 0128 *W° V=CvTW/R*T Vmax=25*CaTW/R = V™ = 011*<VI*W Vmin = 08*Z*Nv*l*W/R = 0808W 0357W 0044W 0126W UseV = 0357W Seismic Data (E-W) Fault Dist Soil Z I R P B 9km Sc 04 1 56 1 N, Nvc. Cyc« H,, T 100 1 10 040 062 002 33ft 0.27 sec V=C/I*W/R*T Vmax = 25*Ca*l*W/R = Vmin = 011*Ca*l*W Vmm=08*Z*rVI*W/R 0407W 0179W 0044W 0063W UseV = 0179W 296 Kips 211 Kips 148 Kips 106 Kips (use for ASD design) N-S tn co I Ui t> TJ 'O'D TJ'O S22S5S2S S 2 oooo oooo oo° s | 99i?a is* 5 35 o» 5 11* II* O O O O OO OOO QO J - xfr >^ i v -^ 28, S'SiS t.S'S S'ft^' SS'S: ? S;S c a 5a:s tas s gSg SS &5« feg.5 8S8 If HI It! l\ 1 li I I'' g'S g S 2 g ? | 8 § S. 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' ACI 2002 [Number of Shear Regions >n Soacina Increrr Biaxial Column Method PlfrftiSilallitor(PCA) • Concrete Stress Block Usl Cfiwltei Seetioris Bad Framing Warnings ttflus ed Force Warnings 4 '4 . >... • ..> Exact Integration «..L ' • Rectangular Y$s:' No Yes Joint Boundary Conditions 1 2 3 A Joint Label B1 •' i'Si5S*' C1 X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] Footing Reaction Reaction Fixed Fixed Fixed Reaction Reaction Fixed . Fixed Fixed Reaction Reaction Fixed Fixed Fixed .Reaction S&sictil, Fixid Fixed Fixed Hot Rolled Steel Section Sets Label Shape Design Ust_Material Design Rules A [in2]Iyy[in4] Izz [in4] J [in4] HSS4X4X8 Tube Typical 6018 JLLS05.11905 20967 7.768 'JM Brace,HSS4X4X4 .Tube Beam IA5QO Gr 46 Typical 7788 7788 12758 Hot Rolled Steel Design Parameters Label Shane LenathF Lbwfftl Lbzzfftl Lcomo too Loomo bot Kw Kzz Cm w Cm zz Cb v swav z swav 1 "*3 3 ^p 5 6 7 » 9 ' *T11 12 13 14 15 B1A 82A B3A CIA C1B KM X2A XM X1B;wid M11 M12 M13 M14 M15 Beam Beam Beam CoHCon Brace Brace Brace Brace learn Beam Seam CoM ,, Coll Brace 5 5 5 30 30 11J8 11 18 11.18 11 18a 5 5 30 30 11 18 1Q 10 10 10 10,.: 10 10 10 10 10 10tti 10 10 10 10 RISA-3D Version 5 5 [P \106\106061_CRR-PHASE1\Eng\Frames-V3 r3d]Page 13 Company KPFF Designer Job Number 106061 Carlsbad Ranch Resort June 28, 2006 538PM Checked By Hot Rolled Steel Design Parameters (Continued) 16 17 18 Label $16 M17 M18 Shaoe Iraee Brace Brace Lenathl 11.18 11 18 11.18 Lbwmi Lbzzlftl LcomD too LCOITID bot Kw Kzz Cm w Cm zz ^b vsway zswav Joint Coordinates and Temperatures Label XFftl Yfftl zrftl TemoFR Detach From Diao 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 A1 A2 A3 •::• r : M ..' B1,4iH : •<.-.•:«£ B3,,->^ •••-ftr-v: - - C1 ; "i:V- : • :^C2 : C3 C4 D1 . .#" ,02. D3 D4 0 0 0«•;,,.-..... 5'•;-; ,:g ;_: i 5;, ' *., - ;: 20 20 20 20 25 2S 25 25 0 10 20 3D 0 . -" '_•»***. 20. --•;/3Q" • . 0 10 20 3D 0 10 20 30 0 Q 0 0 0'•".:'&* • 0 Q 0••^:,: - 0 0 0 0 0 0 0 0 0 ,„ :...0 ,:,.... 0d 0 .ti^**"". 0 0 0 0' • ,-:, 0 0 0 0 :• .;f"- 1 "^ ^s ,.., :&-;-:*' ':.A ••: It?,. :; •--• • •; .... .., •: ,.: i Member Primary Data Label \ Joint J Joint K Joint Rntatpfrtefrt Section/Shane Desinn List Tvoe Material Desian Rules 1 ' ? '" 3 •*V 5» -es; '. ,- O:?^i 7$ 9to11 Iff 13 ^4 " 16^ 17 18 B1A •• • B2A B3A n^mte, .... C1B Jte.xiA*; .4 X2A:i?',X3& X1B. ... -jyjtjQV''-1 M11 M12 , M13 M14 M15 • ^:yj16.. . M17 M18 _ B2 A3 B4 • 'A1& B1 «.- At , B2;,»Aa, B1 D2 C3 04 C1 ' D1 C1 D2 C3 -01 A2 83 A4 A4 B4 B2 A3 B4 A2 D3 G4 C4 04 D2 C3 D4 C2 • :.V ..^ Beam learn BeamedtCOM Brace '^. J Brace « Bfiifci.-. Brace Beam Beam BeamCOM CoH Brace Brace Brace Brace Tube:fube::W Tubetub*"" Tube Beam ^.BeaW? Beam CMMM A500 Gr 46 $^3®&46 A500 Gr 46 ASQ65(|r,||i: Column JASOOGr 46 Typical.^tHttfti-.. •^t^eai Tvoical 1 •Hill' I •• I'1 « iillli I • Tube Tube! - Tube Tube Tube . -fabe-,,^. Tube Tube Tube Tube Tube Tube Beam Beam Beam fleam Beam Beam- Column Column Beam Beam Beam Beam A500Gr46 A500Gr46 ASOOGr.46 A500 Gr 46 A5@OGr»46 A500 Gr 46 A5d60f.« A500 Gr 46 A500Gr,46 A500 Gr 46 A500Gr46 Tvoical Wpleal Tvoical laical Tvoicaltypical Tvoical typfeal Tvoical typical Tvoical TvtSical Member Advanced Data Label 1 Release J Release 1 Offsetfinl J Offsetfinl T/C Onlv Phvsical TOM Inactive 1 • $ , 3 4 5 &* 7 B1A >- : ;@Mk- B3A C1A C1B ;.,"! X1A X2A BenPIN ,^enP(N BenPIN BenPIN BenPIN BenPIN BenPIN BenPIN SenPlH BenPIN Yes Yes Yes Yes Yes Yes Yes • RISA-3D Version 55 [P \106\106061_CRR-PHASE1\Eng\Frames-V3 r3d]Page 14 Company KPFF Designer Job Number 106061 Carlsbad Ranch Resort June 28, 2006 538PM Checked By_ Member Advanced Data {Continued) Label I Release J Release I Offsethnl J Offsetfml T/C Onlv Phvsical TOM Inactive 8 9 10 11 12 13 14 15 16 17 18 X3A X1B , M1d M11 IM2 M13 M14 M15 ..Mttf' M17m* BenPIN BenPIN BenPIN BenPIN BenPIN 'BenPltf BenPIN BenWN BertPIN BenPIN BenPIN BenPIN JenPIN BenPIN BertPIN BenPIN BenPIN :: ! •' Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes ,.i -:;. •: a- Basic Load Cases BLC Description Cateaorv X Gravity Y Gravitv Z Gravitv Joint Point Distributed Area (Me Surface ( 1 2 _3_ Earthquake Dead >• LIVE EL - OL LL -1 12 12 12 • '•••''."•"' \ Load Combinations Descnotion Solve PD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ' t ' 3?4~ 5- e': D+L 'QtL&iffr D+L-E/1 4 8S03E/1-.4 0 9D-E/1 4 'CMefa' B3 Yes YSS Yes Yts Yes Y r Y Y Y Y "> nior DLm>ni 111fa R IIi,r LL 1 1 1 Ft EL Ft EL FT 1 -1, 1 •> -1 ?? ,,-.h,i Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footinas 1 2 3 4 5 6 D+L D-tL+E/U D+L-E/1 4 6.SE)f*©L4; 0 9D-E/1 4 Gmgga EQ 133 1 33 1.33 1 33 ••'• Yes Vis'-- • Yes . Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesY«S" ;•• Yes Yes Yes Yes Yes Yes Yes Yes Joint Loads and Enforced Displacements (BLC 1: Earthquake) 1 2 3 4* 5 6 7 8 I 9 10 11 12 Joint Label A2 A3 A4 B2 B3 §4 C2 C3 C4 D2 D3 D4 LD,M L L L L L L L L L L L L Direction X X X X X X X X X X X X Magnitude[k.k-ft m.rad k*sA2/ft] 3 5.375 325 3 5375 3.2S 1 8 3,23 325 1.8 323 3.25 RISA-3D Version 55 [P \106\106061_CRR-PHASE1\Eng\Frames-V3 r3d]Page 15 Company KPFF Designer Job Number 106061 Carlsbad Ranch Resort June 28, 2006 538PM Checked By _ Joint Loads and Enforced Displacements (BLC 2 • Dead) Joint Label LD.M Direction Maanitudefk.k ft in.rad k*s"2/ftl 1 2 3 4 5 6 7a 9 1011^%• A2 B2 A3 83 A4 B4 C2 C4 02 D3...•• .&,*•:<*• „. .. L L L L L L LL ::: L • L ... L ,"t K. Y Y Y Y Y Y. Y Y Y: Y •. Y\, Y ", - 0 -2.1 0 .2.1 0 -254 0 b 0 -1 12 - ,. ; -1 12 .2.46 Joint Loads and Enforced Displacements (BLC 3 LIVE) Joint Label L.D M Direction Maanitudefk.k-ft m.rad k*s"2/ftl 1 2 3 4 5 6 7 ;0. , 9 10 11n A2:,..,, - m / ., •* A3 .- .g"3 : A4 B4 C2 C4 *.-•• 'Tt>2 D3 D4 L . . , L ,,_•• J L "'"L : L L L k , L.:: L •. • L L Y Y YY •:••; Y Y Y Y Y Y Y Y 0 ••' :: :-4.7 '...•• ;%i,- 'V j^^-m^- , * 0 -2i4Ifc*::. „:••„,•, \ 0o * .' :\ . ~svo,i^a*... . . ' ". -1 43 -2.4 ..._,:,'. ':"• Envelope Joint Displacements Joint Xlml Ic Ytml In Z fin! Ic X Rotation Ic Y Rotation . Ic Z Rotation t . Ic 1 -.£.., 3 -' 4 " 5 6 7 8 9 10 11n 13 . H-a 15 16 17 ft 19 20 21 23 ?4 25 A1 .., ^- ,-,uv,\ ,-^:: A2 ;. fe feij:- .. ::»;; ^ ,,.. A3 A4 B1: "" • s' : B2 L B3 B4 ?'* . :' • C1 C2 C3 C4 D1 max min max maxminmax milt max min max min max min maxmin max min max max min maxmmmax 0 0 188 . -.171 596 ^546 988 -J73 0 0 194 -.1781 599 -.54§ 986 -871 0 0 138 -.120 45 -.422 769 *v699 0 4 3 2 $ 2 & ? $ 2 "fi 2 $ 2 t ? 5 4 3 2 5 2 5 2 f> 2 0 '^"/:.. 05 -D4S M 082 -^)81 082 ~;081- 0-.-. a •• : 045 -.06 052 *J978 059 ^IS 0 Q 038 ^038 065 ,, -.065 065-:o6s 0 4 3' 2 § 2 "6 2 5 5 ? 5s 5 ? 5 2 4••i 2 6 2 5 2 fi- 5 0 ^•Q. 0,,o^ . ..: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 \'iif. 111 11 111 11111111111 1111 0- ® 0 0 0 .. ..-o •• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111111111 111111 1 111111111 0^o :;: 0 £ ... 0 0 0 0 /• 0 0 0 0 0 0 0 0 0 0 0 ,0 0 0 0 0 0 1!' 1#*1 Vf.1•f-;1 .111111"t111 . 111111 9 543e-4 -1.1811*3 3 162^-3 -iJ3,:S8i^jl3 25116-3^Aiifr* 1 007e-3-ivi^ia 2 399e-3 fliSTlerl 3 1276-3&mm 2 463e-3 7 055e-4 -7;749^4 1 8216-3 *i*fffsHh3 2 558e-3 -2.8t8e,3 2 18e-3 -2.i8le^3 7 464e-4 5•r- 5 2 5 2 5 2 5 ? 5 2 5 2 5 2 5 2 5 '? 5 2 5 ? 5 RISA-3D Version 55 [P \106\106061_CRR-PHASE1\Eng\Frames-V3 r3d]Page 16 Company KPFF Designer Job Number 106061 Carlsbad Ranch Resort June 28, 2006 538PM Checked By _ Envelope Joint Displacements /Continued) Joint Xhnl Ic Yfinl Ic Zfinl Ic X Rotation Ic Y Rotation Ic Z Rotation t. Ic 26 27 ?fl 29 30 31 3f D2 D3 D4 mm max inin max min max min o 143 -.133 452 -.424 767 -.697 5 2 *2 ff 2 5 0 036 -.045 043 -.059 05 «.072 ?, 5 ? 5 ? 5 2 0 0 0 0 0 0 0 1 1 1 1 111 0 0 0 0 0 0 0 11 1 11 11 0 0 0 0 0 0 0 11 1111.1 -8.243e-4 1 83e-3 •uvtaa- 2 529e-3 -EJ8Ji-3_ 21456-3 s&§S2£3_ 8 5 ? 5 ? 5 2 Envelope Joint Reactions Joint MYfk-ft] Ic MZfkftl Ic Envelope Member Section Forces 1 **•- 34', 5 6 7 9 9to 11 12 1314 15 16 17 18 19 ?0 21 ?J> 23 Sfcte ii 27 siH ,: 29 W 31 Member B1A :;:• ; .. .... •"»'".• •;••: i: r:i ;": B2A B3A . . -. ff .... C1A ;-"^ :fi : ', " Sec 1 2 •; 3 41 5 1 2 3 4 5 1 2 3 4 5 1 max min max friiff max mW max min max mlrtmax min max min max mmmax mt» max Win max min max min max mm max min max mm max Axial[k] 788 -&597 788 -9,§97 'r 788 &M7 788 ::-i.S9fx 788-as&T 5254 -S.2S7 5254 -S28f 5254 -S.287 5254 ^287ift: 5254 3277 -3.2SS 3277 -3.2W 3277 *3.28& 3277 ^3,28^ 3277 -3.2S5 69911 Ic 5 ? 5 2 5 :f 5 fr 5 £? •**::• 3 & 3 ? 3 ? 3 2 3 ? 4*r 4 3- 4 3 4 3 4 3 5 y Shear[k] * 014 0:..#«,- ,j -011 ,ritt* " -023 ... .;(&&*. - 029 014 ,011 0 0 -011 -.014 •• HKi&' 029 J23 014 .011 0 0 -011 -.014 -023 %.Q29 069 Ic 2 5 2 ff 1 1 4 3 4 3 4 3 4 1 1 5 2 5 "•? 2 f> ? t 1 1 4 3 4 3 5 z Shear[k] 0 :,-=¥" ,• 0 0 0 :; ;o . 0 0 : 0 Q ; 0 0 0 \ 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 lo1t111%1 ^11 1111111111 1111111 1111 Torque[k-tt] 0 0 , 0 Q 0 0 0 0 .„ 0 0 0 0 0 0 0 0 0 0 0 -0" •• 0 0 0 0 0 0 0 0 0 0 0 ic11111111111111111111 11111111111 -y Women 0 0 0 0 0 ff"l: 0 0 0i:tt 0 0 0 D 0 0 0 0 0 0 0 0 0 A 0 0 0 0 0 0 0 Ic1"V.1 <i:. 1r~1r-1tc 1t1111111i11111111111 -z Women 0 ••^, w -021 -,6W;, ,« -029 ; isHm^ ' -021 ~<§j>j'.,' 0 '• ;*0 : 0 "6-.. • -021 «XIZ7 -029 -.021 -.027 0 0 0:'. 0,, -021 *:l27 • -029-m& -021 -.027 0 G 0 ic 1 1 5 §' 5 %• 5 2- 1 11 1 4 3 4 3 4 3 1 1 1 1 5 p 5 ;.< 5 2 1 1 1 RISA-3D Version 55 [P M 06\106061 _CRR-PHASE1 \Eng\Frames-V3 r3d]Page 17 Company KPFF Designer ' Job Number 106061 Carlsbad Ranch Resort June 28,2006 538PM Checked By _ Envelope Member Section Forces (Continued} Wember Sec Axiallkl Ic vShearfkl Ic zShearfkl Ic ToraueFk ftl c v Women c z Women., c 32 33 34 35 36 37 38 39 40 41 42 43 44 45 47 48 49 51 53 §4 55 57m 59 61 62 63 64 65m 67 69 70 71 7% 73 74 75 76 77 78 79 80 81 82 83 84 85 80 87 88 .; .• C1B • '" -: £'-, ; "''<''; <•.... rsr :;... ""•<•'- ' 't: ' X1A •.y •:•'•*• ^. j -•>: X2A " °- ••' • f. "~f- X3A :.:.<• X1B :"• -. ;• 2 3 4 5 1 2 3 4 5 • "•:- 1 2 3 && 4 5 1 2 3 4 5f- 1 2 3 4 5 1 2 3 4 „ mm max min max min max mm max min max mm- max min max max mm" max mm max mini max max min max maxmin max mm max min maxmin max max mm max mm max min max min max mm max minmax min max mm max mm max min -7215 69788 -72.304 47816 -46.887 182 137 029 X114 87978 -66022 87824 2534 ,8.104 : 18371 -iMtfi 18218 -111141 29943 ^»25;8i?5 29914 -25:698 29886-25.111,; 29857 29829 'f4*§.7lfjr 3829 -38.162 38261 38233 ^*"§&22' 38204 =38.248. 