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HomeMy WebLinkAbout1772 DOVE LN; ; CB993163; Permit10/01/1999 City of Carlsbad Mobile Home Building Permit Permit No: CB993163 Building Inspection Request Line (760) 438-3101 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1772 DOVE LN CBAD MOHO Sub Type: Lot#: $0.00 Construction Type: Reference #: 0 Structure Type: 0 Battirooms: VIADANA - (LOHF) WESTERN PACIFIC HOMES INSTALL 1 NEW Status: ISSUED Applied: 08/20/1999 Entered By: JM Plan Approved: 10/01/1999 Issued: 10/01/1999 Inspect AEg^4iO/01/?^ OOOl 01 C-PRHT 02 Applicant: WESTERN PACIFIC HOUSING STE 107 2385 CAMINO VIDA ROBLE CARLSBAD CA 92009 92009 760 929-1600 Owner: 140.00 Total Fees: $140.00 Total Payments To Date SO 00 Balance Due: $140.00 Mobile Home Issuance Fee S20 00 Red Watei Con Fee $0.00 Earttiquake Bracing Fee $0 00 Meter Size Coachi Setup Fee SI 00.00 Add1 Red. Watei Con. Fee $0.00 Cabana/Ranada Fee SOOO CFD Payoff Fee $0.00 Private Garage Fee $0.00 PFF $0.00 Awning/Carport Fee $0 00 PFF (CFD Fund) $0.00 Porch Fee SO.OO License Tax $0.00 Fence Over 6ft $0 00 License Tax (CFD Fund) $0.00 Ottier Building Fee $0.00 Tiaffic liTipact Fee $0.00 Building Permit $000 Traffic Impact (CFD Fund) $0.00 Plan Check $0 00 Plumbing Fee $0.00 Park in Lieu Fee $0.00 Electrfcai Fee $20.00 Bridge Fee $0.00 Mechanical Fee $0.00 Pot. Water Con. Fee $0.00 Housing Impact Fee $0.00 Meter Size Housing InLieu Fee $0.00 Addl Pot. Water Con. Fee $0.00 TOTAL PERMIT FEES $140.00 Inspector: FINAL APPROVAL Date: "3-'^6-0 f Clearance: NOTICE: Please take NOTICE that approval of your project inclucies the "Imposition" of fees, dedications, resewations, or other ©cactions hereafter collectively referred to as "fees/exactlons." You have 90 days from the date this permit was Issued to protest Imposition of these fees/exactlons. If you protest them, you must follow the protest procedures set forth In Govemment Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with CarislMd (Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any sutsequent 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 capactiy changes, nor planning, zoning, grading or other similar application processing or sereice fees In connection with this project NOR DOES IT APPLY to any fees/exactlons of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwise expired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 APPLICATION PERMIT APPLICA* CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 1. PROJECT INFORMATION FOR OFFICE USE PLAN CHECK NO EST. VAL. Plan Ck. Dep^ Validated By. Date kddCBSS (include BIda/Suite #) _ .i Lili Business NamB.(at this ad< egal Description \ Lot No. Subdivision Name/Number I Business Name.(at this address) -1^ Legal Description Assessor's Parcel # Unit No. Phase Parcel 9 . Existing.Usa^ i\f Work \ SQ. FT. Proposed Use Description \1 Work 2_C0NTACT PERSON (if different from appiicant) Name Address 3. APPLICANT C] Contractor • Agent for Contractor \f]jP^^^ Y> VVcJ -CiV. Ol • Name #of Stories # of Bedrooms ft of Bathrooms 'rom applicant) /) i / ,^ Address City ^<^O0)?3o-p-^97 State/Zip Telephone tt i-ax n inn U^cfo ^ok/l? ^uih loi Address ss"! Wbwner Q /^em for Owner e:r^>awL^r^n,^LC a=?g?=rQim . .-. 4. PROPERTY OWNER 111 ^ - ^ Name Address City State/Zip \ telephone # I \ I eiepnone fr Name 5. CONTRACTOR - COMPANY NAME (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 Codel 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 appUcantio a ciyil penalty of not more than five hundred dollars I$500]). Name State License tt Address License Class City State/Zip City Business License # Telephoni Designer Name Address City State/Zip Telephone State License tt 6. WORKERS'COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q 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. tn 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 cornpeosation insurance carrier and policy number are: ^ — ^ , -v . J i c~i /_ . ^ eg \^Cg5lCS> Expiration Date ^ / ^ ^ Insurance Company Policy No. (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) • 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 aecure workera' compensation coverage is unlawful, and shall subject an employer to criminai penalties and civil fines up to one hundred thousand doll^s^l00,000), in addition to the cost df compensation, damages as provided for In Section 3706 of ttjaLabor code, interest and attorney's fees. SIGNATURE ^^-^^NQL^CyV^K ^ r^^CfW^ ^ DATE O ' 7,-- OWNBR-BUIUMfft DECLARATION I herebv affirm that I am exempt from the Contractor's License Law for the following reason: • 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). Q 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). • 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. Q 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 COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? • YES • NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPUCANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S HAM^^kk^ LENDER'S ADDRESS ¥. APPUCMMTCfeRIII^CATlON . \ 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 LIABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHtCH 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 stories in height. EXPIRATtON: 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 365 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 ff^180 days (Section 106.4.4 Uniform Building Code)^ APPUCANT'S SIGNATUREXAg) (t ^T^CiyY ^ DATE WHITE: File YELLOW: Applicant PINK: Finance PLANNING/ENGINEERING APPROVALS PERimrr NUMBER SI. ADDRESS DATE 1IESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE OTHER PLANNER ENGINEER COMPLETE OFFICE BUILDING L-xCO^ fOb hole DATE DATE Docsrtilsforms/Piannino EnBHrwcring Approvals Exhibit 3-2' CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR. ILA,IIV»A LOPEZ. DATE: JO^j-'r^ PROJECT \D_SL3ItLiS. GRADING PERMIT N0._6S33^^2S" LOTS REQUESTED FOR RELEASE: LCHT / jfCR TJSM/'AIM^ SMJS& T/a/UCJEn. N/A = NOT APPLICABLE. V= COMPLETE 1st 2nd. y 1/ 1/ 1/ / Aft 1. Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of pubiic. 4. Letter of request for partial release submitted 5. 8V2" X11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. 7. Engineer of work certification of work done and pad elevations. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Project conditions of approval checked for conflicts 10. Fire hydrants within 500 feet of building combustibles and all weather roads access to site. Partial release of grading for the above stated lots is approved for the purpose of txjilding permit issuance. Issuance of building permits is still subject to ail nonmal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Project InspectCv »f\ ^(j/L> Senior Inspector^ r~ir~ Date Date H >LlBRARy>fKG\WPDATA\rNSPECT\FORMSVARTSITE.FRM PLAN/PHASING EXHIBIT ADANA" - LOHF PROPERTY CARLSBAO, CAUFORNIA TOTAL UNIT SUMMARY PLAN 1 = 20 PLAN 2 = 25 PLAN 3 = 28 TOTAL = 73 * LOT NUMBERING SHOWN HEREON REFLECTS THE NUMBERING AS ON THE FINAL ENGINEERING DRAWINGS AND RNAL MAP AND NOT ON THE APPROVED TENTATIVE MAP. PHASE1 IS UMTS TOTAL PI - 3 P2 « 8 P3 « S HUNSAKER & ASSOCIATES SAN DliCCb INC PLANNMC lOm Hucmkara St. SuHe 200 mONEBUNC SnDi(|<va«121 SURVEYMC FH(619)!>5»4S00FX(619)SSB-1414 %0.§ 1751-1J DATE: 5/7/99 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No Planner APN: ^^<r-f9^-7^ CB 3 ? Address / ^^2^ Phone (619) 438-1161, extension Type of Project & Use: Net Project Density: Zoning:, _ General Plan: f-^^ Facilities Management Zone: ^/ CFD fin/niit) # ^ Date of participation:_-- Remaining net dev acres: DU/AC Circle One (For non-residential development: Type of land used created by this permit: ) ^ Item Complete ^ 3 Legend: Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action NO TYPE Compiiance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: I I Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES_ CA Coastal Commission Authority? YES N0_ NO If California Coastal Commission Authority: Contact ttiem at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: . YES NO Foliow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. 2075 LAS PALMAS DR pH, (760)438-1161 ext. 4503 FAX(760)438-0894 Carlsbad Building Department lY To: Janet Condon Fax: 760^31-784V Phone:760-929-1600 From: Patrick Kelley Pages: Date: August 23,1999 Re: Sales Trailer Sewer and Water connection CC: [Click her • Urgent x For Review • Please Comment • Please Reply • Please Recycle • Comments: Per your request, The sales trailer may be utilized on site for a period not to exceed 4 months without connecting to the City sewer and water system. This is allowable because: The sales trailer will not have any water or sanitary sewer system in it. The sales trailer will be removed entirely when models are completed as sales moves into the models. The Porta-potty will be equipped with hand washing facilities and be maintained in a clean and sanitary manner. If the sales trailer is there for more than 4 months, Westem Pacific will install pennanent sanitary facilities for the sales staff and pay all appropriate fees and permanently connect the trailer to the water and sewer system. 08/23/99 MON 13:46 FAX 760 431 7842 WESTERN PACIFIC ilOOl X) -r- -Development and Forward Planni ng X 3,ClllC 2385 Camino Vida Rebk »107 Phone: (760) 929-1« I Housing Cartsbad, CA 92000 Fax: (760) 431.7»< : DATE: ^•Q.2>-^"^ TO: ^ p. COMPANY; CX-Vi/1 <? rv ^.Tll'^ PHONE: \ FAX; el'^'^'-C>^^ NO. OF PAGES (including cover): 3a JANET CONDON Fonvard Planner 08/23/99 MON 13:47 FAX 760 431 7842 WESTERN PACIFIC ®002 Western Pacific Housing SAM Blico Drri*JON August 23,1999 Mr. Pat Kelley Principal Buildmg Inspector CityofCarlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-1576 Re: CT 97-15 Temporary Sales Trailer Dear Mr. Kelley: Thank you for your phone call today in response to my letter dated 8/20/99. Please f nd attached a floor plan ofthe trailer that we will be using for our temporary sales office it our Viadana project. Westem Pacific Housing is scheduled to complete construction of the Viadana model s by mid-January, At this time the modeb will be open to the public and a sales office wi 1 be installed in one ofthe models. The sales trailer, porte-potty and temporary improven: 3nts on lot 1 will be removed from CT 97-15 no later than Febmary 1,2000. Please consider waiving the water and sewer fees for this trailer pennit as neither city water or sewer services will be utihzed during thc use of this trailer. If you have any questions please call me at (760)930-2391. Sincerely, Westem Pacific Housing Jatiet Condon Forward Plamier Attachment (1) 2385 Camino Vida Roble. Suite lOT.Curliibntl. California 92009 76O.