38176 -38.2f7" 14778 -14,825 1475 -14.647 14721 -14.676 14692 -14.704 14664 -14:733 2878 -24.487 28752 ,24.51 28723 -24.532 28694 -2*555' 2 5 2 3 4 1 4 1 4. 2 f> ' 2 2 2 5 2 C 3 4" 3 4 3 4 3 4 3 2 3 23 ? 2 3i 2 3 3 ,4.. 3 4 3 2 3 2 3 2 2 2 5 2 5 2 5 -.072 069 -.072 096 .-•4:00 035 5626 035 •r.-flSSB'-v 067 067 • . .,(|^ **" 094 036—*ja£ •- 036 029 .023 014 .01 1 0 -011 - 023." "-"xHH^ 029 014 :. .011 , 0;i Q . -011 j* -.014 - -023 029 .023 014 .011 0 0 -011 -.014 -023 -.029 029 .023 014 .011 0 0 -011 -.014 s? 5 4 3 3 4 3 4 5 5 ~2;- 4•*•; 3 34*1 1 4 1 4 1 1- ' 4 1" 4 f 1 •••••41 ,,4, 1 Si 4 '••-1 4 •1 1 4 1 4 1 1 4 1 4 1 1 4 1 4 1 1 4 1 0 0 0 0 0 0 0 0 ,Q 0 1st) '•'• 0,, a; , 0 vJsfls i 0 .,:!/ Q, , 0/ j:lir «: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PS " 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0<*,. : 1111111111 1111 1f1 -1 "111 '111111 1 11 11 1111111111 1111 1111 1111 0 0 0 0 0 0 0 0 0 0 0 i .'0.' , 0 '" ' 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 .. Oi.... 0 0 0 0 0 "" '' 0 0 . - o. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 111111111111111111111111111111 1 111111111111111 1 1 11 1111111 0 0 0 0 0 0t) 0 0 ... 0••„ (fj^y 0-".o..,.. 0 6-':.;. 0 0 0 -'.,. 0 0 0 0 0 „,: 0 0 0 0 0 0 0Q ,:a 0 * 0 " .„ 0 0 0d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111111 4 :•• 1f- 1f"1 1f-11-11111i""'.'11111 1 i1 1 •:•;111f11111111111111111111 0 537 -.514 245 -.187 264 -J99 0D 0 51 23 .3* ,. -.:. 8 1':-'" 1 271 : .i-'iSf 0 ^00 -.^0 -0^ ££•• -••• $"!'•= 18 -064>f*-^Sff. ';' -048 fit *%£ ^0= .=•••6. .: -048 Vi^ -,:,iE..WJ^t:::; -048 0 0 0 0 -048 -064 -.08 -048 -.06 0 0 0 0 -048 -.06 -064 -.08 -048 -jm. 12 5 2 5 4 1 1 1r; 2 yt 2 34 1 1 1 ^ ; 4r 44 • 4 41•1s'1-4. 4 1 4 1 4 1 1 1 1 1 4 1 4 1 4 1 1 1 1 1 4 1 4 1 L 1 RISA-3D Version 55 [P \106\106061 _CRR-PHASE1 \Eng\Frames-V3 r3d]Page 18 Company KPFF Designer Job Number 106061 Carlsbad Ranch Resort June 28, 2006 538PM Checked By _ Envelope Member Section Forces (Continued) Member Sec Axialfkl In vShearfkl Ic 2 Shearfkl Ic Torauefk-ftl Ic v-v Women Ic 2 Women . Ic 89 90 91 93 94 95m 97 98 99 10d 101 103 105 107 108 109 110 111 113 #4' 115 117 119 J'2Tt M21jgfa 123 124 125jHg_ 127 f28 131 133 134 135 136 137 138139 140 141 143 145 M10 V , ,. f .'.•«• -"•'•" . Mil ' • - JX M12 * - . ' . v: M13 ;-': * " \ ••;•, - .!.. •' ' - M14 , i- ;.: • M15 k1" *•'"> '' '• 5 1 2 3 jv: 4 5 1 2 3 4 i 5 1•: 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 max min max min max m<n max mm max min maxmm maxmin max mia. max min max rnin max max min max Jttin max min max min max >jmn max max rain max rnin max mm max mm max mmmax min max mm max max min max minmax mm max 28666 -24.578 5915 -6.967 5915 -6.967 5915 -6^67* 5915 •6:96? 5915 -&967ife 3142 -3gjl5*3142 -3:H jjrfv-*- 2 IT' 3142 -3JJ<ii 3142 *H3264 -3,271 3264 -f.271 3264 -3.271 3264 -3171 3264 -3.271 55019 -55.773 54896 k*l£ :Ijgb 39257 -38.35 182 .139 ., 029 01$ 650 -52^ 97m- 64944 '-52?F57 20896 -9,1 18 189 17 -10M 18017..,nu 20931 -18 26 20903 -18.283 20874 p 5 5 ? 5 ? 5j>. 5 8 53^; 5S2li R |S:i 52=' 5 2 5 4 3 i: 4 3 4 3 4 3 4 Q 5 5 3 4 1 4 1 4 2 K 2 5 2 5 5 2 fi 3 4 3 4 3 -023 -;029 .023 014 .011 0 .-0.. 'v -011 - 023-Hi8r ';' 029 TjgfjJ -: 014 0 -011 s**dti4 •'•• -023 -.829 029 014.011 0 i, :'flf":^'. ' -011: -j014*;; -023. 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',.^-.- 0iD ••:' 0 0 0 0 '.,&,: : 0 0 0 0 0 0 0 0 0 0 0 0 0 11111111111 1" •111 111111111 1111 :::"f.1 '•I'-1 U^i .'. 11111111111111111 -11 1111 0 0 0 0 0d 0 0 0 ...0 0 0 '"yfjh? 0 -'' '<sQ 0 1 Q,,. ,, 0a 0 Q 0 0 0 Q 0fl 0 0 0 0 Q 0... •&>••• 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 111111111111111f . 111 1111 11 111111-f1 '''111 111111111111111111111 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 6 0 '.. ,::,'-0 0 0 "0. •- 0 0 0 0 0 0 0 0 0 0 Q 0a 0 0 0 0 0 0 11111111111 t*s!1i'l1 ^w-:= 1 1f* 1f,:.; 1 _t:1t...,.1_3_1 ;, 1 t 1 -1":'1 ;•, \ 1 1t111.1111111111111111 0 0 0 0 -021 -.027 -029 (6 .' -021 '*jQ£ 0 0 0 .. ;* : ^.d" ' I.:.-,. $&:*: • -021;&B&~ -029«&'aHite: ^ -021 0 0 0,. ^ $fc""^ -021 jijlgrjr-s -o: -J35 29 W ' -021 , .*• jj 0"* . ;<ji c >. :A'L, 4( i'^c4 39 217•-:i 1? 157 • '' *^t05 0 0 0 ..u Q... 394 207 -,168 16 -.106 0 0 0 0 -048 -36 -064 1 1 1 1 5 2 5 5a1 1 4 4 •/3:; 4 1 1 1 5 2 5 5 1 1 1 •--1 - 2 2 •& 3 4 1 1 1 1 2 6 2 5 3 4 1 1 1 1 4 1 4 RISA-3D Version 55 [P \106\106061_CRR-PHASE1\Eng\Frames-V3 r3d]Page 19 Company Designer 'Job Number KPFF 106061 Carlsbad Ranch Resort June 28, 2006 538PM Checked By _ Envelope Member Section Forces (Continued} Member Sec Axialfkl Ic vShearfkl Ic zShearfkl Ic Torauefkftl Ic vvMomen Ic -zMomen Ic 146 147 148 149m 151m 153 15* 155 1S6 157 .tffF 159 1*50 161m 163 1«4 165 1fi6 167 168 169 170 171 172 173 174 175 176 177i7& 179 180 M16 ,-,. *• •&;~V.'"" ,:,: ** " K - • '.,-: iM~~ . .,LS M17 <•.„•"«• •^ . > : ' , M18 ^°, •"• * ' -.H..- .ft • ;:: :.. ' •',: :! 4 5 1 j;. 2 3 4 1:". 5 1 2 3 4 5 1 r" 2 3 4 ..-••• 5 ;. mm max mm max mio max mm max mm max mm max min max Win- max jftih max *tfnmax min max mtn max mm max fliih max miw max max mir» max mm -18.306 20845 -18.329 20.817 -18.352 28784 -2&64S 28755 -28.677 28727 -2SHSS • 28698 -MHM 2867mM& 14709 -14.Mi 14681 -14.58B 14652 -14^*7 14623 -14.645 14595 *14:674 20051 47.369 20022 -17392.:-.? ...I 1 tWfcftfEl 19993 >lf:41S 19965'••*mm& 19936 , -1?.461 4 3 4 3 4 2 3 2 3 ?3-* 2 -8* 2 3 3 4 ' 3 4 3 ? 3 2 3 J? 2 vp- ? 5 2 ,'f, 2 5 2 5 0 -011-:tri4 -023 -.029 029 .023 014 ,011 iCTF'- -011 si'itljijjjli*:^ -023 ^dlffilp" 029 014"»ii^; 0 , K'sflL,. , -011 ^14 -023 *:G29 029 " "' t(23 014 ^M?^ 0 -011 -023 ^.*HS». ' 1 4 1 4•T-14" 1 41id 4 «f« 4 .4.1 1 "41 4 1 i 4-r 4 1 1 .4; 1 4 1 1* 4 1 4 . f 0 0 0 0 0 0 0 0 :&»• 0 fa-'AS 0^'<ju' : 0,,, n^ ^ 0a,;,J.. 0 . 0 : ,. 0 0 0• .tf , 0 - .«%* 0:.': .»., 0 •;:\^M 0^? .A, . 0 ,-:fl: ;•*•;•' 0 \-:.::?;.fc,r 1111 1 1111111 "11 •Y 1 ..1 :, 1 1 1 1 1 1 1 1 1 f 1 '• t- 1 -f. 1 ;| 1 1 0 0 0 0 0 0 0 0 0 0 0 0 , , jj... :„ 0n •'•$•"•• 0 ,.J.Stt-. . : 0 0 0 0 0 ...-, 0 0 0 0 0 0 ,„ :0.. 0 0 0 0 0 ..r.O - 1 111 1 11 11 1,f* 1 11 11 1 111 11 11 1 1 1 11 111 111 0 0 0 0 0 0 0 0 0 0 0,* • 0~"W:-'/ 0 . B "! 0 •!0. :' 0 0 0 > o . 0 0 0 0 0 0 0•- o i 0 • Q& 0 ,Q f 0<r 1111111 •1r1r14: 1 •T-1•f1u111 ,.1 ,1r1 ,.4111 M1• v11 -.08 -048 -.06 0 0 0o"-- -048 -:(36 -064 -048f£3Bk>. ;•• 0>^m^. 0 .....ifliKa: , -048 Mf,.f • -064:<,«••. -048 ' J- .-jjfei.... 0•'••<*•;.. 0 >.vfl ':' -048 ^::?*J^, , -064 PJ3MT:' -048l,,.ufl».-. 0J,' d 1 4 1 1 1 1 1 4 1 4 T- ' 4if; 1 1 1 1 4 ^,4 1 4 1 1 1 4 1 4 tv 4 1 1 1» Envelope AISC ASP Steel Code Checks Member Shape Code C Loc[ft]Ic Shear C Loc[ft] Dir Ic Fa [ksi]Ft [ksi]Fbyy[Fb z-z I Cb Cmy Cmz ASP Eqn _BJA,HSS4x4x4 _Q8Q_25.-Q01 0 31977 36708 40379 40379 H2-1 .052 JKffi 31.977 36.708 ,6 Hii3_ B3A HSS4x4x4 033 25 001 31 977 36708 40 379 40379 H1-3 C1A aSJ4X4X6 .S47 J0_.001 J0_36;fQ6 2&m H1.1 ^£1 C1B HSS4X4X8 4SS4X4X4 688 10 001 10 22811 36708 ZQ8 mm H1-1 411_i5J^J&L j£±ISS MJ_ X2A HSS4X4X4 _5£5_5357 001 22124 36708 40379 40379 H1-1 4SS4X4X4 -.205 &M1 A._a_IE X1B hlSS4X4X4 395 5357 001 22124 36708 40379 40379 H1-1 ^iL HSS4x4x4 2.5 JJQJL 3L 36.701 BM. 11 M11 HSS4x4x4 032 25 -QQ1 31 977 36708 40379 40371ae.768 W^mmmi H1-3 _Q33^ML JL 31.977 JiM. 13L M13 HSS4X4X8 426 10 001 J0_22811 367 708 36 708 H1-1 JSl J1D_Jte J0_Mii HMbl 15-jim.HSS4X4X4 289 -001 0 22124 36708 40379 40379 H1-1 16 •ISS4X4X4 395 .001 0 40.379 40.379 .6 H1-1 17 jyuz,HSS4X4X4 204 5241 -Q01 0 22124 36708 40379 40379 H1-1 .277 J?.001 o ,6 RISA-3D Version 55 \1 06\1 06061 _CRR-PHASE1 \Eng\Frames-V3 r3d]Page 20 Consulting Engineers S»OtoQO,C«Momki Project Job No Revised ?/•/ <<- 7 C - ) k- I /; ,\ Project Job No By Dale Sheet g- LJ? (g. .1 / \/i\U I 4 " n Tr* tTV/Z. x.i"'l y ">.i1"'-^* CL»w.s-,.. Anchor Bolt Design (Based on AISC LRFD 2nd Edition) Anchor Bolts. (97UBC Sec 1923) Bolt Geometry A354 BD Anchor Bolts Job Name CRR Job# 106061 Frame # Villa 1 = 0 85 Note Can use 0 85 if anchor bolts are hooked or attached to reinforcing steel to effectively transfer forces otherwise 0 65 Bolt <D = 0 875 in Abo,, = 0 601 m2 fut= 150 ksi # Bolts in X-direction = 2 x center to-center spacing between bolts x = 6 00 in X-distance of bolt group X= 6875 in # Bolts in Y-direction = 2 y center to-center spacing between bolts y= 600 in Y-distance of bolt group Y = 6 875 in Total number of bolts 4 Anchor bolt embedment d = 1700 in Edge distance a = 24 00 in Edge distance b= 2400 in Shortest edge distance Y-direction de(Y)= 2400 in Edge distance c= 1200 in Edge distance e = 1200 in Shortest edge distance X-direction de(x) = 1200 in Which direction does maximum shear occur9 Y_Dlre*on Shear Design Forces (See 97UBC - Sec 1909 2 for factored loads) Pu = 205 kips Vu = 28 kips .....3.00 Embedded in tension zone of member' NO ^ | Special inspection provided' Yes ^ I Additional Factor to Pu and Vu 13 Combined Shear & Tension in Bolts .s = 09(fu,XAtoKX# bolts) ss = 075(fulXAbo,X# bolts) DIG = (PJPSBf + (VJVssf i 1 0 Pss = 325 VS5= 271 DIG = 0 69 kips kips Combined Shear & Tension in Concrete Normal Weight ^ | Ap = (X + 2dXY + 2d) Pc = X 4 Ap Vf e Vc = 800(AboltX# bolts )AVf c = (PU/PC)/4>C s 10 = tyjVJHc s 10 D/C = [ f c = 3 00 ksi X= 1 00 Edge distance reduction = 0 97 Ap= 167077 m2 PC = 355 kips Vc = 105 kips < 1 0 D/C = D/C = D/C = 088 041 093 PLAN ELEVATION -OK <—OK <—OK <-OK <-OK <— 0 K Anchor Bolt Design2 xls // Page 1 of 1 6/28/2006 Rev 580000 User KW 0600416 VerSSO 1 Dec 2003(c)1983 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Combined Footing Design Job* Date 554PM 28JUN06 Page 1 villa 1 a ecw Calculations Description Carlsbad Ranch Resort - Villa 3 Footing BF-1 General Information CodeRef ACI 318-02 1997UBC 2003IBC 2003 NFPA 5000 J Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden Dimensions Footing Size Distance Left Dist Betwn Cols Distance Right Footing Length Width Thickness Loads 6 500 0 psf 4 145 0 pcf 1 33 0 00 psf -- 600 ft 500 ft 600 ft 1700ft 4 00 ft 48 00 in I••wg.r-7,'." ... .,. ., f c 3 000 0 psi Fy 60 000 0 psi Mm As Pet 00014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Column Support Pedestal Sizes #1 Square Dimension 11 00 "n Height 400 in #2 Square Dimension 1 1 00 in Height 400 in 1 I Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 31 8-02 for concrete design Factonng of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads ffl> Left Column <& Right Column Dead Load k k Live Load k k Short Term Load 114 000 k -93 000 k Applied ShearsDead Load Live Load Short Term Load k k 15000 k k k 15000k § Summary | Length = 17 00ft Width = 4 00ft Thickness = 48 00m Dist Left = 6 00ft Btwn =5 00ft Dist Right = 6 00ft Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stability Soil Pressures Soil Pressure @ Left Actual Dead + Live Dead+Live+Short Term Soil Pressure @ Right End Dead + Live Dead+Live+Short Term Stability Ratio 5800 48228 5800 00 1 1 4 822 82 psf 8,645 00 psf 17 00 psi 93 1 1 psi 1 124 1 Allowable 6 500 0 psf 8 645 0 psf 6 500 0 psf 8 645 0 psf 1 Steel Req'd Steel Req'd Steel Req'd @Left @ Center @ Right / f '•• ACI Factored Eq C-1 Eq C-2 Eq C-3 Eq C1 Eq C-2 Eq C-3 8120 psf 6 751 9 psf 51784 psf 8120 psf 00 psf 00 psf 1 037 m2/ft 1 037 m2/ft 1 037 m2/ft .....