<329.1600 Fax 760.929.1601 08/23/99 MON 13:47 FAX 760 431 7842 TOSTERN PACIFIC 1003 -i^aiu .^^ 6e>^2 -^-^ ' ^i^^ MOBILE MODULAR MANAGENIIENT CORPO WriON aT-7Trr.'.\a... .IS. • .iA.. .aa.• .ao.. .35./.'••to-• .ta,"i.so.. .BS. . .GO:".", size/Serial#: 12x45 J-fl 2267-sn OS- BDOB/WliBe. wOMrLta, taa eoiiiiwnrei*! tarptt, Soae p««A6e<: C/L # I 14825 intarioe, WhiCo «i«wJ>lB fmac* doora K 30x6« izmAdO. vindtAW 2 1 "I : 1 1 4 I W M |\ fil 3.I.+ W 19+ * 9+ I \ Ml I 1/ 10 I S /I/ 12 ; WW \ TW _ww / —WW —I i« N / 0....S....10....15...20...23...30...35,...40...45...so,..55...so,.. Additional Information: Quote Rffferencetf: Floor Plan From: Date pr nted: 6M7/99 p^one: Mobile Modular Management Corporation Pa5c 11450 Mission Blvd, Mira Loma, CA 91752 Ph 9Q9-360-86OQ Fax 909-360-662?. Quotes Valid For 30 Days Western Pacific Housing SAN DIIGO DIVISION August 20,1999 Mr. Pat Kelley Principal Building Inspector City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-1576 Re: CT 97-15 Temporary Sales Trailer Dear Mr. Kelley: Today I submitted an application to the building counter for a temporary sales trailer for our Viadana project, CT 97-15. The required fees for this permit include sewer and water, both of which are not necessary for om" intended use ofthe trailer. We will have a porte-potty located outside the trailer as we have noted on the site plan and drinking water will be available in a water dispenser. Neither city water nor sewer services will be needed for our temporary trailer. Mike Peterson, from the building counter, directed me to you for your consideration of waiving the sewer and water fees that pertain to this permit, #CB 993163. Please see the attached permit for your reference and notify John Mildbrandt or Mike Peterson of your decision. If you have any questions please call me at (760)930-2391. Sincerely, Westem Pacific Housing Janet Condon Forward Planner Attachment (1) o 2385 Camino Vida Roble, Suite 107,Carlsbad, Califomia 92009 760.929.1600 Fax 760.929.1601 ' 921 EAST WHITTIER BOULEVARD LA HABRA, CALIFORNIA 90631 STRUCTURAL ENGINEERS, INC. 562-697-7304 • FAX 55^12020 MEMBER: STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA • AMERICAN CONCRETE INSTITUTE ~" J CALCULATIONS FOR: IMP SERVICES 425 S. RANCHO AVE. COLTON, CA 92324 PROJECT: CALCULATIONS FOR STANDARD RAMP, LANDINGS & STAIRS 4'-3" X 6'-0" & 5'-0" X 6'-6" MODULES WITH 200# POINT LOAD AT HANDRAILS WESTERN PACIFIC HOUSING -ICENSE EXPIRES 6-30-"^^, 99121 DAIE: FEBRUARY 26, 1999 PROPRIETARY DESIQN: THIS DRAWING AND THE MATERIAL CONTAINED THEREIN ARE THE PROPERTY OF EXL STRUCTURAL ENGINEERS, INC. AND SHALL NOT BE REPRODUCED, COPIED OR OTHERWISE DISPOSED OF DIRECTLY OR INDIRECTLY AND SHALL NOT BE USED IN WHOLE OR IN PART TO ASSIST IN THE MAKING OF OR THE PURPOSE OF FURNISHING ANY INFORMATION FOR THE MAKING OF DRAWINGS, PRINTS, APPARATUS OR PARTS THEREOF WITHOUT THE FULL KNOWLEDGE AND CONSENT OF EXL STRUCTURAL ENGINEERS, INC.. ALL PATENTABLE MATERIAL CONTAINED HEREIN AND ORIGINATED WITH EXL STRUCTURAL ENGINEERS, INC. SHALL BE THE PROPERTY OF EXi:'-STRUCTURAL ENGINEERS, INC. STRUCTURAL ENG] I, INC. •21 EASTWHrrriER BOULEVARD LA HABRA, CALIFORNIA 00631 (56?) 697-7304 -FAX (562) 691-2020 MEMBER: STRUCTURAL ENOINEERS ASSOCIATION OF CALIFORNIA • AMERICAN CONCRETE INSTITUTE TMP SERVICES STANDARD RAMP & LANDINGS DSA APPROVAL INDEX TITLE SHEET NO CALCULATIONS FOR STANDARD 4' X 6' MODULE IA - 8 CALCULATIONS FOR STANDARD STAIR MODULE 1B - 2 CALCULATIONS FOR 30" MAX. HEIGHT X 4' X 6' MODULE 1C - 5 CALCULATIONS FOR 48" MAX. HEIGHT X 5' X 6'-6" LANDING 1D - 2 APPENDIX I: 3D ANALYSIS FOR 200# HANDRAIL LOAD 1 - 57 'STRUCTURAL ENGINEERS, INC. 92) EASr WHITTIER BOULEVARD LA HABRA, CALIFORNIA 90631 (310) 697-730'l • FAX (310) 691-2020 i ! • ' i i • • "TZ ~ i i . i. ! ... ; I I I I I 1 i • , • i ' ll'l 111'! .1.-1,: JJ.... •I-t:; LL_ I ; ' i • • M ! • i 1 • ' i i i ; ^ !••! 1 i I . 1... I ..i I ; ! I ! rrr • Iiil. ,. .:• ;. , 1 . .. I.l : 1 i!_.' ! 1 ' :Li;|.i:! ...1 .,! l.-j ! i .i .!.. I. .! i.i.' i ! t i •r-l-il"! I'l ..i i .1. i.. i I ; i n M I I I .J ! . ! . i M • i. , ] !....:...! • rvM'!••[•• •[!rt'- j i -f, HJ-R'j hr I . .J I i : r j i i i ..i i i • n hi ' i r-r - ' •lij I Hi? /^^.^ ^^/f- ^ ; t: ^ I fi : h i i M ! n: • • M h ' - ' • M i ^' • ^ ....i :,:.r:n1:: t.lJ xijivJs^^ .11 IT--! f ] j f'11:; : 11 :i 1 . ]- - t-i- 1 1 l.:|Ti-i lo,•m^\:^J^• i. ! ! i U •! ! 1 • 1 1 1 rl-r ; i-! ! ; 1 1. i. ..i 1 i ' . 1 i i I I -l l i- H U)i^ I i I r : • ' -J L—; .n ' ; • ' i'l;; -ryO g A ' to ilOS ? 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A/1 ( V ^ /CJ"^^ ^/ l "^S7h ,1,4- • PROJEa: SHEET NO._lIJ OF V.3G Cliails and TaliloK Tor use wilh l.lio Scplfinbcr]<)8() Edition ofUio Cold-Formod Spocificalion (is>|)"j 'ssajjs uo|ss8Jduioo eiqBMOnv Charts and Tables for use with tlie Septeitibei-3, U>80 Edition ofthe Cold-Formed Specification V-67 BOLTED CONNECTIONS TABLE V-4.5(A) Allowable Loads, in Kips for A307 Bolts (Shear = lOksi) Bolt Dia. (in.) Single Shear (Itips) Double Sliear (Itips) BEARING VALUE (kips) Bolt Dia. (in.) Area (in.«) Single Shear (Itips) Double Sliear (Itips) THICKNESS (in.) Bolt Dia. (in.) Area (in.«) Single Shear (Itips) Double Sliear (Itips) (ksi) 0.024 0.030 0.036 O.O'lS 0.060 0.075 0.105 0.135 0.164 0.194 0.224 Vi 0.0491 0.49 0.98 1.50 X 5C 1.35 X 5C 1.00 X 5C 0.46 > 0.40 1 0.30 0.66 0.51 0.38 0.C8 0.61 0.45 0.90 0.81 0.60 1.12 l.Ol 0.75 1.41 1.26 0.94 1.97 1.77 1.31 2.53 2.28 1.69 3.08 2.77 2,05 3.64 3.27 2.42 4.20 3.78 2.80 % 0.1104 1.10 2.21 1.50 X 5C 1.35 X 5C 1.00 x5C > 0.C8 1 0.61 1 0.45 0.84 0.76 0.56 1.01 0.91 0.68 1.35 1.22 0.90 1.69 1.62 1.12 2.11 1.90 1.41 2.96 2.66 1.97 3.80 3.42 2.63 4.61 4.15 3.08 6.46 4.91 3.64 6.30 6.67 4.20 0.1963 1.9C 3.93 1.50 x 5t 1.35 x 6C 1.00 X 5C 1 0.90 ) 0.81 > 0.60 1.12 1.01 0.75 1.35 1.22 0.90 1.80 1,62 1.20 2.25 2.02 1.50 2.81 2.53 1.88 3.94 3.54 2.62 6.06 4.55 3.38 6.15 5.54 4.10 728 6.65 4.85 8.40 766 6.60 M 0.3068 3.07 C.14 1.50 X 5C 1.35 X 5C 1.00x6(1 1.12 1.01 0.75 1.41 1.26 0.94 1.G9 1.52 1.12 < 2.26 2.02 1.60 2.81 2.53 1.88 3.52 3.16 2.34 4.92 4.43 3.28 6.33 6.70 4.22 7.69 6.92 6.12 9.09 8.18 6.06 10.60 9.46 700 y* 0.4418 4.42 8.84 1.50 x 50 1.35 X 50 1.00x60 1.35 1.22 0.90 1.69 1.52 1.12 2,0i2 1.82 1.35 2.70 2.43 1.80 3.38 3.04 2.25 4.22 3.80 2.81 5.91 5.32 3.94 769 6.83 6.06 9.22 8.30 6.15 10.91 9.82 728 12.60 11.34 8.40 Vi 0.6013 6.01 12.03 1.50 X 50 1.35 X 50 1.00 X 50 1.58 1.42 1.05 1.97 1.77 1.31 2.36 2.13 1.58 3.15 2.84 2.10 3.94 3.54 2.62 4.92 4.43 3.28 6.89 6.20 4.50 8.86 797 6.91 10.76 9.69 7.18 12.73 11.46 8.49 14.70 13.23 9.80 1 0.7854 7.85 15.71 1.50 X 50 1.35 X 50 1.00 X 50 1.80 1.G2 1.20 2.25 2.02 1.50 2.70 2.43 1.80 3.60 3.24 2.40 4.50 4.05 3.00 5.62 5.06 3.75 788 7.09 5.25 10.12 9.11 6.75 12.30 11.07 8.20 14.55 13.10 9.70 16.80 16.12 11.20 TABLE V-4.S(B) Allowable Loads in Kips for A32S Bolts • Threading Excluded from Shear Plane 0.0491 1.47 2.91 1.50 X 50 1.35 X 60 1.00 X 50 0.45 0.40 0.30 0.56 0.51 0.38 0.68 0.61 0.45 0.90 0.81 0.60 1.12 1,01 0.75 1.41 1.26 0.94 1.97 1.77 1.31 2.53 2.28 1.69 3.08 2.77 2.05 3.64 3.27 2.42 4.20 3.78 2.80 ?4 0.U04 3.;« 6.62 1.50x50 1.35 X 50 1.00 X 50 0.68 0.61 0.45 0.84 0.76 0.66 1.01 0.91 0.68 1.35 1.22 0.90 1.69 1.52 1.12 2.11 1.90 1.41 2.95 2.G6 1.97 3.80 3.42 2.53 4.61 4.15 3.08 5.46 4.91 3.64 6.30 6.67 4.20 V4 0.1903 5.89 11.78 1.50 X 50 1.35 X 50 1.00 X 50 0.90 0.81 O.CO 1.12 l.OI 0.75 1.35 1.22 0.90 1.80 1.62 1.20 2.25 2.02 1.50 2.81 2.53 1.88 3.94 3.64 2.62 5.06 4.65 3.88 6.15 5.54 4.10 7.28 6.55 4.85 8.40 756 6.60 0.3068 9.20 18.41 1.50 X 50 1.35x50 1.00 X 50 1.12 1.01 0.75 1.41 1.2G 0.94 1.69 1.62 1.12 2.26 2.02 1.50 2.81 2.53 1.88 3.62 3.16 2.34 4.92 4.43 3.28 6.33 5.70 4.22 7.69 6.92 6.12 9.09 8.18 6.06 10.60 9.45 700 0.4418 13.25 26.51 l-W X 50 1.35x50 1.00x50 1.35 1.22 0.90 1.69 1.52 1.12 2.02 1.82 1.35 2.70 2.43 1.80 3.38 3.04 2.25 4.22 3.80 2.81 5.91 5.32 3.94 7.59 6.83 6.06 9.22 8.30 6.16 10.91 9.82 728 12.60 11.34 8.40 % 0.0013 18.04 30.08 1.1)0 X 50 1.35 X 50 1.00 X 50 1.58 1.42 1.05 1.97 1.77 1.31 2.30 2.13 1.58 3.15 2.84 2.10 3.94 3.64 2.62 4.92 4.43 3.28 6.89 6.20 4.69 8.86 797 5.91 10.76 9.69 718 12.73 11.46 8.49 14.70 13.23 9.80 1 0.V854 Zi.M 47.12 1.50 X 50 1.35 X 50 1.00 X 50 1.80 1.62 1.20 2.25 2.02 1.50 2.70 2.43 1.80 3.60 3.24 2.40 4.S0 4.05 3.00 6.62 5.06 3.75 788 7.09 5.25 10.12 9.11 6.75 12.30 11.07 8.20 14.65 13.10 9.70 16.80 15.12 11.20 TABLE V-4.5(C) Allowable Loads in Klps for A325 Bolts • Threading Not Excluded from Shear Plane Vi 0.0491 1.03 2.06 1.50 X 60 1.35 X 50 1.00 X 50 0.45 0.40 0.30 0.56 0.51 0.38 0.68 0.61 0.45 0.90 0.81 0.60 1.12 1.01 0.75 1.41 1.26 0.94 1.97 1.77 1.31 2.53 2.28 1.69 3.08 2.77 2.06 3.64 3.27 2.42 4.20 3.78 2.80 0.1104 2.32 4.64 1.50 X 50 1.35x50 1.00 X 50 0.68 0.61 0.45 0.84 0.76 0.5C 1.01 0.91 0.68 1.35 1.22 0.90 1.69 1.52 1.12 2.11 1.90 1.41 2.95 2.66 1.97 3.80 3.42 2.53 4.61 4.16 3.08 5.46 4.91 3.64 6.30 5.67 4.20 0.1963 4.12 8.24 1.60x50 1.36 x 50 1.00x60 0.90 , 0.81 0.60 1.12 1.01 0.75 1.35 1.22 0.00 1.80 1.62 1.20 2.25 2.02 1.60 2.81 2.63 1.88 3.94 3.54 2.62 6.06 4.65 3.38 6.15. 6.64 4,10 728 6.56 4,8& 8.40 7.66 6,00 0.3068 6.44 12.88 1.50 X 50 1.36 X 50 1.00 X 60 1.12 1.01 0.75 1.41 1.26 0.94 1.69 1.52 1.12 2.25 2.02 1.50 2.81 2.63 1.88 3.62 3.16 2.34 4.92 4.43 3.28 6.33 6.70 4.22 7.69 6.92 5.12 9.09 8.18 6.06 10.60 9.46 7.00 y» 0.4418 9.28 18.56 1.50 X 50 1.85 X 60 1.00x50 1.36 1.22 0.90 1.69 1.52 1.12 2.02 1.82 1.35 2.70 2.43 1.80 3.38 3.04 2.25 4.22 3.80 2.81 5.91 5.32 3.94 7.59 6.83 6.06 9.22 8.30 6.15 10.91 9.82 728 12.60 11.34 8.40 0,60il3 12,63 25,25 1.50x60 1.35x50 1.00x50 1.58 1.42 1.05 1.97 1.77 1.31 2.36 2.13 1.58 3.15 2.84 2,10 3.94 3.54 2.62 4.92 4.43 3.28 6.89 6.20 4.69 8.86 7.97 5.91 iO.76 9.69 7,18 )2.78 11,46 8,49 W.70 13:23 9.80 I 0.7984 16.49 82,09 1.50 X 60 1.35 X 50 1.00 x 50 1.80 1.62 1.20 2.26 2.02 1.60 2.70 2.43 1.80 3.60 3.24 2,40 4.60 4.05 3.00 6.02^ 6,00 3.75 7.88 7.09 5.25 10.12 9.11 6.75 12.30 11.07 8.20 14.56 13.10 9.70 16.80 16.12 11.20 STRUCTURAL ENGINEERS, INC. 921 EASTWHITTIER BOULEVARD LA HABRA, CALIFORNIA 90631 (562) 697-7304 • FAX (562) 691-2020 -:—^ - 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M-.-.L- 4. ,.