£"!'_ _ ^U. "' i T " - 1 Eccentncity 0000ft 6411 ft 0 000 ft -6 41 1 ft Title Dsgnr Description Job* Date 554PM 28JUN06 Scope Rev 580000 User KW-0600416 Ver580 1 Dec 2003(CJ1983 2003 ENERCALC Engineering Software Combined Footing Design Page 2 villa 1a ecw Calculations Description Carlsbad Ranch Resort - Villa 3 Footing BF-1 Moment & Shear Summary Moments Mu @ Col #1 Mu Btwn Cols Mu @ Col #2 One Way Shears Vn Allow* 085 Vu @ Col #1 Vu Btwn Cols Vu @ Col #2 Two Way Shears Vn Allow* 085 Vu @ Col #1 Vu © Col #2 ACI C-1 0 00 k-ft/ft 0 00 k-ft/ft 0 00 k-ft/ft 93113psi 0 000 psi 0 000 psi 0 000 psi 186226 psi 0 000 psi 0 000 psi ( values for moment are given per unit width of footing ) 1 ACI C-2 60 64 k ft/ft 69 46 k-ft/ft -12 47 k-Wft 93 113 psi 17 002 psi 0 000 psi 2 788 psi 186 226 psi 14 906 psi 11 421 psi ACI C-3 48 06 k-ft/ft 53 97 k-ft/ft -8 02 Ml/ft 93 113 psi 13386 psi 0 000 psi 1 792 psi 186226 psi 14 979 psi 12 049 psi Reinforcing ( values given per unit width of footing ) @ Left Edge of Col #1 Between Columns Ru/Phi As ACIC-1 OOOpsi 1 ACIC-2 3403psi 1 ACI C-3 26 97 psi 1 ACI Factors (per ACI ACI C-1 & C-2 DL ACI C 1 & C-2 LL ACI C-1 & C-2 ST seismic = ST * Req d Ru/Phi 037 m2/ft @ Bottom 0 00 psi 037m2/ft ©Bottom 38 98 psi 037m2/tt ©Bottom 30 28 psi applied internally to entered loads) As Reqd 1 037 m2/ft @ Bottom 1037in2/ft ©Bottom 1037in2/ft ©Bottom 1 400 ACI C-2 Group Factor 0 750 1 700 ACI C-3 Dead Load 1 700 ACI C-3 Short Term 1 100 Factor 0 900 Factor 1 300 jg Right Edge of Col #2 Ru/Phi As Req d 000 psi 1037m2/ft 7 00 psi -1037in2/ft 4 50 psi -1037in2/ft Additional Seismic "1 4" Factc Additional Seismic "0 9" Facto " 1 © Bottom ©Top ©Top I 1400 0900 Title Dsgnr Description Job* Date 554PM 28JUN06 Rev 580000User KW-0600416 Ver580 1-Dec 2003 (c)1983-2003 ENERCALC Engmeenng Software Scope Combined Footing Design Page 1 villa 1a ecw Calculations Description Carlsbad Ranch Resort - Villa 3 Footing BF-2 General Information Code Ref ACI 318-02,1997 UBC 2003 IBC 2003 NFPA 5000 I Allow Soil Beanng Seismic Zone Concrete Wt Short Term Increase Overburden Dimensions Footing Size Distance Left Dist Betwn Cols Distance Right Footing Length Width Thickness 6 500 0 psf 4 145 0 pcf 1 33 0 00 psf ) 6 00 ft \ / 5 00 ft \ / 6 00 ft I 1700ft \ 4 00 ft I 36 00 in I f c 3 000 0 psi Fy 60 000 0 psi Mm As Pet 00014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined | Column Support Pedestal Sizes #1 Square Dimension 11 00 in Height 400 m #2 Square Dimension 1100m Height 400 in Loads ^ — — | Note Load factonna suooorts 2003 IBC and 2003 NFPA 5000 bv virtue of their references to ACI 318-02 for concrete desian Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads <8> Left Column <8> Right Column Dead Load k k Live Load k k Short Term Load 86 000 k -66 000 k Applied Shears Dead Load Live Load Short Term Load k k 9000 k k k 9000k I Summary |"Warning OTM Ratio < 1 5 Length = 1700ft, Width = 4 00ft Thickness = 36 00m Dist Left = 6 00ft Btwn =5 00ft Dist Right = 6 00ft Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stability Soil Pressures Soil Pressure @ Left / Dead + Live Dead+Live+Short Term Soil Pressure @ Right End Dead + Live Dead+Live+Short Term Stability Ratio \ctual 4350 40392 4350 00 1 1 4,039 20 psf 8,645 00 psf 27 18 psi 93 11 psi 1 141 1 Allowable 6 500 0 psf 8 645 0 psf 6 500 0 psf 8 645 0 psf 1 Steel Req'd @ Steel Req'd @ Steel Req'd @ ACI Eq C-1 Eq C-2 Eq C-3 Eq C-1 Eq C-2 Eq C-3 Left Center Right Factored 609 0 psf 5 654 9 psf 4 450 0 psf 609 0 psf 00 psf 00 psf 0 778 m2/ft 0 778 m2/ft 0 778 m2/ft Eccentntity 0000ft 6454ft 0000ft -6454ft | Title Dsgnr Description Job* Date 554PM 28JUN06 F20 Rev 580000 User KW-0600416 Ver580 1 Dec 2003(c)1983 2003 ENERCALC Engineenng Software Scope Combined Footing Design Page 2 villa 1a ecw Calculations Description Carlsbad Ranch Resort - Villa 3 Footing BF-2 Moment & Shear Summary Moments Mu @ Col #1 Mu Btwn Cols Mu @ Col #2 One Way Shears Vn Allow* 085 Vu © Col #1 Vu Btwn Cols Vu © Col #2 Two Way Shears Vn Allow* 085 Vu © Col #1 Vu © Col #2 ACI C-1 0 00 k-ft/ft 0 00 k-ft/ft 0 00 k-ft/ft 93 113 psi 0 000 psi 0 000 psi 0 000 psi 186 226 psi 0 000 psi 0 000 psi ( values for moment are given per unit width of footing ) I ACI C-2 51 35 k-ft/ft 55 85 k-ft/ft -9 35 k-ft/ft 93 113 psi 27 175 psi 0 000 psi 4 424 psi 186 226 psi 20 61 9 psi 14 924 psi ACI C-3 41 75 k-ft/ft 44 07 k-ft/ft -6 01 k-ft/ft 93 113 psi 22 022 psi 0 000 psi 2 844 psi 186 226 psi 20 558 psi 15 430 psi Reinforcing ( values given per unit width of footing ) (8> Left Edge of Col #1 Between Columns Ru/Phi AsReqd Ru/Phi AsReqd ACI C-1 OOOpsi -0778m2/ft ©Top OOOpsi -0778in2/ft ©Top ACI C-2 54 01 psi 0778m2/ft ©Bottom 58 75 psi 0778in2/ft ©Bottom ACI C-3 43 92 psi 0778in2/ft ©Bottom 46 36 psi 0778in2/ft ©Bottom ' ACI Factors (per ACI applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST seismic = ST * 1 400 ACI C-2 Group Factor 0 750 1 700 ACI C-3 Dead Load Factor 0 900 1 700 ACI C-3 Short Term Factor 1 300 1 100 18> Right Edge of Col #2 Ru/Phi As Req'd OOOpsi -0778m2/ft ©Top 9 84 psi -0778m2/ft ©Top 6 32 psi -0778m2/ft ©Top Additional Seismic "1 4" Fade 1 400 Additional Seismic "0 9" Facto 0 900 I 1 Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Collector Design Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 • * Consuming Engineers SanDwgo California Job No By Date Revised Sheet 0 Spaced 3 a. 10.75* /^fp/'M <ZK0tprrQ /, 2 0 2. /O 7 7 ,,//0-- Ta<l //OK - */i<£ load Comtctb* '/3 </r.ln fa' v ooo 3 c. "§0 stiuAsS ** Consulting Engineers San Diego California Project £<>Sor A Job No /O&O&I Date Revised Sheet QaS# r 5 • C-3 ,own V ^u£T Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Plan Layouts Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Foundation Consulting Engineers 3131 Cammo Del Rio North, Suite 1080 San Diego, CA 92108 Project Job No By Date Revised =- Z- Sheet MV'.VI . \AIU i . t ~.'i tie1 A .4 GBOUT GRADE BEAM PROGRAM ************** GRADE BEAM DIMENSIONS WIDTH = 30 0 INCHES DEPTH = 24 0 INCHES LENGTH = 55 0 FEET ************** GRADE BEAM LOADS LOAD TYPE 1 (POINT LOAD) LOCATION (FROM TOE) (FEET) 3 00 13 00 31 00 37 00 43 00 MAGNITUDE (+ TOWARDS SOIL) (KIPS) 32 30 -14 30 28 70 5 40 -17 90 LOAD TYPE 3 (CONCENTRATED SHEAR) LOCATION (FROM TOE) (FEET) 3 00 13 00 31 00 43 00 MAGNITUDE (+ TOWARDS TOE) (KIPS) 10 40 10 40 6 30 6 30 LOAD TYPE 4 (UNIFORM OR TRAPEZOIDAL) (+ LOAD TOWARDS SOIL) LOCATION (FEET) 0 00 13 00 MAGNITUDE (KLF) 1 80 1 80 LOCATION (FEET) 3 00 31 00 MAGNITUDE (KLF) 1 80 1 80 ************** STABILITY AND SOIL PRESSURE RESULTS OVERTURNING FACTOR OF SAFETY = 30 SLIDING FORCE = 33 40 KIPS NORMAL FORCE = 113 25 KIPS LENGTH OF SOIL REACTION = 53 49 FEET MAXIMUM SOIL REACTION = 1 694 KSF MINIMUM SOIL REACTION = 0 000 KSF Page 1 GBOUT ************** GRADE BEAM MOMENTS AND SHEARS DISTANCE (FEET) 2 5 75 50 8 25 11 00 13 75 16 50 19 25 22 00 24 75 27 50 30 25 33 00 35 75 38 50 41 25 44 00 46 75 49 50 52 25 SHEAR (KIPS) 4 33 -19 73 -11 65 -4 16 15 68 17 02 17 76 17 90 17 44 16 39 14 73 -12 62 -10 52 -14 42 -13 52 4 68 4 39 3 49 MOMENT (KIP-FT) 6 09 -71 78 -114 80 -136 40 -147 81 -102 73 -54 78 -5 62 43 10 89 75 132 68 106 04 74 36 40 20 1 92 -32 54 -19 93 -8 96 Page 2 Rev 580000 User KW-0600416 Ver 5 8 0 1 Dec 2003(c)1983 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Combined Footing Design Job* Date 1031AM 3 JUL 06 Page 1 villa 1a ecw Calculations Description Carlsbad Ranch Resort - Villa 1 Footing XB-1 General Information CodeRef ACI31802 1997 UBC 2003 IBC 2003 NFPA 5000 I Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden Dimensions Fbotmg Size Distance Left Dist BetwnCols Distance Right Footing Length Width Thickness Loads Note Load factonng support! 5 000 0 psf 4 1450pcf 133 0 00 psf 600 ft 3000 ft 6 00 ft 4200ft 250ft 24 00 in s 2003 IBC and 2003 NF1 f C 3 000 0 psi Fy 60 000 0 psi Mm As Pet 00014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Column Support Pedestal Sizes #1 Square Dimension 0 00 '" Height 000 '" #2 Square Dimension 0 00 in Height 000 in 3A 5000 by virtue of their references to ACI 318-02 for concrete design I 1 Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads @ Left Column &. Right Column Dead Load 3 500 k 3 500 k Live Load 5 800 k 5 800 k Short Term Load 17 300 k 17 300 k Applied Shears Dead Load Live Load Short Term Load k k 7800 k k k 7800 k Summary Footing Design OK Length = 42 00ft Width = 2 50ft Thickness = 24 00m Dist Left = 6 00ft Btwn = 30 00ft Dist Right = 6 00ft Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stability Soil Pressures 1 ,337 03 psf 6 650 00 psf 24 34 psi 93 1 1 psi 1 734 1 Steel Req'd @ Left Steel Req'd @ Center Steel Req'd @ Right 0 518 m2/ft 0 518 in2/ft 0 518 m2/ft Soil Pressure @ Left Dead *• Live Dead+Live+Short Term Soil Pressure @ Right End Dead + Live Dead+Live+Short Term Stability Ratio Actual 467 1 00 4671 1 3370 1 7 Allowable 5 000 0 psf 6 650 0 psf 5 000 0 psf 6 650 0 psf 1 Eq C-1 Eq C-2 Eq C-3 Eq C-1 Eq C-2 Eq C-3 ACI Factored 687 1 psf 00 psf 00 psf 6871 psf 1 871 8 psf 918 7 psf Eccentricity 0000ft 11217ft 0000ft 11217ft Rev 580000 User KW-0600416 Ver 5 6 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Combined Footing Design Job* Date 1031AM 3 JUL 06 Page 2 villa 1 a ecw Calculations Description Carlsbad Ranch Resort - Villa 1 Footing XB-1 Moment & Shear Summary Moments ACI C-1 Mu @ Col #1 5 06 k ft/ft Mu Btwn Cols 26 57 k ft/ft Mu @ Col #2 5 06 k-ft/ft One Way Shears Vn Allow* 085 93113 psi Vu @ Col #1 4 905 psi Vu Btwn Cols 15 429 psi Vu @ Col #2 4 905 psi Two Way Shears Vn Allow* 085 186 226 psi Vu @ Col #1 8 292 psi Vu @ Col #2 8 292 psi Reinforcing ( values given per unit width of footing ) ( values for moment are given per unit width of footing ) | ACI C-2 -7 31 k-ft/ft 19 73 k-ft/ft 24 09 k ft/ft 93 113 psi 7 083 psi 24 338 psi 23 185 psi 186 226 psi 5 958 psi 20 035 psi (5>. Left Edge of Col #1 Between Columns Ru/Phi As Req'd Ru/Phi As Req d ACIC-1 1338psi 0518m2ffi ©Bottom 7024psi -0518m2/ft @Top ACIC-2 1932psi -0518m2/ft @Top 5217psi 0518m2/tt ©Bottom ACIC-3 12 42 psi -0518m2/ft @Top 17 88 psi 0518in2/ft ©Bottom ACI Factors (per ACI applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST seismic = ST * 1 400 ACI C-2 Group Factor 0 750 1 700 ACI C-3 Dead Load Factor 0 900 1 700 ACI C-3 Short Term Factor 1 300 1 100 ACI C-3 -4 70 k-ft/ft 6 76 k ft/ft 1071 k-ft/tt 93 113 psi 4 553 psi 7 956 psi 10 303 psi 186226 psi 11 872 psi 15 350 psi (S)R.qhtEdgeofCol#2 Ru/Phi As Req d 13 38 psi 0518in2/n 63 69 psi 0518m2/ft 28 32 psi 0518m2/ft Additional Seismic "1 4" Factc Additional Seismic "0 9" Facto 1 @ Bottom @ Bottom @ Bottom 1 1400 0900 GBOUT GRADE BEAM PROGRAM ******** m •;.