„i-_ PROJEa: SHEET OF RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : : Page: 6 Date: 8/24/98 Pile: TMP DSAI Joint X Y • z Joint No Coordinate Coordinate Coordinate Temperature 1 4.125 0.000 6.000 0.00 2 4.125 0.000 3.000 4 0.00 3 4.125 0.000 0.000 0.00 4 0.000 0.000 6.000 0.00 5 0.000 0.000 3.000 0.00 6 0.000 0.000 0.000 0.00 7 4.125 2.000 6.000 0.00 8 4.125 2.000 0.000 0.00 9 0.000 2.000 6.000 0.00 10 0.000 2.000 0.000 0.00 11 4.125 4.000 6.000 0.00 12 4.125 4.000 5.000 0.00 13 4.125 4.000 4.000 0.00 14 4.125 4.000 3.000 , 0.00 15 4.125 4.000 2.000 0.00 16 4.125 4.000 1.000 0.00 17 4.125 4.000 0.000 0.00 18 2.062 4.000 6.000 0.00 19 2.062 4.000 0.000 0.00 20 0.000 4.000 6.000 0.00 21 0.000 4.000 5.000 0.00 22 0.000 4.000 4.000 0.00 23 0.000 4.000 3.000 0.00 24 0.000 4.000 2.000 0.00 25 0.000 4.000 1.000 0.00 26 0.000 4.000 0.000 0.00 27 4.125 4.330 6.000 0.00 28 4.125 4.330 3.000 0.00 29 4.125 4.330 0.000 0.00 30 4.125 7.500 6.000 0.00 31 4.125 7.500 3.000 0.00 32 4.125 7.500 0.000 0.00 Joint No 1 2 3 4 5 6 7 9 X K/in-- Reaction Reaction Reaction Reaction Reaction Reaction =========< Boundary Conditions >=== • Translation + + Y Z Mx •K/in K/in K-ft/rad- Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction • Rotation H My Mz -K-ft/rad---K-ft/rad- RISA-3D •EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 7 Date: 8/24/98 File: TMP DSAI ==========================< Materials (General) >=========================== Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress - Ksi Ksi lO^SHF K/ft3 Ksi TUBES 29000.00 11154.00 0.3000 0.65000 0.490 46.00 ANGLES 29000.00 11154.00 0.3000 0.65000 0.490 33.00 JOISTS 29000.00 11154.00 0.3000 0.65000 0.490 39.00 Section Label Database Shape Material Label A B C D E TUBES ANGLES JOISTS TUBES TUBES ===< Sections >== As As Area yy zz -in^2 4.81e-l 1.2 1.2 2 3 4 7 66e-l 73e-l 28e-l 81e-l 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 I •in 4- 1.06e-l 3.2e-2 1.28e-l 1.45e-l 2.26e-l zz •in^4 1.06e-l 3.2e-2 1.28e-l 1.45e-l 2.26e-l Torsion T J C --in^4 2.12e-l 6.4e-2 2.56e-l 0.29 4.52e-l Member Joints No I J K 1 1 7 A 2 7 11 A 3 11 27 E 4 27 30 D 5 2 14 A 6 14 28 E 7 28 31 D 8 3 8 A 9 8 17 A 10 17 29 E 11 29 32 D 12 4 9 A 13 9 20 A 14 5 23 A 15 6 10 A 16 10 26 A 17 7 18 B 18 - 9 18 B 19 8 19 B 20 8 15 B 21 10 19 B 22 10 24 B 23 20 18 C 24 18 11 C 25 21 12 C 26 22 13 C 27 23 14 C 28 24 15 C =============< Members >================== X Axis Section End Releases Offsets Rotate Set I: MMM J: MMM I-End J-End —xyzxyz -xyzxyz in in— AllPIN AllPIN AllPIN AllPIN AllPIN AllPIN AllPIN AllPIN AllPIN AllPIN AllPIN AllPIN Inactive? Label Length ft--- 2.00 2.00 0.33 3.17 4.00 0.33 3.17 00 00 33 ,17 00 ,00 ,00 ,00 2 .00 2.87 2 2 2 2 2 2 2 4 87 87 83 87 83 06 06 12 4.12 4.12 4.12 RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 8 Date: 8/24/98 File: TMP DSAI Member No I Joints J K ==============< Members >==== X Axis Section End Releases Rotate Set I: MMM J: MMM Offsets Inactive? I-End J-End Label Length --in in ft 29 25 16 C 4.12 30 26 19 C 2.06 31 19 17 c 2.06 32 20 21 c 1.00 33 21 22 c 1.00 34 22 23 c 1.00 35 23 24 c 1.00 36 24 25 c 1.00 37 25 26 c 1.00 38 11 12 c 1.00 39 12 13 c 1.00 40 13 14 c 1.00 41 14 15 c 1.00 42 15 16 c 1.00 43 16 17 c 1.00 44 30 31 c 3.00 45 31 32 c 3.00 ——— = = = ass = : ===========< Basic Load Case Data >========:s========= BLC No. Basic Load Case Description Load Type Totals Nodal Point Dist. Surface 1 2 3 4 5 POINT LOAD @ 30 POINT LOAD @ 31 POINT LOAD @ 32 DEAD LOADS LIVE LOADS 1 1 1 ==============:=< Joint Loads/Enforced Displacements, Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) 30 9 9 BLC 1 >============ Magnitude •K,K-ft,in,rad--- 0.200 ===============< Joint Loads/Enforced Disjplacements, BLC 2 >========== Joint - Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K-ft, in, rad--- 31 L X 0.200 ===============< Joint Loads/Enforced Displacements, BLC 3 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K-ft, in,rad--• 32 L X 0.200 RISA-3D .EXL Structural Engineers, Inc. 921 East Whittier Blvd. (R) Version 3.01 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL - =__=< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier 24 18 11 UNIFORM 0.0015 23 20 18 UNIFORM 0.0015 25 21 12 UNIFORM 0.0030 26 22 13 UNIFORM 0.0030 27 23 14 UNIFORM 0.0030 28 24 15 UNIFORM 0.0030 29 25 16 UNIFORM 0.0030 30 26 19 UNIFORM 0.0015 31 19 17 UNIFORM 0.0015 Job : Page: 9 Date: 8/24/98 File: TMP DSAI !< Member Distributed Loads, BLC 5 >= Joints Load Pattern Pattern ber I J Label Multiplier 23 20 18 UNIFORM 0.0500 24 18 11 UNIFORM 0.0500 25 21 12 UNIFORM 0.1000 26 22 13 UNIFORM 0.1000 27 23 14 UNIFORM 0.1000 28 24 15 UNIFORM 0.1000 29 25 16 UNIFORM 0.1000 30 26 19 UNIFORM 0.0500 31 19 17 UNIFORM 0.0500 =============================< Load Patterns >=============================: Pattem Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,P ft or % ft or %--• UNIFORM Y -1.000 -1.000 0.000 0.000 No. Description ====s=s=< Load Combinations >============================ RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 CASE 1 2 CASE 2 3 CASE 3 4 DL-i-LL 1 1 2 1 3 1 4 2 4 4 4 5 1 1 1 1 RISA-3D SIXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 10 Date: 8/24/98 File: TMP DSAI »================< Member Section Forces, LC Member Joints Shear Shear C:ASE 1 >= Moment Moment I -J Sec Axial y-y z-z Torcjue y-y Z-Z --K --K --K --K-ft K--ft --K-ft 1 1-7 1 0.26 0.05 -0.02 0.00 0.00 0.00 2 0.26 0.05 -0.02 0.00 -0.01 -0.02 3 0.26 0.05 -0.02 0.00 -0.02 -0.05 4 0.26 0.05 -0.02 0.00 -0.03 -0.07 5 0.26 0.05 -0.02 0.00 -0.04 -0.10 2 7-11 1 0.06 -0.15 0.04 0.00 -0.04 -0.10 2 0.06 -0.15 0.04 0.00 -0.02 -0.02 3 0.06 -0.15 0.04 0.00 0.00 0.05 4 0.06 -0.15 0.04 0.00 0.02 0.13 5 0.06 -0.15 0.04 0.00 0.04 0.20 3 11-27 1 0.00 0.15 -0.01 -0.07 0.02 0.44 2 0.00 0.15 -0.01 -0.07 0.02 0.43 3 0.00 0.15 -0.01 -0.07 0.02 0.42 4 0.00 0.15 -0.01 -0.07 0.02 0.40 5 0.00 0.15 -0.01 -0.07 0.02 0.39 4 27-30 1 0.00 0.15 -0.01 -0.07 0.02 0.39 2 0.00 0.15 -0.01 -0.07 0.01 0.27 3 0.00 0.15 -0.01 -0.07 0.01 0.16 4 0.00 0.15 -0.01 -0.07 0.00 0.04 5 0.00 0.15 -0.01 -0.07 0.00 -0.08 5 2-14 1 0.06 -0.01 0.00 0.00 0.00 0.00 2 0.06 -0.01 0.00 0.00 0.00 0.01 3 0.06 -0.01 0.00 0.00 0.01 0.01 4 0.06 -0.01 0.00 0.00 0.01 0.02 5 0.06 -0.01 0.00 0.00 0.01 0.02 6 14-28 1 0.00 0.05 0.00 -0.06 -0.01 0.19 2 0.00 0.05 0.00 -0.06 -0.01 0.19 3 0.00 0.05 0.00 -0.06 -0.01 0.19 4 0.00 0.05 0.00 -0.06 -0.01 0.18 5 0.00 0.05 0.00 -0.06 -0.01 0.18 7 28-31 1 0.00 0.05 0.00 -0.06 -0.01 0.18 2 0.00 0.05 0.00 -0.06 0.00 0.14 3 0.00 0.05 0.00 -0.06 0.00 0.10 4 0.00 0.05 0.00 -0.06 0.00 0.06 5 0.00 0.05 0.00 -0.06 0.00 0.02 8 3-8 1 0.09 0.01 0.01 0.00 0.00 0.00 2 0.09 0.01 0.01 0.00 0.01 -0.01 3 0.09 0.01 0.01 0.00 0.01 -0.01 4 0.09 0.01 0.01 0.00 0.02 -0.02 RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 11 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC 1 : CASE 1 >================== Member Joints Shear Shear Moment Moment I-J Sec Axial y-y z-z Torque y-y z-z K K K K-ft K-ft K-ft--- 5 0.09 0.01 0.01 0.00 0.03 -0.03 8-17 1 2 3 4 5 0.01 0.01 0.01 0.01 0.01 03 03 03 03 03 02 02 02 02 ,02 0.00 0.00 0.00 0.00 0.00 0 0 0 0 •0 03 02 01 00 01 •0.03 •0.01 0.00 0.02 0.04 10 17-29 1 2 3 4 5 0, 0, 0. 0, 0 00 00 00 00 00 0 0 0 0 0 00 00 00 00 00 00 00 00 ,00 ,00 •0 •0 •0 •0 •0 04 04 04 04 04 •0 •0 •0 •0 •0 01 01 01 01 01 0.07 0.07 0.07 0.07 0.07 11 29- 32 1 2 3 4 5 0, 0, 0, 0. 0, 00 00 00 00 00 0 0 0 0 0 00 00 00 00 00 0 0 0 0 0 00 00 00 00 00 •0.04 •0.04 •0.04 •0.04 •0.04 •0.01 0.00 0.00 0.00 0.00 0, 0, 0, 0. 0, 07 06 06 06 05 12 4-1 2 3 4 5 •0, •0, •0, •0. •0 23 23 23 23 23 0 0 0 0 0 11 11 11 11 11 0 0 0 0 0 02 02 02 02 02 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 00 01 02 03 04 0, •0, •0. •0, •0. 00 05 11 16 22 13 20 0 0 0 0 0, 01 01 01 01 01 •0, •0. -0. -0, •0, 14 14 14 14 14 ,04 ,04 ,04 ,04 04 0.00 0.00 0.00 0.00 0.00 0.04 0.02 0.00 •0.02 •0.04 •0.22 •0.15 •0.08 •0.01 0.06 14 23 1 2 3 4 5 •0. •0, •0 •0 •0, 03 03 03 03 03 0, 0, 0 0 0. 01 01 01 01 01 0 0 0 0 0 00 00 00 00 00 0, 0. 0, 0. 0. 00 00 00 00 00 0.00 0.00 •0.01 •0.01 •0.02 0.00 •0.01 •0.02 •0.04 •0.05 15 10 •0.07 •0.07 •0.07 •0.07 •0.07 0 0 0 0 0 02 02 02 02 02 •0. •0, •0, •0. •0, 01 01 01 01 01 00 ,00 ,00 ,00 00 0' •0 •0 -0 •0 00 01 01 02 03 0.00 •0.01 •0.02 •0.03 •0.04 16 10-26 1 2 0.01 0.01 •0.03 •0.03 0.02 0.02 0.00 0.00 •0.03 •0.02 •0.04 •0.03 RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 12 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC 1 : CASE 1 >= Member Joints Shear Shear I-J Sec Axial y-y z-z Torque K K --K K-ft 3 0.01 -0.03 0.02 0.00 4 0.01 -0.03 0.02 0.00 5 0.01 -0.03 0.02 0.00 Moment y-y -K-ft -0.01 0.00 0.01 Moment z-z -K-ft--- -0.02 0.00 0.01 17 18 0.28 0.28 0, 0 0 28 28 28 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 18 9- 18 •0.35 •0.35 •0.35 •0.35 •0.35 0.00 0.00 0.00 0.00 0.00 00 00 00 00 00 ,00 00 00 ,00 ,00 0 0, 0, 0, 0 00 00 00 00 00 0 0, 0, 0, 0, 00 00 00 00 00 19 19 0 0 0, 0 0 06 06 06 06 06 0 0, 0, 0, 0, 00 00 00 00 00 0 0 0 0 0 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0, 0, 0. 0, 00 00 00 00 00 20 15 0.04 0.04 0.04 0.04 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 10- 19 1 2 3 4 5 •0.07 •0.07 •0.07 •0.07 •0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0, 0, 0, 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 10- 24 1 2 3 4 5 •0, •0, •0. •0. •0, 04 04 04 04 04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0 0. 0, 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 20-18 0.11 0.11 0.11 0.11 0.11 •0, •0 •0 •0 •0 01 01 01 01 01 •0. •0, •0 •0 •0. 01 01 01 01 01 01 01 01 ,01 01 0 0 0 0 0 02 01 01 00 00 0.03 0.03 0.03 0.04 0.04 RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 13 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC Member Joints Shear Shear CASE 1 >======== Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z --K --K --K --K-ft K--ft --K-ft--- 24 18-11 1 -0.34 -0.06 -0.01 0.01 0.00 0.04 2 -0.34 -0.06 -0.01 0.01 -0.01 0.07 3 -0.34 -0.06 -0.01 0.01 -0.02 0.10 4 -0.34 -0.06 -0.01 0.01 -0.02 0.13 5 -0.34 -0.06 -0.01 0.01 -0.03 0.16 25 21-12 1 0.05 0.00 0.00 0.00 0.01 0.02 2 0.05 -0.01 0.00 0.00 0.00 0.02 3 0.05 -0.01 0.00 0.00 0.00 0.03 4 0.05 -0.01 0.00 0.00 0.00 0.04 5 0.05 -0.02 0.00 0.00 0.00 0.06 26 22-13 1 -0.03 0.00 0.00 0.00 0.01 0.01 2 -0.03 -0.01 0.00 0.00 0.00 0.01 3 -0.03 -0.01 0.00 0.00 0.00 0.02 4 -0.03 -0.01 0.00 0.00 0.00 0.03 5 -0.03 -0.02 0.00 0.00 -0.01 0.05 27 23-14 1 -0.03 -0.03 -0.01 0.00 0.02 -0.03 2 -0.03 -0.03 -0.01 0.00 0.01 -0.01 3 -0.03 -0.03 -0.01 0.00 0.00 0.02 4 -0.03 -0.03 -0.01 0.00 -0.01 0.06 5 -0.03 -0.04 -0.01 0.00 -0.02 0.10 28 24-15 1 0.02 0.00 -0.01 0.00 0.02 0.00 2 0.02 -0.01 -0.01 0.00 0.01 0.00 3 0.02 -0.01 -0.01 0.00 0.00 0.01 4 0.02 -0.01 -0.01 0.00 -0.01 0.02 5 0.02 -0.02 -0.01 0.00 -0.02 0.04 29 25-16 1 -0.03 0.00 -0.01 0.00 0.02 0.00 2 -0.03 0.00 -0.01 0.00 0.01 0.00 3 -0.03 0.00 -0.01 0.00 0.00 0.01 4 -0.03 -0.01 -0.01 0.00 -0.01 0.01 5 -0.03 -0.01 -0.01 0.00 -0.02 0.02 30 26-19 1 0.06 0.00 -0.01 0.00 0.02 0.01 2 0.06 0.00 -0.01 0.00 0.02 0.01 3 0.06 0.00 -0.01 0.00 0.01 0.01 4 0.06 0.00 -0.01 0.00 0.00 0.01 5 0.06 0.00 -0.01 0.00 0.00 0.01 31 19-17 1 -0.03 -0.01 -0.01 0.00 0.00 0.01 2 -0.03 -0.01 -0.01 0.00 -0.01 0.01 3 -0.03 -0.01 -0.01 0.00 -0.01 0.01 4 -0.03 -0.01 -0.01 0.00 -0.02 0.02 RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL =================< Meinber Section Forces, LC Member Joints Shear Shear I-J Sec Axial y-y z-z 1^ . 5 -0.03 -0.01 -0.01 Job : Page: 14 Date: 8/24/98 File: TMP DSAI : CASE 1 >========== Moment Torque y-y -K-ft K-ft 0.00 -0.03 Moment z-z -K-ft--- 0.02 32 20-21 1 2 3 4 5 0.03 0.03 0.03 0.03 0.03 0 0 0 0 0 01 01 01 01 01 0.03 0.03 0.03 0.03 0.03 -0.04 -0.04 -0.04 -0.04 -0.04 •0.02 •0.01 0.00 0.01 0.01 0.03 0.03 0.03 0.02 0.02 33 21-22 1 2 3 4 5 0 0. 0 0, 0 03 03 03 03 03 0 0 0 0 0 02 02 02 02 02 •0 •0. •0 •0, •0, 02 02 02 02 02 •0 •0, •0 •0, •0 02 02 02 02 02 0.01 0.00 0.00 0.00 -0.01 0.02 0.01 0.01 0.01 0.00 34 22- 23 1 2 3 4 5 0 0. 0, 0, 0. 02 02 02 02 02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 -0.01 •0.01 -0.01 -0.01 -0.01 -0 -0 -0 0 0 01 01 01 00 00 0.01 0.00 0.00 •0.01 •0.01 35 23- 24 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0, 0, 0, 0 0 00 00 00 00 00 02 01 00 01 ,01 0.01 0.00 0.00 •0.01 -0.01 36 24- 25 0 0 0 0 0 04 04 04 04 04 -0.01 -0.01 -0.01 •0.01 •0.01 0.01 0.01 0.01 0.01 0.01 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 -0.01 -0.01 -0.01 0.00 0.00 37 25-26 1 2 3 4 5 0.03 0.03 0.03 0.03 0.03 •0.01 •0.01 •0.01 •0.01 •0.01 0 0 0 0 0 04 04 04 04 04 0 0 0 0 0 00 00 00 00 00 •0.02 •0.01 0.00 0.01 0.02 0.00 0.00 0.00 0.01 0.01 38 11-12 •0.04 •0.04 •0.04 •0.04 •0.04 0.00 0.00 0.00 0.00 0.00 •0. •0. -0 -0. •0 04 04 04 04 04 0.08 0.08 0.08 0.08 0.08 0.04 0.03 0.02 0.01 0.00 •0.02 •0.02 •0.02 •0.02 •0.02 39 12-13 1 2 •0.03 •0.03 •0.01 •0.01 0.00 0.00 0.02 0.02 0.00 0.00 •0.02 •0.01 RISA-3D EXL Structural Engineers, Inc, 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 15 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC 1 : CASE 1 >= Member Joints Shear Shear Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z --K --K --K --K-ft K^ -ft --K-ft--- 3 -0.03 -0.01 0.00 0.02 0.00 -0.01 4 -0.03 -0.01 0.00 0.02 0.00 -0.01 5 -0.03 -0.01 0.00 0.02 0.00 0.00 40 13-14 1 -0.03 -0.03 -0.03 -0.03 0.00 -0.01 2 -0.03 -0.03 -0.03 -0.03 -0.01 0.00 3 -0.03 -0.03 -0.03 -0.03 -0.02 0.01 4 -0.03 -0.03 -0.03 -0.03 -0.02 0.01 5 -0.03 -0.03 -0.03 -0.03 -0.03 0.02 41 14-15 1 -0.02 -0.01 0.00 0.05 0.01 0.00 2 -0.02 -0.01 0.00 0.05 0.01 0.00 3 -0.02 -0.01 0.00 0.05 0.01 0.00 4 -0.02 -0.01 0.00 0.05 0.01 0.00 5 -0.02 -0.01 0.00 0.05 0.01 0.01 42 15-16 1 -0.04 0.01 0.02 0.01 . -0.01 0.01 2 -0.04 0.01 0.02 0.01 -0.01 0.00 3 -0.04 0.01 0.02 0.01 0.00 0.00 4 -0.04 0.01 0.02 0.01 0.01 0.00 5 -0.04 0.01 0.02 0.01 0.01 0.00 43 16-17 1 -0.03 0.00 0.00 -0.01 -0.01 0.00 2 -0.03 0.00 0.00 -0.01 -0.01 0.00 3 -0.03 0.00 0.00 -0.01 -0.01 0.00 4 -0.03 0.00 0.00 -0.01 -0.01 0.00 5 -0.03 0.00 0.00 -0.01 -0.01 0.00 44 30-31 1 0.01 0.00 0.05 0.08 -0.07 0.00 2 0.01 0.00 0.05 0.08 -0.03 0.00 3 0.01 0.00 0.05 0.08 0.01 0.00 4 0.01 0.00 0.05 0.08 0.05 0.00 5 0.01 0.00 0.05 0.08 0.09 0.00 45 31-32 1 0.00 0.00 0.00 0.05 0.03 0.00 2 0.00 0.00 0.00 0.05 0.03 0.00 3 0.00 0.00 0.00 0.05 0.03 0.00 4 0.00 0.00 0.00 0.05 0.04 0.00 5 0.00 0.00 0.00 0.05 0.04 0.00 RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 16 Date: 8/24/98 File: TMP DSAI ••< Member Deflections, LC 1 : CASE 1 >= Member -i---Translation -+ Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) — in m — in rad 1 1 0.000 0.000 0.000 0.00257 NC NC 2 0.000 -0.042 0.003 0.00257 2764.8 7589.0 3 0.000 -0.081 0.005 0.00257 1728.0 4743.1 4 0.000 -0.112 0.004 0.00257 1974.9 5420.7 5 0.000 -0.134 0.000 0.00257 NC NC 2 1 0.000 -0.134 0.000 0.00257 NC NC 2 0.000 -0.143 -0.009 0.00257 2532.6 NC 3 0.000 -0.149 -0.020 0.00257 1536.9 NC 4 -0.001 -0.163 -0.031 0.00257 828.4 NC 5 -0.001 -0.194 -0.038 0.00257 399.4 NC 3 1 -0.001 -0.194 -0.038 0.00257 NC NC 2 -0.001 -0.202 -0.039 0.00273 519.3 NC 3 -0.001 -0.210 -0.039 0.00290 247.2 NC 4 -0.001 -0.219 -0.040 0.00306 157.4 NC 5 -0.001 -0.229 -0.041 0.00322 113 .1 NC 4 1 -0.001 -0.229 -0.041 0.00322 NC NC 2 -0.001 -0.373 -0.044 0.00568 264.7 NC 3 -0.001 -0.587 -0.045 0.00813 106.2 NC 4 -0.001 -0.842 -0.044 0.01059 62.0 NC 5 -0.001 -1.108 -0.042 0.01305 43.3 NC 5 1 0.000 0.000 0.000 0.00239 NC NC 2 0.000 -0.024 -0.014 0.00239 1988.0 9935.2 3 0.000 -0.051 -0.027 0.00239 937.8 6209.5 4 0.000 -0.084 -0.035 0.00239 571.3 7096.6 5 0.000 -0.126 -0.038 0.00239 382.4 NC 6 1 0.000 -0.126 -0.038 0.00239 NC NC 2 0.000 -0.130 -0.038 0.00254 979.4 NC 3 0.000 -0.134 -0 .038 0.00269 469.9 NC 4 0.000 -0.139 -0.038 0.00284 301.3 NC 5 0.000 -0.144 -0.038 0.00299 217 .7 NC 7 i 0.000 -0.144 -0.038 0.00299 NC NC 2 0.000 -0.215 -0.038 0.00521 533.6 NC 3 0.000 -0.322 -0.040 0.00744 213; 3 NC 4 0.000 -0.455 -0.041 0.00967 122.2 NC 5 0.000 -0.603 -0.042 0.01189 82.7 8086.3 8 1 0.000 0.000 0.000 0.00245 NC NC 2 0.000 -0.011 -0.012 0.00245 NC NC 3 0.000 -0.022 -0.022 0.00245 6460.2 6442.0 4 0.000 -0.030 -0.031 0.00245 7383.1 7362.3 RISA-3D (R) Version 3.01 PXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 17 Date: 8/24/98 File: TMP DSAI ===================< Member Deflections, LC 1 Member •*• Translation + Sec X Y z X Rotate in in in rad-- CASE 1 >=================== Defls as L/n Ratios L/n (y) L/n (z) 5 0.000 -0.036 -0.037 0.00245 NC NC 9 1 0.000 -0.036 -0.037 0.00245 NC NC 2 0.000 -0.039 -0.040 0.00245 9520.9 9979.3 3 0.000 -0.040 -0.040 0.00245 6834.2 NC 4 0.000 -0.041 -0.039 0.00245 4652.7 NC 5 0.000 -0.046 -0.038 0.00245 2488.2 NC 10 1 0.000 -0.046 -0.038 0.00245 NC NC 2 0.000 -0.047 -0.038 0.00254 3407.5 NC 3 0.000 -0.048 -0.038 0.00263 1620.6 NC 4 0.000 -0.050 -0.038 0.00272 1030.3 NC 5 0.000 -0.051 -0.038 0.00281 738.6 NC 11 1 0.000 -0.051 -0.038 0.00281 NC NC 2 0.000 -0.075 -0.038 0.00414 1621.0 NC 3 0.000 -0.114 -0.040 0.00548 603.4 NC 4 0.000 -0.169 -0.041 0.00682 322.6 NC 5 0.000 -0.238 -0.042 0.00816 203.1 8284.3 12 1 0.000 0.000 0.000 0.00180 NC NC 2 0.000 -0.081 -0.003 0.00180 1262.9 7230.9 3 0.000 -0.154 -0.005 0.00180 789.3 4519.3 4 0.000 -0.212 -0.005 0.00180 902.1 5164.9 5 0.000 -0.248 0.000 0.00180 NC NC 13 1 0.000 -0.248 0.000 0.00180 NC NC 2 0.000 -0.255 0.009 0.00180 1137.6 NC 3 0.000 -0.242 0.021 0.00180 1111.5 NC 4 0.000 -0.218 0.033 0.00180 2125.4 NC 5 0.000 -0.193 0.042 0.00180 NC NC 14 1 0.000 0.000 0.000 0.00204 NC NC 2 0.000 -0.048 0.017 0.00204 2832.9 7803.7 3 0.000 -0.090 0.031 0.00204 1770.5 4877.3 4 0.000 -0.118 0.040 0.00204 2023.5 5574.1 5 0.000 -0.125 0.042 0.00204 NC NC 15 1 0.000 0.000 0.000 0.00205 NC NC 2 0.000 -0.017 0.012 0.00205 6132.4 NC 3 0.000 -0.033 0.023 0.00205 3832.8 6473.0 4 0.000 -0.046 0.032 0.00205 4380.3 7397.7 5 0.000 -0.054 O.Ci39 0.00205 NC NC 16 1 0.000 -0.054 0.039 0.00205 NC NC 2 0.000 -0.057 0.042 0.00205 5431.3 NC RISA-3D (R) Version 3.01 J!XL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 18 Date: 8/24/98 File: TMP DSAI Member =< Member Deflections, LC Translation -i-CASE 1 >= Defls as L/n Ratios Sec X y z X Rotate L/n (y) L/n (z) in m in rad 3 0.000 -0.055 0.043 0.00205 5256.9 NC 4 0.000 -0.050 0.042 0.00205 9879.4 NC 5 0.000 -0.046 0.042 0.00205 NC NC 17 1 -0.096 0.093 0.000 0.00000 NC NC 2 -0.097 0.114 -0.002 0.00000 1643 .1 NC 3 -0.097 0.135 -0.003 0.00000 821.6 NC 4 -0.097 0.156 -0.005 0.00000 547.7 6777.5 5 -0.098 0.177 -0.007 0.00000 410.8 5083.1 18 1 0.178 -0.172 0.000 0.00000 NC NC 2 0.179 -0.152 0.002 0.00000 NC NC 3 0.179 -0.132 0.003 0.00000 NC NC 4 0.179 -0.112 0.005 0.00000 NC 6775.8 5 0.180 -0.092 0.007 0.00000 NC 5081.8 19 1 -0.026 0.025 0.037 0.00000 NC 828.4 2 -0.026 0.028 0.027 0.00000 NC 1104.6 3 -0.026 0.032 0.016 0.00000 NC 1656.9 4 -0.026 0.035 0.006 0.00000 NC 3313.7 5 -0.026 0.038 -0.004 0.00000 NC NC 20 1 -0.026 0.026 -0.036 0.00000 NC NC 2 -0.026 0.026 -0.052 0.00000 NC 2168.1 3 -0.026 0.027 -0.067 0.00000 NC 1084.1 4 -0.027 0.027 -0.083 0.00000 NC 722.7 5 -0.027 0.027 -0.099 0.00000 NC 542.0 21 1 0.039 -0.038 0.039 0.00000 2749.7 999.2 2 0.039 -0.035 0.030 0.00000 3666.2 1332.3 3 0.039 -0.031 0.022 0.00000 5499.4 1998.5 4 0.039 -0.028 0.013 0.00000 NC 3997.0 5 0.039 -0.025 0.004 0.00000 NC NC 22 1 0.028 -0.027 -0.054 0.00000 NC NC -2 0.028 -0.028 -0.065 0.00000 NC NC 3 0.028 -0.029 -0.077 0.00000 NC NC 4 0.028 -0.030 -0.088 0.00000 NC NC 5 0.028 -0.031 -0.099 0.00000 NC NC 23 1 0.193 0.000 0.042 0.00106 NC 706.2 2 0.193 0.021 0.032 0.00084 3984.4 995.3 3 0.193 0.038 0.023 0.00061 2879.5 1539.8 4 0.193 0.051 0.015 0.00038 3697.6 3092.0 5 0.193 0.059 0.007 0.00015 NC NC RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 19 Date: 8/24/98 File: TMP DSAI =========< Member Deflections, LC 1 : CASE 1 >======== :s = = = = = =: = = = = Member +-Translation -+ Defls as L/n Ratios Sec X Y Z X Rotate L/n (y) L/n (z) in m in --rad 24 1 0.193 0.059 0.007 0.00015 NC NC 2 0.193 0.061 -0.002 -0.00007 1450.1 2877.6 3 0.193 0.054 -0.012 -0.00030 982.4 1340.7 4 0.194 0.035 -0.023 -0.00053 1193.6 818.5 5 0.194 -0.001 -0.038 -0.00076 NC 555.0 25 1 0.170 0.007 0.042 0.00007 NC 620.9 2 0.170 0.025 0.021 0.00003 2281.1 846.6 3 0.170 0.032 0.001 -0.00001 1551.2 1267.8 4 0.170 0.024 -0.018 -0.00006 1863.6 2472.0 5 0.170 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Job : 921 East Whittier Blvd. Page: 20 La Habra, CA 90631 Date: 8/24/98 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL File: TMP DSAI ===================< Member Deflections, LC 1 : CASE 1 >=================== Member -i- Translation -i- Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) in m in rad 5 0.046 0.000 -0,038 0.00007 NC 582.3 32 1 -0.042 0.000 0,193 -0.00366 NC NC 2 -0.042 0.003 0,188 -0.00321 NC NC 3 -0.042 0.005 0.182 -0.00277 8071.8 NC 4 -0.042 0.006 0.176 -0.00233 NC NC 5 -0.042 0,007 0.170 -0.00189 NC NC 33 1 -0.042 0.007 0.170 -0.00189 NC 566.9 2 -0.042 0.007 0.165 -0.00167 NC 759.8 3 -0.042 0.006 0.160 -0.00145 NC 1137.5 4 -0.042 0.005 0.154 -0.00123 NC 2255.0 5 -0.042 0.004 0.149 -0.00102 NC NC 34 1 -0.042 0.004 0.149 -0.00102 2816.3 NC 2 -0.042 0.003 0.144 -0.00086 3845.1 NC 3 -0.042 0.002 0.138 -0.00071 6198.7 NC 4 -0.042 0.001 0.132 -0.00056 NC NC 5 -0.042 0.000 0,125 -0.00040 NC NC 35 1 -0.042 0.000 0.125 -0.00040 NC NC 2 -0.042 -0.001 0.119 -0.00043 NC NC 3 -0.042 -0.001 0.112 -0.00046 NC NC 4 -0.042 -0.002 0.105 -0.00048 NC NC 5 -0.042 -0.003 -0.099 -0.00051 NC NC 36 1 -0.042 -0.003 0.099 -0.00051 NC NC 2 -0.042 -0.003 0.092 -0.00050 NC NC 3 -0.042 -0.003 0.086 -0.00049 NC NC 4 -0.042 -0.002 0.079 -0.00047 NC NC 5 -0.042 -0.002 0.073 -0.00046 NC NC 37 1 -0.042 -0.002 0.073 -0.00046 6760.7 447.8 2 -0.042 -0,001 0.066 -0.00051 9809.9 596,9 3 -0.042 -0.001 0.059 -0.00056 NC 907.0 4 -0.042 0,000 0.052 -0.00061 NC 1863,1 5 -0.042 0,000 0.046 -0.00066 NC NC 38 1 0.038 -0,001 0.194 0.00729 NC 503,8 2 0.038 -0,003 0.187 0.00633 NC 717,1 3 0.038 -0.004 0.181 0.00537 NC 1131.5 4 0.038 -0,005 0.175 0.00440 NC 2339,8 5 0.038 -0,006 0.170 0.00344 NC NC 39 1 0.038 -0.006 0.170 0.00344 NC NC 2 0.038 -0,006 0.165 0.00320 NC NC RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc, •921 East Whittier Blvd, La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 21 Date: 8/24/98 File: TMP DSAI =< Member Deflections, LC 1 : CASE 1 >-- Member -i---Translation -+ Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) — in m in rad 3 0,038 -0.005 0.160 0.00296 NC NC 4 0.038 -0.005 0.154 0.00272 NC NC 5 0.038 -0.004 0.149 0.00248 NC NC 40 1 0.038 -0.004 0.149 0.00248 3286.5 NC 2 0.038 -0.003 0.144 0.00284 4706.9 NC 3 0.038 -0.002 0.138 0.00319 8385.0 NC 4 0.038 -0.001 0.132 0.00355 NC NC 5 0.038 0.000 0.126 0.00390 NC NC 41 1 0.038 0.000 0.126 0.00390 NC 447.8 2 0.038 0.000 0.118 0.00329 NC 607.7 3 0.038 0.000 0.112 0.00267 NC 927.5 4 0.038 0.000 0.105 0.00206 NC 1886.8 5 0.038 0.000 0.099 0.00144 NC NC 42 1 0.038 0.000 0.099 0.00144 NC 462.0 2 0.038 0.000 0.092 0.00128 NC 613.5 3 0.038 0.000 0.086 0.00112 NC 924.2 4 0.038 0.000 0.079 0.00095 NC 1872.4 5 0.038 0.000 0.073 0.00079 NC NC 43 1 0.038 0.000 0.073 0.00079 NC NC 2 0.038 0.000 0.066 0.00087 NC NC 3 0.038 0.000 0.060 0.00095 NC NC 4 0.038 0.000 0.053 0.00103 NC NC 5 0.038 0.000 0.046 0.00111 NC NC 44 1 0.042 -0.001 1.108 0.02744 NC 71.3 2 0.042 0.000 0.984 0.02460 NC 94,7 3 0.042 0.001 0.851 0.02176 NC 145,6 4 0.042 0.000 0.721 0,01892 NC 307.3 5 0.042 0.000 0.603 0,01608 NC NC 45 1 0.042 0.000 0.603 0.01608 NC 98.6 2 0.042 0.000 0.500 0.01407 NC 137.7 3 0.042 0.000 0.404 0.01206 NC 217.3 4 0.042 0.000 0,317 0.01004 NC 460.0 5 0.042 0.000 0.238 0.00803 NC NC RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 22 Date: 8/24/98 File: TMP DSAI Member Joints !