*•(.GRADE BEAM DIMENSIONS WIDTH = 30 0 INCHES DEPTH = 24 0 INCHES LENGTH = 33 0 FEET ************** GRADE BEAM LOADS LOAD TYPE 1 (POINT LOAD) LOCATION (FROM TOE) (FEET) 6 00 18 00 21 00 31 00 MAGNITUDE (+ TOWARDS SOIL) (KIPS) 29 50 -18 50 33 00 -15 00 LOAD TYPE 3 (CONCENTRATED SHEAR) LOCATION (FROM TOE) (FEET) 6 00 18 00 21 00 31 00 MAGNITUDE (+ TOWARDS TOE) (KIPS) 6 80 6 80 11 30 11 30 LOAD TYPE 4 (UNIFORM OR TRAPEZOIDAL) (+ LOAD TOWARDS SOIL) LOCATION (FEET) 0 00 18 00 MAGNITUDE (KLF) 1 79 1 79 LOCATION (FEET) 6 00 21 00 MAGNITUDE (KLF) 1 79 1 79 *************- STABILITY AND SOIL PRESSURE RESULTS OVERTURNING FACTOR OF SAFETY = 16 SLIDING FORCE = 36 20 KIPS NORMAL FORCE = 69 86 KIPS LENGTH OF SOIL REACTION = 23 40 FEET MAXIMUM SOIL REACTION = 2 388 KSF MINIMUM SOIL REACTION = 0 000 KSF Page 1 GBOUT ************** GRADE BEAM MOMENTS AND SHEARS DISTANCE (FEET) 65 30 95 6 60 8 25 9 90 11 55 13 20 14 85 16 50 18 15 19 80 21 45 23 10 24 75 26 40 28 05 29 70 31 35 33 00 SHEAR (KIPS) 5 31 9 93 13 86 -11 34 -5 85 -1 06 3 04 6 45 9 16 11 17 30 72 28 39 -6 82 -7 59 -8 81 -10 05 -11 29 -12 53 1 24 MOMENT (KIP-FT) 4 48 17 15 36 86 34 62 20 53 14 92 16 65 24 57 37 53 54 39 63 41 112 27 117 99 106 20 92 68 77 11 59 51 39 86 3 00 Page 2 GBOUT GRADE BEAM PROGRAM ************** GRADE BEAM DIMENSIONS WIDTH = 30 0 INCHES DEPTH = 24 0 INCHES LENGTH = 39 0 FEET ************** GRADE BEAM LOADS LOAD TYPE 1 (POINT LOAD) LOCATION (FROM TOE) (FEET) 6 00 15 00 24 00 33 00 MAGNITUDE (+ TOWARDS SOIL) (KIPS) 28 60 7 50 7 50 -13 60 LOAD TYPE 3 (CONCENTRATED SHEAR) LOCATION (FROM TOE) (FEET) 6 00 15 00 24 00 33 00 MAGNITUDE (+ TOWARDS TOE) (KIPS) 8 60 8 60 8 60 8 60 LOAD TYPE 4 (UNIFORM OR TRAPEZOIDAL) (+ LOAD TOWARDS SOIL) LOCATION (FEET) 0 00 MAGNITUDE (KLF) 1 67 LOCATION (FEET) 6 50 MAGNITUDE (KLF) 1 67 ************** STABILITY AND SOIL PRESSURE RESULTS OVERTURNING FACTOR OF SAFETY = 21 SLIDING FORCE = 34 40 KIPS NORMAL FORCE = 70 10 KIPS LENGTH OF SOIL REACTION = 23 63 FEET MAXIMUM SOIL REACTION = 2 374 KSF MINIMUM SOIL REACTION = 0 000 KSF page 1 GBOUT GRADE BEAM MOMENTS AND SHEARS DISTANCE (FEET) SHEAR (KIPS) MOMENT (KIP-FT) 1 95 6 37 6 36 3 90 11 79 24 23 5 85 16 26 51 73 7 80 -6 66 21 05 9 75 -0 85 13 88 11 70 4 01 17 11 13 65 7 91 28 88 15 60 3 36 25 74 17 55 5 35 34 38 19 50 6 38 45 97 21 45 6 47 58 65 23 40 5 59 70 55 25 35 -3 36 52 61 27 30 -4 82 44 63 29 25 -6 29 33 79 31 20 -7 75 20 10 33 15 4 39 -10 98 35 10 2 93 -3 85 37 05 1 46 0 43 39 00 0 00 1 85 MAXIMUM VALUES Page 2 GBOUT GRADE BEAM PROGRAM ************** GRADE BEAM DIMENSIONS WIDTH = 30 0 INCHES DEPTH = 24 0 INCHES LENGTH = 43 0 FEET ************** GRADE BEAM LOADS LOAD TYPE 1 (POINT LOAD) LOCATION (FROM TOE) (FEET) 2 00 11 00 20 00 25 00 35 00 MAGNITUDE (+ TOWARDS SOIL) (KIPS) 27 90 7 90 -12 10 28 70 -11 30 LOAD TYPE 3 (CONCENTRATED SHEAR) LOCATION (FROM TOE) (FEET) 2 00 20 00 25 00 35 00 MAGNITUDE (+ TOWARDS TOE) (KIPS) 8 10 8 10 9 00 9 00 LOAD TYPE 4 (UNIFORM OR TRAPEZOIDAL) (+ LOAD TOWARDS SOIL) LOCATION (FEET) 20 00 MAGNITUDE (KLF) 1 73 LOCATION (FEET) 25 00 MAGNITUDE (KLF) 1 73 ***-********** STABILITY AND SOIL PRESSURE RESULTS OVERTURNING FACTOR OF SAFETY = 25 SLIDING FORCE = 34 20 KIPS NORMAL FORCE = 82 00 KIPS LENGTH OF SOIL REACTION = 38 13 FEET MAXIMUM SOIL REACTION = 1 720 KSF MINIMUM SOIL REACTION = 0 000 KSF Page 1 Title Job # Dsgnr Date 901AM 17JUL06 Description Scope V& | Rev 580000 | <c)1983-2003 ENERCALC Description £££?&_ Combined Footing Design *,.«5SLi 1 Carlsbad Ranch Resort - Villa 3 Gravity Footing -FB3 Reinforcing C values given per unit width of footing ) fflt Left Edge of Col #1 Between Columns @ Right Edoe of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI C-1 9 74 psi 0 518 m2/ft © Bottom 9 74 psi 0 518 m2/ft © Bottom 9 74 psi 0 518 m2Aft © Bottom ACI C-2 9 74 psi 0518m2/ft ©Bottom 9 74 psi 0518m2/ft ©Bottom 9 74 psi 0518in2/ft ©Bottom ACI C-3 6 26 psi 0518m2/tt ©Bottom 6 26 psi 0518in2/ft ©Bottom 6 26 psi 0518m2/ft ©Bottom ACI Factors (per ACI applied internally to entered loads) ACI C-1 & C-2 DL 1 400 ACI C-2 Group Factor 0 750 Additional Seismic "1 4" Factc 1 400 ACI C-1 & C-2 LL 1 700 ACI C-3 Dead Load Factor 0 900 Additional Seismic "0 9" Facto 0 900 ACI C-1 & C-2 ST 1 700 ACI C-3 Short Term Factor 1 300 seismic = ST * 1 100 Title Dsgnr Description Job# Date 901AM 17JUL06 Scope Rev 580000User KW-0600416 Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Combined Footing Design Page 1 villa 1a ecw Calculations Description Carlsbad Ranch Resort - Villa 3 Gravity Footing -FB2 General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden Dimensions Footing Size Distance Left Dist BetwnCols Distance Right Footing Length Width Thickness j Loads Note load factorina supports 5 000 0 psf 4 145 0 pcf 100 0 00 psf 200ft 1050ft 200ft 1450ft 250ft 24 00 in 5 2003 IBC and 2003 NFP Code Ref ACI 318-02 1997 UBC 2003 IBC, 2003 NFPA 5000 f c 3 000 0 psi Fy 60 000 0 psi Mm As Pet 0 0014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Column Support Pedestal Sizes #1 Square Dimension 0 00 in Height 0 00 in #2 Square Dimension 0 00 in Height 0 00 in A 5000 bv virtue of their references to ACI 318-02 for concrete desian I \ \ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads @ Left Column @ Right Column Dead Load Live Load Short Term Load Summary 1 Length = 14 50ft Width = 2 50ft Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stability 11 456 k k k Thickness = 24 00m, Dist Left 922 06 psf 5,000 00 psf 12 84 psi 93 11 psi 999000 1 11456k k k Footing Design OK = 2 00ft Btwn = 10 50ft, Dist Right = 2 00ft Steel Req'd @ Left 0 518 m2/ft Steel Req'd @ Center 0 518 in2/ft Steel Req'd @ Right 0 518 in2/ft Soil Pressures | Soil Pressure @ Left Actual