< Member Section Forces, LC 2 : CASE 2 >= Shear Shear Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z 1 1-7 1 0.16 0.03 0.00 0,00 0.00 0.00 2 0.16 0.03 0.00 0.00 0.00 -0.02 3 0.16 0.03 0.00 0.00 0.00 -0.03 4 0.16 0.03 0.00 0.00 0.00 -0,05 5 0.16 0.03 0.00 0.00 0.00 -0,07 2 7-11 1 0.04 -0.09 0.00 0.00 0.00 -0,07 2 0.04 -0.09 0.00 0.00 0.00 -0,03 3 0.04 -0.09 0.00 0.00 0.00 0.02 4 0.04 -0.09 0.00 0.00 0.00 0.06 5 0.04 -0.09 0.00 0.00 0.00 0.10 3 11-27 1 0.00 0.05 0.00 0.03 0.00 0.21 2 0.00 0.05 0.00 0.03 0.00 0.20 3 0.00 0.05 0.00 0.03 0.00 0,20 4 0.00 0.05 0.00 0.03 0.00 0,20 5 0.00 0.05 0.00 0,03 0.00 0,19 4 27-30 1 0.00 0.05 0.00 0,03 0.00 0,19 2 0,00 0.05 0.00 0.03 0.00 0.15 3 0.00 0.05 0.00 0.03 0.00 0.10 4 0,00 0.05 0.00 0.03 0.00 0.06 5 0.00 0.05 0.00 0.03 0.00 0.02 5 2-14 1 0.08 -0.01 0.00 0.00 0.00 0.00 2 0.08 -0.01 0.00 0.00 0.00 0.01 3 0,08 -0.01 0.00 0.00 0.00 0.02 4 0,08 -0,01 0,00 0.00 0.00 0,03 5 0,08 -0,01 0,00 0.00 0.00 0,04 6 14-28 1 0,00 0,09 0,00 0.00 0.00 0,28 2 0,00 0,09 0,00 0.00 0.00 0,27 3 0,00 0,09 0.00 0,00 0.00 0.27 4 0,00 0,09 0,00 0,00 0.00 0,26 5 0,00 0,09 0.00 0.00 0.00 0.25 7 - 28-31 1 0.00 0.09 0.00 0.00 0.00 0.25 2 0.00 0.09 0.00 0.00 0.00 0.18 3 0,00 0.09 0.00 0.00 0.00 0.11 4 0,00 0.09 0.00 0.00 0.00 0.04 5 0,00 0.09 0.00 0.00 0.00 -0.04 8 3-8 1 0.16 0.03 0,00 0.00 0.00 0,00 2 0.16 0.03 0,00 0.00 0.00 -0,02 3 0.16 0.03 0,00 0.00 0.00 -0,03 4 0.16 0.03 0,00 0.00 0.00 -0.05 RISA-3D EXL Structural Engineers, Inc, 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 23 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC 2 : CASE 2 >= Member Joints Shear Shear Moment Moment I -J Sec Axial y-y z-z Torcjue y-y z-z --K --K-ft K--ft --K-ft---5 0.16 0.03 0.00 0.00 0.00 -0.07 9 8-17 1 0.04 -0.09 0.00 0.00 0.00 -0.07 2 0.04 -0.09 0.00 0.00 0.00 -0.03 3 0.04 -0.09 0.00 0.00 0.00 0.02 4 0.04 -0.09 0.00 0.00 0.00 0.06 5 0.04 -0.09 0.00 0.00 0.00 0.10 10 17-29 1 0.00 0.05 0.00 -0.03 0.00 0.21 2 0.00 0.05 0.00 -0.03 0.00 0.20 3 0.00 0.05 0.00 -0.03 0.00 0.20 4 0.00 0.05 0.00 -0.03 0.00 0.20 5 0.00 0.05 0.00 -0.03 0.00 0.19 11 29-32 1 0.00 0.05 0.00 -0.03 0.00 0.19 2 0.00 0.05 0.00 -0.03 0.00 0.15 3 0.00 0.05 0.00 -0.03 0.00 0.10 4 0.00 0.05 0.00 -0.03 0.00 0.06 5 0.00 0.05 0.00 -0..03 0.00 0.02 12 4-9 1 -0.14 0.06 0.00 0.00 0.00 0.00 2 -0.14 0.06 0.00 0.00 0.00 -0.03 3 -0.14 0.06 0.00 0.00 0.00 -0.06 4 -0.14 0.06 0.00 0.00 0.00 -0.09 5 -0.14 0.06 0.00 0.00 0.00 -0.13 13 9-20 1 0.00 -0.08 0.00 0.00 0.00 -0.13 2 0.00 -0.08 0.00 0.00 0.00 -0.09 3 0,00 -0.08 0.00 0.00 0.00 -0.05 4 0,00 -0.08 0.00 0.00 0.00 -0.01 5 0.00 -0.08 0.00 0.00 0.00 0.04 14 5-23 1 -0.05 0.01 0.00 0.00 0.00 0.00 2 -0.05 0.01 0.00 0.00 0.00 -0.01 3 -0.05 0.01 0.00 0.00 0.00 -0.03 4 -0.05 0.01 0.00 0.00 0.00 -0.04 5 -0.05 0.01 0.00 0.00 0.00 -0.06 15 6-10 1 -0.14 0.06 0.00 0.00 0.00 0.00 2 -0.14 0.06 0.00 0.00 0.00 -0.03 3 -0.14 0.06 0.00 0.00 0.00 -0.06 4 -0.14 0.06 0.00 0.00 0.00 -0.09 5 -0.14 0.06 0.00 0.00 0.00 -0.13 16 10-26 1 0.00 -0.08 0.00 0.00 0.00 -0.13 2 0.00 -0.08 0.00 0.00 0.00 -0.09 RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 24 Date: 8/24/98 File: TMP DSAI Member Joints Member Sec :tion Fore Shear :es, LC Shear 2 : CASE 2 Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z 3 0.00 -0.08 0,00 0.00 0.00 -0.05 4 0.00 -0.08 0.00 0.00 0.00 -0.01 5 0.00 -0.08 0.00 0.00 0.00 0.04 17 7-18 1 0.17 0.00 0.00 0.00 0.00 0.00 2 0.17 0.00 0.00 0.00 0.00 0.00 3 0.17 0.00 0.00 0.00 0.00 0.00 4 0.17 0.00 0,00 0.00 0.00 0.00 5 0.17 0.00 0,00 0.00 0.00 0.00 18 9-18 1 -0.20 0.00 0.00 0.00 0.00 0.00 2 -0.20 0.00 0.00 0.00 0.00 0.00 3 -0.20 0.00 0.00 0.00 0.00 0.00 4 -0.20 0.00 0.00 0.00 0.00 0.00 5 -0.20 0.00 0.00 0.00 0.00 0.00 19 8-19 1 0.17 0.00 0,00 0.00 0.00 0.00 2 0.17 0.00 0.00 0.00 0.00 0.00 3 0.17 0.00 0.00 0,00 0.00 0.00 4 0.17 0.00 0.00 0,00 0.00 0.00 5 0.17 0.00 0.00 0,00 0.00 0.00 20 8-15 1 0.00 0.00 0,00 0,00 0.00 0.00 2 0.00 0.00 0.00 0,00 0.00 0,00 3 0.00 0.00 0.00 0,00 0.00 0,00 4 0.00 0.00 0.00 0,00 0.00 0,00 5 0.00 0.00 0.00 0,00 0.00 0,00 21 10-19 1 -0.20 0.00 0.00 0,00 0.00 0,00 2 -0.20 0.00 0.00 0.00 0.00 0,00 3 -0.20 0.00 0,00 0.00 0.00 0.00 4 -0.20 0.00 0,00 0.00 0.00 0.00 5 -0.20 0.00 0.00 0,00 0.00 0.00 22 10-24 1 0.00 0.00 0.00 0,00 0.00 0.00 2 0.00 0.00 0,00 0,00 0.00 0.00 3 0.00 0.00 0,00 0,00 0.00 0.00 4 0.00 0.00 0,00 0.00 0,00 0.00 5 0.00 0.00 0,00 0.00 0,00 0.00 23 20-18 1 0.12 0.00 0,01 0.00 -0.02 0.02 2 0.12 0.00 0,01 0.00 -0.02 0.02 3 0.12 0.00 0.01 0.00 -0.01 0.02 4 0.12 0.00 0.01 0.00 0.00 0.02 5 0.12 0.00 0.01 0.00 0.00 0.02 RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 25 Date: 8/24/98 File: TMP DSAI ==«==========< Member Section Forces, LC 2 Member Joints Shear Shear Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z --K-ft--- 24 18-11 1 -0.15 -0.02 0.01 0,00 0.00 0.02 2 -0.15 -0.03 0.01 0,00 0.01 0.03 3 -0.15 -0.03 0.01 0.00 0.01 0.05 4 -0.15 -0.03 0.01 0.00 0.02 0.06 5 -0.15 -0.03 0.01 0.00 0.03 0.08 25 21-12 1 -0.02 0.00 0.01 0.00 -0.02 0.01 2 -0.02 0.00 0.01 0.00 -0.01 0.01 3 -0.02 -0.01 0,01 0.00 0.00 0.02 4 -0.02 -0.01 0.01 0.00 0.01 0.03 5 -0.02 -0.01 0,01 0.00 0.02 0.04 26 22-13 1 0.00 -0.01 0,01 0.00 -0.01 0.00 2 0.00 -0.01 0,01 0.00 -0.01 0.01 3 0.00 -0.01 0,01 0.00 0.00 0,02 4 0.00 -0.02 0,01 0.00 0.01 0,03 5 0.00 -0.02 0.01 0.00 0.02 0.05 27 23-14 1 -0.05 -0.04 0.00 0.00 0.00 -0.05 2 -0.05 -0.04 0.00 0.00 0.00 -0.01 3 -0.05 -0.04 0,00 0.00 0.00 0.03 4 -0.05 -0.05 0,00 0.00 0.00 0.08 5 -0.05 -0.05 0,00 0.00 0.00 0.13 28 24-15 1 0.00 -0.01 -0,01 0.00 0.01 0.00 2 0.00 -0.01 -0,01 0.00 0.01 0.01 3 0.00 -0.01 -0,01 0,00 0.00 0.02 4 0.00 -0.02 -0.01 0,00 -0.01 0.03 5 0.00 -0.02 -0.01 0,00 -0.01 0.05 29 25-16 1 -0.02 0.00 -0.01 0,00 0.02 0.01 2 -0.02 0.00 -0,01 0.00 0.01 0.01 3 -0.02 -0.01 -0.01 0.00 0.00 0,02 4 -0.02 -0.01 -0.01 0.00 -0.01 0,03 5 -0.02 -0.01 -0.01 0.00 -0.02 0,04 30 26-19 1 0.12 0.00 -0.01 0.00 0.02 0,02 2 0.12 0.00 -0.01 0.00 0.02 0,02 3 0.12 0,00 -0.01 0.00 04 01 0,02 4 0.12 0.00 -0.01 0.00 0.00 0,02 5 0.12 0.00 -0.01 0.00 0.00 0,02 31 19-17 1 -0.15 -0.02 -0.01 0.00 0.00 0,02 2 -0.15 -0.03 -0.01 0.00 -0,01 0.03 3 -0.15 -0.03 -0.01 0.00 -0.01 0,05 4 -0.15 -0.03 -0,01 0.00 -0.02 0,06 RISA-3D EXL Structural Engineers, Inc, 921 East: Whittier Blvd, La Habra, CA 90631 (R) Version 3,01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 26 Date: 8/24/98 File: TMP DSAI =s================< Member Section Forces, LC 2 : CASE 2 >================== Member Joints Shear Shear Moment Moment I-J Sec Axial y-y z-z Torque y-y z-z _ K K K K-ft K-ft K-ft--- 5 -0,15 -0,03 -0.01 0.00 -0.03 0.08 32 20-21 1 2 3 4 5 0 0 0 0 0 01 01 01 01 01 0 0 0 0 0 00 00 00 00 00 •0 •0 •0 •0 •0 04 04 04 04 04 •0 •0 •0 •0 •0 02 02 02 02 02 0, 0, 0 -0 -0 02 01 00 01 02 0.00 0.00 0.00 0.00 0.00 33 21-22 1 2 3 4 5 0 0 0 0 0 02 02 02 02 02 0 0 0 0 0 00 00 00 00 00 •0 •0 •0 •0 •0 02 02 02 02 02 •0 •0 •0 •0 •0 01 01 01 01 01 0.00 0.00 •0.01 •0.01 •0.01 0 0 0 0 0 00 00 00 00 00 34 22-23 0 0 0 0 0 03 03 03 03 03 0. 0. 0 0, 0, 00 00 00 00 00 •0 •0 •0 •0 •0 02 02 02 02 02 •0 •0 •0 •0 01 01 01 01 •0.01 0 0 •0 •0 •0 00 00 01 02 02 0.00 0,00 0,00 0,00 0,00 35 23-24 1 2 3 4 5 0, 0, 0. 0, 0, 03 03 03 03 03 0 0 0 0, 0, 00 00 00 00 00 0 0 0 0 0 02 02 02 02 02 0 0 0 0. 0, 01 01 01 01 01 02 02 01 00 00 0 0 0 0 0 00 00 00 00 00 36 24-25 0 0 0 0 0 02 02 02 02 02 0,00 0,00 0,00 0,00 0,00 0, 0. 0, 0, 0, 02 02 02 02 02 0,01 0,01 0,01 0,01 0,01 •0 •0 •0 0 0 01 01 01 00 00 0,00 0.00 0.00 0.00 0.00 37 25-26 1 2 3 4 5 0,01 0,01 0,01 0,01 0,01 0,00 0,00 0,00 0,00 0,00 0,04 0,04 0.04 0.04 0.04 0.02 0,02 0,02 0,02 0.02 •0.02 •0.01 0.00 0,01 0,02 0 0 0 0 0 00 00 00 00 00 38 11- 12 •0.01 •0.01 •0.01 •0.01 •0.01 0, 0, 0. 0, 0 01 01 01 01 01 0 0 0 0 0 00 00 00 00 00 0. 0. 0, 0, 0 03 03 03 03 03 •0.01 •0.01 •0.01 •0.01 •0.01 0.01 0.00 0.00 0.00 •0.01 39 12-13 1 2 •0.02 •0.02 0,00 0,00 •0,02 •0.02 •0.01 •0.01 0.01 0.00 •0.01 •0.01 RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 27 Date: 8/24/98 File: TMP DSAI Member Joints I-J !=< Member Section Forces, LC Shear Shear Sec Axial y-y z-z . 3 -0.02 0.00 -0.02 4 -0.02 0,00 -0.02 5 -0.02 0.00 -0.02 : CASE 2 >================== Moment Moment Torque y-y z-z -K-ft K-ft K-ft--- -0.01 0.00 -0,01 -0,01 -0.01 -0,01 -0,01 -0.01 -0.01 40 13^ 14 1 2 3 4 5 •0 •0 •0 •0 •0 03 03 03 03 03 •0 •0 •0 •0 •0 02 02 02 02 02 •0 •0 •0 •0 •0 02 02 02 02 02 -0.06 -0.06 -0.06 -0.06 -0.06 0.00 -0.01 -0.01 -0.02 -0.02 •0,01 0,00 0,00 0,01 0.01 41 14- 15 •0 •0 •0 •0 •0 03 03 03 03 03 0, 0. 0. 0. 0. 02 02 02 02 02 0.02 0.02 0.02 0.02 0.02 0, 0, 0. 