Allowable Dead + Live 922 1 5 000 0 psf Dead+Live+Short Term 922 1 5 000 0 psf Soil Pressure @ Right End Dead + Live 922 1 5 000 0 psf Dead+Live+Short Term 922 1 5 000 0 psf Stability Ratio 9990 1 Moment & Shear Summary Moments Mu @ Col #1 Mu Btwn Cols Mu@Col#2 One Way Shears Vn Allow* 085 Vu @ Col #1 Vu Btwn Cols Vu @ Col #2 Two Way Shears Vn Allow* 085 Vu @ Col #1 Vu @ Col #2 ACI Eq C-1 Eq C-2 Eq C-3 Eq C-1 Eq C-2 Eq C-3 Factored Eccentricity 1 290 9 psf 0 000 ft 1 290 9 psf 0 000 ft 829 8 psf 1 290 9 psf 0 000 ft 1,290 9 psf 0000ft 829 8 psf ( values for moment are given per unit width of footing ) | ACI C-1 1 77 k-ft/ft -10 42 k-ft/ft 1 77 k-ft/ft 93 113 psi 1 049 psi 12842 psi 1 049 psi 186 226 psi 8 005 psi 8 005 psi ACI C-2 1 77 k-ft/ft -10 42 k-ft/ft 1 77 k-ft/ft 93 113 psi 1 049 psi 12 842 psi 1 049 psi 186 226 psi 8 005 psi 8 005 psi ACI C-3 1 14 k-ft/ft -6 70 k-ft/ft 1 14 k-ft/ft 93 113 psi 0 674 psi 8 255 psi 0 674 psi 186 226 psi 5 828 psi 5 146 psi Title Dsgnr Description Scope Rev 580000 User KW-0600416 VerSSO 1 Dec 2003 (c)1983-2003 ENERCAIC Engineenng Software Combined Footing Design Job* Date 901AM 17JUL06 Page 2 villa 1 a ecw CalculationsJ Description Carlsbad Ranch Resort - Villa 3 Gravity Footing -FB2 Reinforcing (values given per unit width of footing) @ Left Edge of Col #1 Ru/Phi As Req'd ACIC-1 468psi 0518in2/ft ©Bottom ACIC-2 468psi 0518in2/ft ©Bottom ACIC-3 301psi 0518m2/ft ©Bottom Between Columns Ru/Phi As Req'd 2756psi -0518m2/ft @Top 2756psi -0518m2/ft @Top 1772psi -0518m2/ft @Top ACI Factors (per ACI applied internally to entered loads) @ Right Edge of Col #2 Ru/Phi As Req'd 4 68 psi 0 518in2/ft © Bottom 468psi 0518m2/ft ©Bottom 301 psi 0518m2/ft ©Bottom ACI C-1 & C-2 DL 1 400 ACI C-1 & C-2 LL 1 700 ACI C-1 & C-2 ST 1 700 seismic = ST* 1100 ACI C-2 Group Factor 0 750 ACI C-3 Dead Load Factor 0 900 ACI C-3 Short Term Factor 1 300 Additional Seismic "1 4" Factc 1 400 Additional Seismic "0 9" Facto 0 900 Title Dsgnr Description Scope Job* Date 901AM 17JUL06 I Rev 580000 User KW-0600416 VerSSO 1 Dec2003 (0)1983-2003 ENERCALC Engmeenng Software Combined Footing Design Page 1 villa 1a ecw Calculations Description Carlsbad Ranch Resort - Villa 3 Gravity Footing -FB10 General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden Code Ref ACI 318-02, 1997 UBC 2003 IBC. 2003 NFPA 5000 | 5 000 0 psf 4 145 0 pcf 100 000 psf f c 3 000 0 psi Fy 60 000 0 psi Mm As Pet 0 0014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Dimensions j Footing Size Distance Left Dist BetwnCols Distance Right Footing Length Width Thickness 125 ft 1200ft 125ft 1450ft 250ft 24 00 in Column Support Pedestal Sizes #1 Square Dimension Height #2 Square Dimension Height 000 m 000 m 000 in 000 in Loads | Note Load factonng support$ 2003 IBC and 2003 NF3A 5000 by virtue of their references to ACI 318-02 1or concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads <S>. Left Column @ Right Column Dead Load 12880k 12880k Live Load k k Short Term Load k k | Summary | Length = 14 50ft Width = 2 50ft Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stability Thickness = 24 00m, Dist Left = 1 1,000 62 psf 5,000 00 psf 17 47 psi 93 1 1 psi 999000 1 Footing Design OK 25ft Btwn = 12 00ft Dist Right = 1 25ft Steel Req'd @ Steel Req'd @ Steel Req'd @ Left 0 518 m2/ft Center 0 518 m2/ft Right 0518m2/ft Soil Pressures \ Soil Pressure @ Left Actual Allowable Dead + Live Dead+Live+Short Term Soil Pressure @ Right End Dead + Live Dead+Live+Short Term Stability Ratio Moment & Shear Summary Moments Mu @ Col #1 Mu Btwn Cols Mu @ Col #2 One Way Shears Vn Allow* 085 Vu @ Col #1 Vu Btwn Cols Vu @ Col #2 Two Way Shears Vn Allow* 085 Vu @ Col #1 Vu @ Col #2 1 000 6 5 000 0 psf 1 000 6 5 000 0 psf 1,0006 5 0000 psf 1,0006 5,0000 psf 9990 1 ACI Eq C-1 Eq C-2 Eq C-3 Eq C-1 Eq C-2 Eq C-3 Factored Eccentricity 1 400 9 psf 0 000 ft 1 400 9 psf 0 000 ft 900 6 psf 1 400 9 psf 0 000 ft 1 400 9 psf 0 000 ft 900 6 psf C values for moment are given per unit width of footing ) j ACI C-1 0 78 k-ft/ft 17 13 k-ft/ft 0 78 k-ft/ft 93 113 psi 0 000 psi 17471 psi 0 000 psi 186 226 psi 9 000 psi 9 000 psi ACI C-2 0 78 k-ft/ft -17 13 k-ft/ft 0 78 k-ft/ft 93 113 psi 0 000 psi 17 471 psi 0 000 psi 186 226 psi 9 000 psi 9 000 psi ACI C-3 050 k-ft/ft -1101 k-ft/ft 050 k-ft/ft 93 113 psi 0 000 psi 11 231 psi 0 000 psi 186 226 psi 6 552 psi 5 786 psi Title Dsgnr Description Scope Rev 580000 _ . _ _user Kw-0600416 versso 1 Dec 2003 Combined Footind Desicin(c)1983-2003 ENERCALCEnameenng Software wwmwmow rVMJllliy L/eaiVJII Description Carlsbad Ranch Resort - Villa 3 Gravity Footing -FB10 Reinforcing ( values given per unit width of footing ) fl) Left Edge of Col #1 Between Columns Ru/Phi As Req'd Ru/Phi As Req'd ACIC-1 205psi 0518in2/ft ©Bottom 4529psi -0518m2/ft @Top ACIC-2 205psi 0518m2/ft ©Bottom 4529psi -0518m2/ft @Top ACIC-3 132psi 0518m2/ft ©Bottom 2912psi -0518in2/ft @Top ACI Factors (per ACI, applied internally to entered loads) ACI C-1 & C-2 DL 1 400 ACI C-2 Group Factor 0 750 ACI C-1 & C-2 LL 1 700 ACI C-3 Dead Load Factor 0 900 ACI C-1 & C-2 ST 1 700 ACI C-3 Short Term Factor 1 300 seismic = ST * 1 100 Job# \\\ Date 901AM 17JUL06 ' Page 2 || villa 1 a ecw Calculations | 1 @ Right Edge of Col #2 Ru/Phi As Req'd 2 05 psi 0 518 m2/ft @ Bottom 205psi 0518m2/ft ©Bottom 132psi 0 518 m2/ft ©Bottom » Additional Seismic "1 4" Fade 1 400 Additional Seismic "0 9" Facto 0 900 Carlsbad Ranch Resort & Hotel Phase 1 - Villa 3A Misc. 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