0, 0 06 06 06 06 06 •0.02 •0.02 •0.01 •0.01 0.00 0.01 0,01 0,00 0,00 •0.01 42 15-16 •0 •0 •0 •0 •0 02 02 02 02 02 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 02 02 02 02 02 0, 0 0 0, 0 01 01 01 01 01 •0.01 •0.01 0.00 0.00 0,01 0,00 •0,01 •0,01 •0,01 •0,01 43 16-17 •0, •0. •0. •0. •0, 01 01 01 01 01 •0, •0, •0, •0. •0, 01 01 01 01 01 0 0 0 0 0 00 00 00 00 00 •0, •0, •0 •0, •0 03 03 03 03 03 •0 •0 •0 •0 •0 01 01 01 01 01 •0 0 0 0 0, 01 00 00 00 00 44 30-31 0,00 0.00 0.00 0.00 0 ,00 0.00 0.00 0.00 0.00 0.00 •0.05 •0.05 •0.05 •0.05 •0 ,05 02 02 02 02 02 0 •0 •0 •0 03 01 05 09 •0.13 0,00 0.00 0.00 0.00 0.00 45 31- 32 0 0 0 0 0 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0.05 0.05 0.05 0.05 0.05 0,02 0,02 0,02 0.02 0.02 •0 •0 •0 •0 13 09 05 01 0.03 0.00 0,00 0,00 0,00 0,00 RISA-3D (R) Version 3,01 EXL Structural Engineers, Inc. §21 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 28 Date: 8/24/98 File: TMP DSAI Member +- Sec =======< Member Deflections, LC 2 Translation + X Y z X Rotate rad-- CASE 2 >=================== Defls as L/n Ratios L/n (y) L/n (z) •in-•m-•in- 1 1 0.000 0.000 0,000 -0,00082 NC NC 2 0.000 -0.030 0.000 -0.00082 3963.9 NC 3 0.000 -0.057 0.000 -0.00082 2477.5 NC 4 0.000 -0.079 0.000 -0.00082 2831.4 NC 5 0.000 -0.095 0.000 -0.00082 NC NC 2 1 0.000 -0.095 0.000 -0.00082 NC NC 2 0.000 -0.101 0.000 -0.00082 3570.9 NC 3 0.000 -0.104 0.000 -0.00082 2434.1 NC 4 0.000 -0.110 0.000 -0.00082 1546.2 NC 5 0.000 -0.124 -0.001 -0.00082 805.1 NC 3 1 0.000 -0.124 -0.001 -0.00082 NC NC 2 0.000 -0.128 -0.001 -0.00089 1094.4 NC 3 0.000 -0.132 -0.001 -0.00097 520.7 NC 4 0.000 -0.136 -0.001 -0.00105 331.4 NC 5 0.000 -0.141 -0,001 -0.00112 237.9 NC 4 1 0.000 -0.141 -0,001 -0.00112 NC NC 2 0,000 -0.211 -0,001 -0.00228 546.2 NC 3 0,000 -0.318 -0,001 -0.00343 214.4 NC 4 0,000 -0.453 -0,001 -0.00458 121.8 NC 5 0.000 -0,604 0.000 -0.00574 82.2 NC 5 1 0.000 0,000 0.000 0.00001 NC NC 2 0.000 -0,022 0.000 0,00001 2140.3 NC 3 0.000 -0.050 0.000 0,00001 958,1 NC 4 0.000 -0.088 -0.001 0,00001 543,8 NC 5 0.000 -0.142 -0.001 0.00001 337,6 NC 6 1 0.000 -0.142 -0.001 0.00001 NC NC 2 0.000 -0.148 -0.001 0.00001 719,2 NC 3 0 ,000 -0.154 -0.001 0.00001 344,2 NC 4 0,000 -0,160 -0.001 0.00001 220,2 NC 5 0,000 -0.167 -0.001 0.00001 158,9 NC 7 1 0.000 -0.167 -0,001 0.00001 NC NC 2 0.000 -0.265 -0.001 0.00001 386.8 NC 3 0.000 -0,410 0.000 0,00001 156'. 5 NC 4 0.000 -0.583 0.000 0,00001 91.5 NC 5 0.000 -0.765 0.000 0.00001 63.6 NC 8 1 0.000 0.000 0.000 0.00083 NC NC 2 0.000 -0.030 -0,001 0.00083 3984.7 NC 3 0.000 -0.057 -0,001 0.00083 2490.4 NC 4 0.000 -0,079 -0,002 0.00083 2846.2 NC RISA-3D (R) Version 3,01 EXL Structural Engineers, Inc, '921 East: Whittier Blvd, La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 29 Date: 8/24/98 File: TMP DSAI Member +• Sec X -in 0,000 < Member Deflections, LC Translation -i- Y ? in m -0,094 -0,002 2 : CASE 2 >=================== Defls as L/n Ratios X Rotate L/n (y) L/n (z) rad 0.00083 NC NC 1 2 3 4 5 0.000 0.000 0.000 0.000 0.000 •0.094 •0.101 •0.104 •0.109 •0.124 •0.002 •0.002 -0.002 -0.001 •0,001 0 0 0 0 0 00083 00083 00083 00083 00083 NC 3590,2 2443.7 1548.6 805.3 NC NC NC NC NC 10 1 2 3 4 5 000 000 000 000 000 •0 •0 •0 •0 •0 124 127 131 136 140 •0 •0 0 0 0 001 001 000 000 000 0.00083 0.00091 0.00099 0.00106 0.00114 NC 1093.8 520.5 331.2 237.8 9447.3 NC NC NC NC 11 1 2 3 4 5 0, 0, 0 0 0 000 000 000 000 000 •0.140 •0.210 •0.318 •0.453 •0.603 0.000 0,000 ,000 ,000 ,000 0 0 0, 0, 0. 0 0, 0, 00114 00229 00345 00460 00575 NC 546,1 214.3 121.8 82.2 NC NC NC NC NC 12 0 0, 0, 0 0, 000 000 000 000 000 0, •0, •0, •0, •0. 000 049 093 129 151 0.000 0.000 0.000 0,000 0.000 •0. •0, •0. •0. •0. 00048 00048 00048 00048 00048 NC 2160.7 1350.4 1543.4 NC NC NC NC NC NC 13 0 0 0 0 0 000 000 000 000 000 •0 •0 •0 •0 •0 151 157 150 138 124 0.000 0,000 0,000 000 000 0 0 •0 •0 -0 00048 00048 0,00048 0,00048 00048 NC 1928,5 1874,5 3550,4 NC NC NC NC NC NC 14 1 2 3 4 5 0 0 0 0 0 000 000 000 000 000 0,000 •0,056 •0.103 •0.135 •0.142 0.000 0.000 000 ,000 ,000 0. 0, 0 0. 0. 0. 0 0, 00001 00001 00001 00001 00001 NC 2388.2 1492.6 1705.8 NC NC NC NC NC NC 15 0 0 0 0 0 000 000 000 000 000 0, •0. •0. •0 •0 000 049 093 128 150 0. 0, 0. 0 0 000 000 000 000 000 0.00049 0.00049 0.00049 0.00049 0.00049 NC 2166.9 1354.3 1547.8 NC NC NC NC NC NC 16 1 2 0.000 0.000 •0.150 •0.156 0.000 0.000 0.00049 0.00049 NC 1934.0 NC NC RISA-3D (R) Version 3.01 E^L Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 30 Date: 8/24/98 File: TMP DSAI :< Member Deflections, LC 2 : CASE 2 >============:====:=== + Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) — in m in rad •-3 0.000 -0.150 0.000 0,00049 1879,9 NC 4 0.000 -0.137 0.000 0,00049 3560.6 NC 5 0.000 -0.124 0.000 0,00049 NC NC 17 1 -0.068 0.066 0.000 0.00000 NC NC 2 -0.068 0.076 0.001 0.00000 NC NC 3 -0.068 0.086 0.001 0.00000 NC NC 4 -0.069 0.097 0.002 0.00000 NC NC 5 -0.069 0.107 0.002 0.00000 NC NC 18 1 0.108 -0.105 0.000 0.00000 878.0 NC 2 0.109 -0.095 -0.001 0.00000 1170.6 NC 3 0.109 -0.085 -0.001 0.00000 1756.0 NC 4 0.109 -0.075 -0.002 0.00000 3511.9 NC 5 0.109 -0.065 -0.002 0,00000 NC NC 19 1 -0.068 0.065 0.002 0,00000 NC NC 2 -0.068 0.076 0.001 0,00000 NC NC 3 -0.068 0.086 0.000 0,00000 NC NC 4 -0.068 0.096 -0.001 0,00000 NC NC 5 -0.068 0.107 -0.002 0,00000 NC NC 20 1 -0.002 0.001 -0.094 0,00000 NC NC 2 -0.002 0.001 -0.105 0,00000 NC NC 3 -0.002 0.000 -0.116 0,00000 NC NC 4 -0.002 0.000 -0.127 0,00000 NC NC 5 -0.002 -0.001 -0.139 0,00000 NC NC 21 1 0.108 -0.104 0.000 0,00000 NC NC 2 0.108 -0.095 0.001 0,00000 NC NC 3 0.108 -0.085 0.001 0,00000 NC NC 4 0.109 -0.075 0.001 0,00000 NC NC 5 0 .109 -0.065 0.002 0.00000 NC NC 22 1 0.000 0.000 -0.150 0.00000 NC NC 2 0.000 0.000 -0.147 0.00000 NC NC 3 0.000 0.000 -0.144 0.00000 NC NC 4 0.000 0.000 -0.142 0.00000 NC NC 5 0.000 0.000 -0.139 0.00000 Nc NC 23 1 0.124 0.000 0.000 0.00000 NC NC 2 0.124 0.011 0.002 -0.00001 6746.9 NC 3 0.124 0.020 0.001 -0.00002 5034.8 NC 4 0.124 0.026 0.000 -0.00003 6657.4 NC 5 0.124 0.029 -0.002 -0.00005 NC NC RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 31 Date: 8/24/98 File: TMP DSAI =< Member Deflections, LC 2 : CASE 2 >= Member -i- - -Translation -+ Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) — in m in rad 24 1 0.124 0.029 -0.002 -0.00005 NC NC 2 0.124 0.030 -0.004 -0.00006 3094,8 NC 3 0.124 0.026 -0.005 -0.00007 2104,1 6995.1 4 0.124 0.017 -0.004 -0.00008 2562,3 8166.2 5 0.124 0.000 -0.001 -0.00010 NC NC 25 1 0.132 0.000 0.000 0.00001 NC NC 2 0.132 0.012 0.003 -0.00001 4011.1 NC 3 0.132 0.018 0.000 -0.00004 2692.2 NC 4 0.132 0.014 -0.003 -0.00007 3166.2 NC 5 0.132 -0.002 -0.001 -0.00010 NC NC 26 1 0.139 0.000 0,000 -0,00002 NC NC 2 0.139 0.011 0,001 0,00002 4313.0 NC 3 0.139 0.019 -0,001 0,00005 2572.1 NC 4 0.139 0.017 -70.002 0.00009 2783.3 NC 5 0.139 -0.002 -0.001 0.00012 NC NC 27 1 0.142 0.000 0.000 0.00000 NC NC 2 0.142 0.016 0.000 0.00000 3073.1 NC 3 0.142 0.035 0.000 0.00000 1392.4 NC 4 0.142 0.037 0.000 0.00000 1316.0 NC 5 0.142 0.000 -0.001 0,00000 NC NC 28 1 0.139 0.000 0.000 0,00002 NC NC 2 0.139 0.011 -0.002 -0,00002 4314,5 NC 3 0.139 0.019 0.000 -0,00005 2572,2 NC 4 0.139 0,017 0.001 -0.00009 2782,8 NC 5 0.139 -0.002 -0.001 -0.00013 NC NC 29 1 0.132 0.000 0.000 -0.00001 NC NC 2 0.132 0.012 -0.003 0,00001 4011,0 NC 3 0.132 0.018 -0.001 0,00004 2692,4 NC 4 0.132 0.014 0.002 0.00006 3166.7 NC 5 0.132 -0.002 -0.001 0,00009 NC NC 30 1 0.124 0,000 0,000 -0,00001 NC NC 2 0.124 0,011 -0,002 0,00000 6764.0 NC 3 0.124 0,020 -0,002 0,00002 50454 8 9986,3 4 0.124 0.026 0.000 0,00004 6669.6 NC 5 0.123 0.029 0.002 0.00005 NC NC 31 1 0.123 0.029 0.002 0,00005 NC NC 2 0.124 0.030 0.003 0.00007 3092.6 NC 3 0.124 0.026 0.004 0.00009 2102.5 7025,8 4 0.124 0,017 0.003 0.00010 2560.2 8202.8 RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 9'21 East: Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 32 Date: 8/24/98 File: TMP DSAI Member -i-- Sec =======< Member Deflections, LC Translation -f X Y z •in in in X Rotate —rad-- CASE 2 >=================== Defls as L/n Ratios L/n (y) L/n (z) 5 0.124 0.000 -0,001 0.00012 NC NC 32 1 0.000 0.000 0.124 -0.00195 NC NC 2 0.000 0.000 0.126 -0.00176 NC 6885.0 3 0.000 0.000 0.128 -0.00156 NC 3117.7 4 0.000 0.000 0.130 -0.00136 NC 1988.9 5 0.000 0,000 0.132 -0.00117 NC 1497.6 33 1 0.000 0,000 0.132 -0.00117 NC NC 2 0.000 0,000 0.134 -0.00110 NC NC 3 0.000 0.000 0.136 -0.00104 NC NC 4 0.000 0.000 0.137 -0.00097 NC NC 5 0.000 0.000 0.139 -0.00091 NC NC 34 1 0.000 0.000 0.139 -0.00091 NC NC 2 0.000 0.000 0,140 -0.00084 NC NC 3 0.000 0.000 0,141 -0.00077 NC NC 4 0.000 0.000 0,142 -0.00069 NC NC 5 0.000 0.000 0.142 -0.00062 NC NC 35 1 0.000 0.000 0.142 -0.00062 NC NC 2 0.000 0.000 0.142 -0.00069 NC NC 3 0.000 0.000 0.141 -0.00077 NC NC 4 0.000 0.000 0.140 -0.00084 NC NC 5 0.000 0,000 0.139 -0.00091 NC NC 36 1 0.000 0,000 0.139 -0.00091 NC NC 2 0.000 0,001 0.137 -0.00097 NC NC 3 0.000 0,001 0.136 -0.00104 NC NC 4 0.000 0,000 0.134 -0.00110 NC NC 5 0.000 0.000 0.132 -0.00116 NC NC 37 1 0.000 0.000 0.132 -0.00116 NC 1465.1 2 0.000 0.000 0.130 -0.00136 NC 1945.7 3 0.000 0.000 0.128 -0.00156 NC 3046.1 4 0.000 0.000 0.126 -0.00175 NC 6706.5 "5 0.000 0,000 0.124 -0.00195 NC NC 38 1 0.001 0.000 0.124 0.00346 NC NC 2 0.001 -0.001 0.127 0.00309 NC NC 3 0.001 -0,001 0.129 0.00272 NC NC 4 0.001 -0,002 0.131 0.00235 NC NC 5 0.001 -0.002 0.132 0.00198 NC NC 39 1 0.001 -0.002 0.132 0.00198 NC NC 2 0.001 -0,002 0.134 0.00207 NC NC RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 33 Date: 8/24/98 File: TMP DSAI Member -i---Translation -- jctions, LC + 2 : CASE Defls as L/n Ratios Sec X Y Z X Rotate L/n (y) L/n (z) 3 0.001 -0.002 0.136 0.00217 NC NC 4 0.001 -0.002 0.137 0.00227 NC NC 5 0.001 -0.002 0.139 0.00237 NC NC 40 1 0.001 -0.002 0.139 0.00237 7727.0 NC 2 0.001 -0.001 0.140 0.00310 NC NC 3 0.001 -0.001 0.141 0.00383 NC NC 4 0.001 0.000 0.142 0.00456 NC NC 5 0.001 0.000 0.142 0.00530 NC NC 41 1 0.001 0.000 0.142 0.00530 NC NC 2 0.001 0.000 0.142 0.00456 NC NC 3 0.001 -0.001 0.141 0.00383 NC NC 4 0.001 -0.001 0.140 0.00310 NC NC 5 0.001 -0.002 0.139 0.00237 8042.9 NC 42 1 0.001 -0.002 0.139 0.00237 NC NC 2 0.001 -0.002 0.137 0.00227 NC NC 3 0.001 -0.002 0.135 0.00217 NC NC 4 0.001 -0.002 0.134 0.00208 NC NC 5 0.001 -0.002 0.132 0.00198 NC NC 43 1 0.001 -0.002 0.132 0,00198 NC NC 2 0.001 -0.002 0.130 0,00235 NC NC 3 0.001 -0.001 0.128 0,00272 NC NC 4 0.001 -0.001 0.126 0,00309 NC NC 5 0.001 0.000 0.124 0,00346 NC NC 44 1 0.000 0.000 0.604 0.01626 NC NC 2 0.000 0.000 0.658 0.01693 NC 2568,9 3 0.000 0.000 0.710 0.01760 NC 1392,8 4 0.000 0.000 0.749 0.01828 NC 1454,2 5 0.000 0.000 0.765 0.01895 NC NC 45 1 0.000 0.000 0.765 0.01895 NC NC 2 0.000 0.000 0.749 0,01828 NC 1454,1 3 0.000 0.000 0.710 0,01760 NC 1392,7 4 0.000 0.000 0.658 0,01693 NC 2568,4 5 0.000 0.000 0.603 0.01626 NC NC RISA-3D EXL Structural Engineers, Inc, 921 East Whittier Blvd, La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 34 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC Member Joints Shear Shear Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z --K --K --K --K-ft K--ft --K-ft 1 1-7 1 0.07 0.01 0.02 0.00 0,00 0,00 2 0.07 0.01 0.02 0.00 0,01 -0,01 3 0.07 0.01 0.02 0.00 0.02 -0,01 4 0.07 0.01 0.02 0.00 0.03 -0,02 5 0.07 0.01 0.02 0.00 0.04 -0.03 2 7-11 1 0.03 -0.03 -0.04 0.00 0.04 -0.03 2 0.03 -0.03 -0.04 0.00 0.02 -0.01 3 0.03 -0.03 -0.04 0.00 -0.01 0.00 4 0.03 -0.03 -0.04 0.00 -0.03 0.02 5 0.03 -0.03 -0.04 0.00 -0.05 0.04 3 11-27 1 0.00 0.00 0.00 0.04 -0.01 0.07 2 0.00 0.00 0.00 0.04 -0.01 0.07 3 0.00 0.00 0.00 0.04 -0.01 0.07 4 0.00 0.00 0.00 0.04 -0.01 0.07 5 0.00 0.00 0.00 0.04 -0.01 0.07 4 27-30 1 0.00 0.00 0.00 0.04 -0.01 0.07 2 0.00 0.00 0.00 0.04 -0.01 0.06 3 0.00 0.00 0.00 0.04 -0.01 0.06 4 0.00 0.00 0.00 0.04 0,00 0.06 5 0.00 0.00 0.00 0.04 0,00 0.05 5 2-14 1 0.08 -0.01 0.00 0.00 0,00 0.00 2 0.08 -0.01 0.00 0.00 0.00 0.01 3 0.08 -0.01 0.00 0.00 -0.01 0.01 4 0.08 -0.01 0.00 0.00 -0.01 0.02 5 0.08 -0.01 0.00 0.00 -0.01 0.02 6 14-28 1 0.00 0.05 0.00 0.06 0.01 0.19 2 0,00 0.05 0.00 0,06 0.01 0.19 3 0,00 0.05 0.00 0,06 0.01 0.19 4 0,00 0.05 0.00 0,06 0.01 0,18 5 0,00 0.05 0.00 0,06 0,01 0,18 7 28-31 1 0.00 0.05 0.00 0,06 0,01 0,18 2 0.00 0.05 0.00 0,06 0,00 0,14 3 0,00 0.05 0.00 0.06 0.00 0.10 4 0.00 0.05 0.00 0.06 0,00 0.06 5 0.00 0.05 0.00 0,06 0,00 0.02 8 3-8 1 0.24 0.05 -0.01 0,00 0,00 0.00 2 0.24 0.05 -0.01 0,00 -0,01 -0.02 3 0.24 0.05 -0.01 0,00 -0,01 -0.05 4 0.24 0.05 -0,01 0,00 -0,02 -0.07 RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 35 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC Member Joints Shear Shear CASE 3 >= Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z --K --K --K --K-ft K--ft --K-ft--- 5 0,24 0.05 -0,01 0.00 -0.02 -0.10 9 8-17 1 0,08 -0.15 0,02 0.00 -0.02 -0,10 2 0,08 -0.15 0,02 0,00 -0.01 -0,02 3 0,08 -0,15 0,02 0,00 -0.01 0,05 4 0.08 -0,15 0.02 0,00 0.00 0.13 5 0.08 -0,15 0.02 0,00 0.01 0.20 10 17-29 1 0.00 0,15 0.00 0,07 0.00 0,44 2 0.00 0,15 0.00 0,07 0.00 0,43 3 0.00 0.15 0.00 0,07 0.00 0,42 4 0.00 0.15 0.00 0,07 0.00 0,40 5 0.00 0.15 0.00 0,07 0.00 0,39 11 29-32 1 0.00 0.15 0.00 0,07 0.00 0.39 2 0.00 0.15 0.00 0.07 0.00 0.27 3 0.00 0.15 0.00 0,07 0.00 0.16 4 0,00 0.15 0.00 0,07 0.00 0.04 5 0,00 0.15 0,00 0,07 0.00 -0.08 12 4-9 1 -0.06 0,02 -0,02 0.00 0.00 0.00 2 -0.06 0,02 -0,02 0.00 -0.01 -0.01 3 -0.06 0.02 -0,02 0,00 -0.02 -0.02 4 -0.06 0,02 -0,02 0,00 -0.03 -0.03 5 -0.06 0.02 -0,02 0.00 -0.04 -0.04 13 9-20 1 -0.01 -0.03 0,04 0.00 -0.04 -0.04 2 -0.01 -0.03 0,04 0.00 -0.02 -0.03 3 -0,01 -0.03 0,04 0.00 0.00 -0.02 4 -0.01 -0.03 0,04 0.00 0.02 0.00 5 -0.01 -0.03 0,04 0.00 0,04 0.01 14 5-23 1 -0.04 0.01 0,00 0.00 0,00 0.00 2 -0.04 0.01 0.00 0.00 0,00 -0.01 3 -0.04 0.01 0.00 0.00 0,01 -0.02 4 -0.04 0.01 0.00 0.00 ,0.01 -0.04 5 -0.04 0.01 0,00 0.00 0.02 -0.05 15 6-10 1 -0.23 0.11 0,01 0.00 0.00 0.00 2 -0.23 0.11 0,01 0.00 0,01 -0.05 3 -0.23 0,11 0.01 0.00 0,01 -0.11 4 -0.23 0,11 0.01 0.00 0.02 -0,16 5 -0.23 0,11 0.01 0.00 0.03 -0,22 16 10-26 1 -0.02 -0,14 -0.02 0.00 0.03 -0,22 2 -0.02 -0,14 -0.02 0.00 0.02 -0,15 RISA-3D (R) Version 3,01 EXL Structural Engineers, Inc, 921 East Whittier Blvd, La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 36 Date: 8/24/98 File: TMP DSAI Member Joints ••< Member Section Forces, LC 3 : CASE 3 >= Shear Shear Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z --K --K-ft K-•ft 3 -0,02 -0.14 -0.02 0.00 0.01 -0.08 4 -0,02 -0.14 -0.02 0.00 0.00 -0.01 5 -0,02 -0.14 -0.02 0.00 -0.01 0.06 17 7-18 1 0,06 0.00 0.00 0.00 0.00 0.00 2 0,06 0.00 0.00 0.00 0.00 0.00 3 0.06 0.00 0.00 0.00 0.00 0.00 4 0,06 0.00 0.00 0.00 0.00 0.00 5 0,06 0.00 0.00 0.00 0.00 0.00 18 9-18 1 -0,07 0.00 0.00 0.00 0.00 0.00 2 -0,07 0.00 0.00 0.00 0.00 0.00 3 -0,07 0.00 0.00 0.00 0.00 0.00 4 -0,07 0.00 0.00 0.00 0.00 0.00 5 -0.07 0.00 0.00 0.00 0.00 0.00 19 8-19 1 0.28 0.00 0.00 0.00 0.00 0.00 2 0,28 0.00 0.00 0.00 0.00 0.00 3 0,28 0.00 0.00 0.00 0.00 0.00 4 0.28 0.00 0.00 0.00 0.00 0.00 5 0.28 0.00 0.00 0.00 0.00 0.00 20 8-15 1 -0,04 0.00 0.00 0.00 0.00 0,00 2 -0.04 0.00 0.00 0.00 0.00 0,00 3 -0.04 0.00 0.00 0.00 0.00 0.00 4 -0.04 0.00 0.00 0.00 0.00 0,00 5 -0.04 0.00 0.00 0.00 0.00 0,00 21 10-19 1 -0.34 0.00 0.00 0.00 0.00 0,00 2 -0.34 0.00 0.00 0.00 0.00 0,00 3 -0.34 0.00 0.00 0.00 0.00 0.00 4 -0.34 0.00 0.00 0.00 0.00 0,00 5 -0.34 0.00 0.00 0.00 0.00 0.00 22 10-24 1 0.04 0.00 0.00 0.00 0.00 0.00 2 0.04 0.00 0.00 0.00 0.00 0.00 3 0.04 0.00 0.00 0.00 0.00 0.00 4 0.04 0.00 0.00 0.00 0.00 0.00 5 0.04 0.00 0.00 0.00 04 00 0.00 23 20-18 1 0.06 0.00 0.01 -0.01 -0.02 0.01 2 0.06 0.00 0.01 -0.01 -0.02 0.01 3 0.06 0.00 0.01 -0.01 -0.01 0.01 4 0.06 0.00 0.01 -0.01 0.00 0.01 5 0.06 0.00 0.01 -0.01 0.00 0.01 RISA-3D EXL Structural Engineers, Inc. ^21 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 37 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC 3 : CASE 3 >= Member Joints Shear Shear Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z -ft 24 18-11 1 -0.03 -0,01 0,01 -0.01 0.00 0.01 2 -0.03 -0.01 0.01 -0.01 0.01 0,01 3 -0.03 -0.01 0.01 -0.01 0.01 0,01 4 -0.03 -0.01 0.01 -0.01 0.02 0.02 5 -0.03 -0,01 0.01 -0.01 0.03 0.02 25 21-12 1 -0.03 0,00 0.01 0.00 -0.02 0,00 2 -0.03 0,00 0.01 0.00 -0.01 0,00 3 -0.03 0,00 0.01 0.00 0.00 0,01 4 -0.03 -0,01 0.01 0.00 0.01 0,01 5 -0.03 -0,01 0.01 0.00 0.02 0,02 26 22-13 1 0.02 0,00 0.01 0.00 -0.02 0,00 2 0.02 -0,01 0.01 0.00 -0.01 0,00 3 0.02 -0,01 0.01 0.00 0.00 0.01 4 0,02 -0,01 0.01 0.00 0.01 0.02 5 0,02 -0.02 0.01 0.00 0.02 0.04 27 23-14 1 -0,03 -0.03 0.01 0.00 -0.02 -0.03 2 -0,03 -0.03 0.01 0.00 -0.01 -0.01 3 -0,03 -0.03 0.01 0.00 0.00 0.02 4 -0,03 -0.03 0.01 0.00 0.01 0.06 5 -0,03 -0.04 0.01 0.00 0.02 0.10 28 24-15 1 -0,03 0.00 0.00 0.00 -0.01 0.01 2 -0,03 -0.01 0.00 0.00 0.00 0.01 3 -0.03 -0.01 0.00 0.00 0.00 0.02 4 -0.03 -0.01 0.00 0.00 0.00 0.03 5 -0.03 -0.02 0.00 0.00 0.01 0.05 29 25-16 1 0.05 0.00 0.00 0.00 -0.01 0.02 2 0,05 -0.01 0.00 0.00 0.00 0.02 3 0,05 -0,01 0.00 0.00 0,00 0,03 4 0,05 -0,01 0.00 0.00 0,00 0,04 5 0,05 -0.02 0.00 0.00 0,01 0,06 30 • 26-19 1 0,11 -0.01 0.01 0.00 -0,02 0,03 2 0,11 -0,01 0.01 0.00 -0,01 0,03 3 0,11 -0,01 0.01 0.00 -0,01 0,03 4 0.11 -0,01 0.01 0.00 0,00 0,04 5 0.11 -0,01 0.01 0.00 0,00 0,04 31 19-17 1 -0.34 -0,06 0.01 0.00 0,00 0,04 2 -0,34 -0,06 0.01 0.00 0,01 0,07 3 -0,34 -0,06 0.01 0.00 0,02 0,10 4 -0,34 -0,06 0.01 0.00 0.02 0,13 RISA-3D EXL Structural Engineers, Inc, '921 East Whittier Blvd. La Habra, CA 90631 (R) Version 3.01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 38 Date: 8/24/98 File: TMP DSAI Member Joints I-J ==< Member Section Forces, LC 3 : CASE 3 >=========:========= Shear Shear Moment Moment Sec Axial y-y z-z Torque y-y z-z K K K --K-ft K-ft K-ft--- 5 -0.34 -0.06 0.01 0.00 0.03 0.16 32 20-21 1 2 3 4 5 •0 •0 •0 •0 •0 03 03 03 03 03 •0. •0 •0 •0, •0. 01 01 01 01 01 04 04 04 04 04 0 0 0 0 0 00 00 00 00 00 0 0 0 •0 •0 02 01 00 01 02 •0,03 •0,03 •0,03 •0.02 •0.02 33 21- 22 1 2 3 4 5 •0 •0 •0 •0 •0 02 02 02 02 02 •0. •0, -0, -0. -0 02 02 02 02 02 •0 •0 •0 •0 •0 01 01 01 01 01 0. 0 0 0 0 00 00 00 00 00 0 0 0 0 0 00 00 00 00 00 •0 •0, •0 •0 0 02 01 01 01 00 34 22^ 23 1 2 3 4 5 -0 -0 -0 -0 -0 01 01 01 01 01 •0.01 •0.01 •0, •0, •0, 01 01 01 •0 •0 •0 •0 •0 03 03 03 03 03 0.00 0.00 0.00 0,00 0,00 0. 0. 0, •0. •0, 01 01 00 01 02 0 0 0. 0, 0, 00 00 00 01 01 35 23- 24 1 2 3 4 5 0 0 0 0 0 00 00 00 00 00 •0, •0 •0 •0 •0 02 02 02 02 02 •0 •0 •0 •0 •0 01 01 01 01 01 01 01 01 01 01 0. 0. •0 •0 •0 00 00 01 01 01 •0,01 0,00 0,00 0,01 0,01 36 24- 25 1 2 3 4 5 •0. •0, •0. •0. •0. 03 03 03 03 03 0 0 0 0 0 01 01 01 01 01 0 0 0 0 0 02 02 02 02 02 02 02 02 02 02 •0,01 0,00 0,00 0.00 0.01 0.01 0.01 0.01 0.01 0,00 37 25-26 1 2 3 4 5 •0,03 •0,03 •0,03 •0,03 •0.03 0.02 0.02 0,02 0,02 0,02 •0,03 •0,03 •0,03 •0,03 •0,03 0,03 0,03 0,03 0,03 0.03 01 01 00 ,01 02 0.00 0.00 0,00 •0.01 •0,01 38 11- 12 1 2 3 4 5 0,04 0,04 0.04 0.04 0.04 0. 0, 0, 0 0 02 02 02 02 02 0 0 0 0 0 00 00 00 00 00 0.01 0,01 0,01 0,01 0,01 •0.01 •0.01 •0.01 -0.01 -0.01 0, 0. 0. 0, 0. 03 02 02 01 01 39 12^ 13 1 2 0,03 0,03 0,01 0,01 •0,02 •0,02 •0,01 •0.01 0.01 0.01 0.01 0.00 RISA-3D EXL Structural Engineers, Inc. 921 East Whittier Blvd, La Habra, CA 90631 (R) Version 3,01 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 39 Date: 8/24/98 File: TMP DSAI =================< Member Section Forces, LC 3 : CASE 3 >= Member Joints Shear Shear I Moment Moment I -J Sec Axial y-y z-z Torcjue y-y z-z --K --K-ft --K-ft 3 0.03 0.01 -0.02 -0,01 0.00 0.00 4 0.03 0.01 -0,02 -0.01 -0.01 0.00 5 0.03 0.01 -0.02 -0.01 -0.01 -0.01 40 13-14 1 0,02 0.00 0.00 -0.05 0.01 0.00 2 0.02 0.00 0.00 -0.05 0,01 0.00 3 0.02 0.00 0.00 -0.05 0,01 0.00 4 0.02 0.00 0.00 -0.05 0.01 0.00 5 0.02 0.00 0.00 -0.05 0.01 0.00 41 14-15 1 0.01 0.04 0.03 0.03 -0,03 0.02 2 0.01 0.04 0.03 0.03 -0.02 0.01 3 0.01 0.04 0.03 0.03 -0.02 0.00 4 0.01 0.04 0.03 0.03 -0,01 -0.01 5 0.01 0.04 0.03 0.03 0,00 -0,02 42 15-16 1 0.03 -0.01 0,00 -0.02 0,00 -0,01 2 0.03 -0.01 0,00 -0.02 0,00 -0.01 3 0.03 -0.01 0,00 -0.02 0,00 -0.01 4 0.03 -0.01 0,00 -0.02 0,00 -0.01 5 0.03 -0.01 0.00 -0.02 0.00 -0.01 43 16-17 1 0.03 -0.02 0.04 -0.08 0.00 -0.01 2 0,03 -0.02 0.04 -0.08 0.01 0.00 3 0,03 -0.02 0,04 -0.08 0.02 0.00 4 0,03 -0.02 0.04 -0.08 0.03 0.01 5 0.03 -0.02 0.04 -0.08 0.04 0.01 44 30-31 1 0.00 0.00 0.00 -0.05 0.04 0.00 2 0,00 0.00 0.00 -0.05 0.04 0.00 3 0,00 0.00 0.00 -0.05 0.03 0.00 4 0,00 0.00 0.00 -0.05 0.03 0.00 5 0,00 0.00 0.00 -0.05 0,03 0.00 45 31-32 1 0,00 0.00 -0,05 -0.08 0,09 0.00 2 0,00 0.00 -0.05 -0.08 0,05 0.00 3 0.00 0.00 -0.05 -0.08 0,01 0.00 4 0.00 0.00 -0.05 -0.08 -0.03 0 .00 5 0.00 0.00 -0,05 -0.08 -0,07 0.00 RISA-3D (R) Version 3.01 EXL Structural Engineers, Inc. *921 East Whittier Blvd, La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Job : Page: 40 Date: 8/24/98 File: TMP DSAI Member Translation -- jctions, LC + 3 : CASE 3 Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) 1 1 0,000 0.000 0.000 -0.00243 NC NC 2 0.000 -0,012 -0.003 -0.00243 NC 7500.2 3 0.000 -0,022 -0.005 -0,00243 6397.5 4687.6 4 0.000 -0,031 -0.004 -0.00243 7311,4 5357.2 5 0.000 -0,037 0.000 -0.00243 NC NC 2 1 0.000 -0,037 0.000 -0.00243 NC NC 2 0,000 -0,039 0.009 -0.00243 9265.4 NC 3 0,000 -0.040 0.020 -0.00243 6652,7 NC 4 0.000 -0.042 0.030 -0.00243 4588,5 8651.3 5 0.000 -0.046 0.037 -0,00243 2490,3 NC 3 1 0.000 -0,046 0.037 -0,00243 NC NC 2 0.000 -0,047 0.037 -0,00252 3462,0 NC 3 0.000 -0,049 0.038 -0,00261 1645.2 NC 4 0.000 -0,050 0.038 -0,00270 1045.2 NC 5 0.000 -0,052 0,039 -0.00279 748.8 NC 4 1 0.000 -0,052 0.039 -0.00279 NC NC 2 0,000 -0,075 0.042 -0.00413 1632.9 NC 3 0,000 -0,114 0.043 -0.00546 606.7 NC 4 0,000 -0,169 0,043 -0,00680 324.0 NC 5 0,000 -0,238 0,042 -0,00814 203.8 NC 5 1 0,000 0,000 0,000 -0,00238 NC NC 2 0.000 -0,024 0,014 -0,00238 1982.3 NC 3 0.000 -0,051 0,026 -0,00238 935.8 6426.2 4 0,000 -0,084 0,034 -0,00238 570.8 7344.2 5 0.000 -0.125 0,037 -0,00238 382,5 NC 6 1 0,000 -0.125 0,037 -0,00238 NC NC 2 0.000 -0.130 0,037 -0,00253 983,0 NC 3 0.000 -0.134 0,037 -0,00268 471,6 NC 4 0.000 -0.139 0.037 -0,00283 302,3 NC 5 0.000 -0.144 0,037 -0,00298 218,4 NC 7 1 0,000 -0.144 0.037 -0.00298 NC NC 2 0,000 -0.215 0.037 -0.00520 534,7 NC 3 0,000 -0.322 0.039 -0,00743 213,6 NC 4 0,000 -0.454 0.040 -0,00966 122.4 9999.3 5 0,000 -0.603 0.042 -0,01188 82.8 7566.4 8 1 0,000 0.000 0.000 -0.00256 NC NC 2 0,000 -0.042 0.010 -0.00256 2775.6 NC 3 0,000 -0.081 0.020 -0.00256 1734.8 7558.7 4 0,000 -0.112 0.028 -0.00256 1982.6 8638.5 STRUCTURAL ENGINEERS, INC. }32L kast wnittier Biva. 921 EASTWHITTIER BOULEVARD U HABRA, CAUFORNIA 90631 (562) 697-7304 • FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Member -i-- Sec =======< Member Deflections, LC 3 Translation -»- X y z X Rotate CASE Page: 41 Date: 8/24/98 File: TMP DSAI Defls as L/n Ratios •in— — in--in rad- L/n (y) L/n (z) 5 0.000 -0.133 0.033 -0.00256 NC NC 9 1 0.000 -0.133 0.033 -0.00256 NC NC 2 0.000 -0,143 0.036 -0,00256 2531.4 NC 3 0,000 -0,149 0.037 -0,00256 1534.2 NC 4 -0.001 -0,162 0.037 -0,00256 827.5 NC 5 -0.001 -0,194 0.037 -0,00256 399.5 NC 10 1 -0.001 -0,194 0.037 -0.00256 NC NC 2 -0.001 -0.201 0.037 -0.00272 520.4 NC 3 -0.001 -0.209 0.037 -0.00289 247.7 NC 4 -0.001 -0.219 0.037 -0.00305 157.7 8546.9 5 -0.001 -0.228 0.038 -0.00322 113.3 6409.1 11 1 -0.001 -0.228 0.038 -0.00322 NC NC 2 -0.001 -0.372 0.039 -0.00567 265.0 NC 3 -0,001 -0.586 0.040 -0.00813 106.3 NC 4 -0.001 -0.842 0.041 -0.01058 62.0 NC 5 -0.001 -1.107 0.042 -0.01304 43.3 NC 12 1 0.000 0.000 0.000 -0.00203 NC NC 2 0.000 -0.018 0.003 -0.00203 6094.4 7168.4 3 0.000 -0.034 0.005 -0.00203 3809.0 4480.3 4 0.000 -0.047 0.005 -0.00203 4353.1 5120.3 5 0.000 -0.055 0.000 -0.00203 NC NC 13 1 0.000 -0.055 0.000 -0.00203 NC NC 2 0.000 -0.057 -0.009 -0.00203 5343.2 NC 3 0.000 -0.055 -0.021 -0.00203 5143.3 NC 4 0.000 -0.051 -0.033 -0,00203 9570.2 - NC 5 0.000 -0.046 -0.042 -0,00203 NC NC 14 1 0,000 0.000 0.000 -0,00203 NC NC 2 0.000 -0.048 -0.017 -0,00203 2819.9 7753.9 3 0.000 -0.090 -0.031 -0,00203 1762 .5 4846.2 4 0.000 -0.118 -0.040 -0.00203 2014.2 5538.5 5 0.000 -0.125 -0.042 -0.00203 NC NC 15 1 0.000 0.000 0.000 -0.00179 NC NC 2 0.000 -0.081 -0.012 -0.00179 1265.1 NC 3 0.000 -0.154 -0.023 -0.00179 790.7 6470.4 4 0.000 -0.212 -0.033 -0.00179 903.6 7394.8 5 0.000 -0.247 -0.039 -0,00179 NC NC 16 1 0.000 -0.247 -0.039 -0,00179 NC NC 2 0.000 -0.255 -0.042 -0,00179 1137.1 NC STRUCTURAL ENGINEERS, INC. —y^l Hast 921 EASTWHITTIER BOULEVARD U HABRA. CAUFORNIA 90631 (562) 697-7304 • FAX (562) 691-2020 wnittier Blvd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Page: 42 Date: 8/24/98 File: TMP DSAI ===================< Member Deflections, LC 3 : C^^SE 3 >=================== Member -i- Translation + Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) in m in rad • 3 0.000 -0.242 -0.043 -0.00179 1109.7 NC 4 0.000 -0.218 -0.043 -0.00179 2117.2 NC 5 0.000 -0.193 -0.042 -0.00179 NC NC 17 1 2 3 4 5 •0.026 •0.026 •0.027 •0.027 •0.027 0 0 0 0 0 025 029 032 036 039 0.000 0,001 0,003 0,004 0.005 0 0 0 0 0 00000 00000 00000 00000 00000 NC NC 5122.8 3415.2 2561.4 NC NC NC 8870.9 6653.2 18 1 2 3 4 5 0 0, 0, 0 0. 039 039 040 040 040 •0 -0 -0 -0 -0 038 035 032 029 025 0, •0. •0, •0, •0, 000 001 003 004 005 0 0 0 0 0 00000 00000 00000 00000 00000 NC NC NC NC NC NC NC NC 8868.7 6651.5 19 •0, •0, •0, •0, •0 096 096 097 097 097 0 0 0 0 0 093 114 135 156 176 •0, •0, •0. •0, 0, 033 023 013 003 007 0 0 0 0 0 00000 00000 00000 00000 00000 NC 1643 .6 821.8 547.9 410.9 NC NC NC NC NC 20 1 2 3 4 5 0 0 0 0 0 023 023 023 023 023 •0 •0 •0 •0 •0 024 025 026 027 029 •0, •0, •0, •0. •0, 133 137 141 145 149 0.00000 0.00000 0.00000 0.00000 0.00000 NC NC NC 9467.8 7100.8 NC 8679.7 4339.8 2893.2 2169.9 21 0 0 0 0 0 178 178 179 179 179 •0 •0 •0 •0 •0 172 152 132 112 092 •0, •0, •0, •0, •0, 039 031 023 015 007 0 0 0 0 0 00000 00000 00000 00000 00000 430.3 573.7 860.6 1721.2 NC 1090.3 1453.7 2180.5 4361.0 NC 22 1 2 3 4 5 •0 •0 •0 •0 •0 027 027 027 028 028 0 0 0 0 0 028 029 030 031 032 •0,247 •0,223 •0,198 •0.174 •0.149 0, 0. 0, 0 0 00000 00000 00000 00000 00000 NC NC NC NC NC NC NC NC NC NC 23 1 2 3 4 5 ,046 ,046 ,046 ,046 ,046 000 004 007 ,008 ,009 •0 •0 •0 •0 •0 042 031 021 013 005 00106 00086 00065 00045 00025 NC NC NC NC NC 670.0 966.7 1532.1 3146.9 NC STRUCTURAL ENGINEERS, INC. —^'21 Hast Whitbier Mlvd. 921 EASTWHITTIER BOULEVARD IA HABRA. CAUFORNIA 90631 (562) 697-7304*FAX(562) 691-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL "Page: 43 Date: 8/24/98 File: TMP DSAI Member -i-- Sec ========< Member Deflections, LC 3 : CASE 3 >=================== Translation + Defls as L/n Ratios X Y z X Rotate L/n (y) L/n (z) •-in in in rad 24 1 0.046 0.009 -0.005 -0,00025 NC NC 2 0.046 0.009 0.003 -0,00004 NC 3027.7 3 0.046 0.008 0.012 0,00016 6798.1 1422.9 4 0.046 0.005 0.023 0,00037 8249.6 871.7 5 0.046 0.000 0.037 0.00057 NC 590.6 25 1 0.073 -0.006 -0.042 -0.00007 NC 627.2 2 0.073 0.000 -0.020 -0.00007 NC 876.5 3 0.073 0.005 -0.002 -0.00007 7390.4 1269.8 4 0.073 0.006 0.015 -0.00007 7785.6 2278.3 5 0.073 0.002 0.037 -0.00007 NC NC 26 1 0.099 -0.004 -0.042 0,00033 NC 626.9 2 0.099 0.003 -0.020 0.00022 8130.3 874.2 3 0.099 0.009 -0.002 0.00012 4494.8 1265.3 4 0.099 0.010 0.015 0.00001 4572.5 2270.9 5 0.099 0,000 0.037 -0.00009 NC NC 27 1 0.125 0,000 -0.042 0.00022 NC NC 2 0.125 0,011 -0.021 0.00015 4336.4 NC 3 0.125 0,026 -0,005 0.00008 1934.6 NC 4 0.125 0,027 0,013 0.00001 1809.2 NC 5 0.125 0,000 0,037 -0.00006 NC NC 28 1 0.149 0.003 -0.042 0.00012 NC 626.5 2 0.149 0.015 -0.021 0.00003 3785.1 850.9 3 0.149 0,020 -0,002 -0.00005 2403.2 1266.5 4 0.149 0,016 0,017 -0.00014 2717.7 2450.4 5 0.149 -0,004 0,037 -0,00023 NC NC 29 1 0.170 0,002 -0,042 -0.00018 NC 626.0 2 0.170 0.022 -0,021 -0.00009 2307.8 853.9 3 0.170 0.031 -0,002 0.00001 1551.3 1278.4 4 0.170 0,025 0,017 0.00010 1846.3 2489.7 5 0.170 -0,004 0,037 0.00020 NC NC 30 1 0.193 0,000 -0,042 -0.00004 NC 711.3 2 0.193 0,021 -0,032 -0.00002 3943 .9 1003.3 3 0.193 0.038 -0,023 0.00001 2855.4 1553.0 4 0.193 0.051 -0,015 0.00003 3673.1 3119.1 5 0.193 0.059 -0.007 0.00006 NC NC 31 1 0.193 0.059 -0.007 0.00006 NC NC 2 0.193 0.061 0.001 0.00008 1454.1 2901.1 3 0.193 0.054 0,011 0.00011 985.3 1350.8 4 0.193 0.035 0,023 0.00013 1197.4 823.9 STOUCTURAL ENGINEERS, INC. y^x isasc wnittier Biva. 921 EASTWHITTIER BOULEVARD LA HABRA. CAUFORNIA 90631 (562) 607-7304 • FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Member +• Sec s==:ss==< Member Deflections, LC Translation + X y z CASE X Rotate Page: 44 Date: 8/24/98 File: TMP DSAI 3 >=================== Defls as L/n Ratios L/n (y) L/n (z) 5 0.194 -0.001 0.037 0.00016 NC 558.2 32 1 0.042 0.000 0.046 -0.00068 NC NC 2 0.042 -0.003 0.053 -0.00064 NC 1880.4 3 0.042 -0.004 0.059 -0.00061 8021.4 915.0 4 0.042 -0.006 0.066 -0.00057 NC 602.0 5 0.042 -0,006 0.073 -0.00054 NC 451.6 33 1 0.042 -0.006 0.073 -0.00054 NC NC 2 0.042 -0.006 0.079 -0.00054 NC NC 3 0.042 -0.005 0.086 -0.00054 NC NC 4 0.042 -0.005 0.093 -0.00055 NC NC 5 0.042 -0,004 0.099 -0.00055 NC NC 34 1 0.042 -0,004 0.099 -0.00055 3098.3 NC 2 0.042 -0.003 0.106 -0.00051 4233.7 NC 3 0.042 -0.002 0.112 -0.00048 6749.8 NC 4 0.042 -0,001 0.119 -0.00045 NC NC 5 0.042 0,000 0.125 -0.00042 NC NC 35 1 0.042 0.000 0.125 -0.00042 NC NC 2 0.042 0.001 0.131 -0.00058 NC NC 3 0.042 0.002 0.137 -0.00074 NC NC 4 0.042 0.003 0.143 -0.00089 NC NC 5 0.042 0,003 0.149 -0.00105 NC NC 36 1 0.042 0.003 0.149 -0.00105 NC NC 2 0,042 0,003 0.154 -0,00128 NC 2268.0 3 0,042 0.003 0,159 -0,00151 NC 1143.9 4 0.042 0.003 0.165 -0,00173 NC 763,9 5 0.042 0.002 0,170 -0,00196 NC 569,9 37 1 0.042 0.002 0.170 -0,00196 6079.9 NC 2 0.042 0,002 0.176 -0,00239 8685.8 NC 3 0.042 0.001 0.182 -0.00282 NC NC 4 0.042 0.001 0.187 -0.00324 NC NC 5 0.042 0.000 0.193 -0,00367 NC NC 38 1 -0.037 0.000 0.046 0.00109 NC NC 2 -0.037 0.001 0.053 0.00100 NC NC 3 -0.037 0.002 0.060 0.00090 NC NC 4 -0.037 0.002 0.067 0.00081 NC NC 5 -0.037 0.002 0.073 0.00071 NC NC 39 1 -0.037 0.002 0.073 0.00071 NC NC 2 -0.037 0.002 0.079 0.00089 NC 1887,6 STOUCTURAL ENG -—971 ,INC. 921 EASTWHITTIER BOULEVARD LA HABRA, CAUFORNIA 90631 (562) 687-7304 • FAX (562) 681-2020 liiast Whittier Bivd. La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL ===================< Member Deflections, LC 3 Member -i-- Sec 3 4 Translation -i- X -in -0.037 -0.037 y -in- 0. 001 001 z •in- 0. 086 092 X Rotate rad 0.00106 0.00123 Page: 45 Date: 8/24/98 File: TMP DSAI Defls as L/n Ratios L/n (y) NC NC L/n (z) 931.4 618.1 5 -0.037 0.000 0,099 0.00140 NC 465.5 40 1 -0.037 0.000 0,099 0.00140 NC NC 2 -0.037 0.000 0,105 0.00202 NC 1899.9 3 -0.037 0.000 0,112 0.00265 NC 933.7 4 -0.037 0.000 0,118 0.00327 NC 611.6 5 -0.037 0.000 0,125 0,00389 NC 450.5 41 1 -0.037 0.000 0.125 0,00389 NC NC 2 -0.037 -0.001 0.132 0,00353 NC NC 3 -0.037 -0,002 0.138 0,00317 8272.1 NC 4 -0.037 -0,003 0.144 0,00281 4798.4 NC 5 -0.037 -0,004 0.149 0,00245 3541.1 NC 42 1 -0.037 -0,004 0.149 0,00245 NC NC 2 -0.037 -0,004 0.154 0,00268 NC NC 3 -0.037 -0,004 0.159 0,00291 NC NC 4 -0.037 -0,004 0.165 0,00314 NC NC 5 -0.037 -0,004 0.170 0,00337 NC NC 43 1 -0.037 -0.004 0.170 0.00337 3924.7 NC 2 -0.037 -0.003 0.175 0.00434 5158.4 2351.4 3 -0.037 -0.002 0.180 0.00532 8188.8 1136.8 4 -0.037 -0.001 0.186 0.00630 NC 720.2 5 -0.037 -0.001 0.194 0.00727 NC 505.8 44 1 -0.042 0.000 0.238 0.00802 NC NC 2 -0.042 -0.001 0.316 0.01003 NC 460,7 3 -0.042 -0.001 0.404 0.01204 NC 217,6 4 -0.042 -0.001 0.499 0.01405 NC 137.8 5 -0.042 0.000 0.603 0.01606 NC 98.8 45 1 -0.042 0.000 0.603 0.01606 NC NC 2 -0.042 0.000 0.720 0,01890 NC 307.6 3 -0.042 0.000 0.850 0,02174 NC 145,7 4 -0.042 0.000 0.983 0,02458 NC 94,8 5 -0.042 -0.001 1.107 0,02742 NC 71,3 STOUCTURAL ENGINEERS, INC. —)}'21 tlast Whittier Blvd, 921 EASTWHITTIER BOULEVARD LA HABRA. CAUFORNIA 90631 (562) 687-7304 • FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Page: 46 Date: 8/24/98 File: TMP DSAI Member Joints I-J 1 1- ' ===< Member Section Forces, LC Shear Shear Sec Axial y-y z-z DL-i-LL >= •K--K 1 2 3 4 5 0,31 0,31 0,31 0,31 0,31 0 0 0 0 0 03 03 03 03 03 •--K-- 0, 0, 0. 0. 0. 00 00 00 00 00 Torque -K-ft--- 0,00 0,00 0 0 0 00 00 00 Moment y-y -K-ft-- 0 0 0 0 0 00 00 00 00 00 Moment z-z -K-ft--- 0,00 -0.02 -0,03 -0.05 -0.07 11 1 2 3 4 5 ,26 ,26 ,26 26 26 •0 •0 •0 •0 •0 01 01 01 01 01 -0.02 -0.02 -0.02 -0.02 -0.02 0.00 0.00 0.00 0.00 0.00 0 •0 •0 •0 •0 00 01 02 03 03 •0 •0 •0 •0 •0 07 06 05 05 04 11-27 1 2 3 4 5 0, 0. 0, 0, 0, 01 01 01 01 01 •0.01 •0.01 •0.01 •0.01 •0.01 •0,02 •0,02 •0,02 •0,02 •0,02 0. 0, 0, 0, 0, 00 00 00 00 00 06 06 06 05 0,05 •0,02 •0.02 •0.01 •0,01 •0,01 27-30 1 2 3 4 5 0.01 0.01 0,01 0,01 0,01 •0,01 •0,01 •0.01 •0.01 •0,01 •0 •0 •0 •0 •0 02 02 02 02 02 0, 0, 0, 0, 0. 00 00 00 00 00 0 0 0 0 •0 05 03 02 00 02 •0 •0 •0 0, 0 01 01 01 00 00 14 14-28 1 2 3 4 5 68 68 68 68 68 0, 0, 0, 0, 0 03 03 03 03 03 0.00 0.00 0 0 0 00 00 00 0, 0, 0, 0, 0, 00 00 00 00 00 •0 •0 •0 •0 •0 02 02 02 02 02 0.01 0.01 0 0, 0, 01 01 01 0 0 0 0 0 00 00 00 00 00 0. 0, 0. 0, 0. 00 00 00 00 00 0 0 0 0 0 00 00 00 00 01 0 0 0 0 0 00 00 00 00 00 0.00 •0.03 •0.05 •0.08 •0.11 0, 0, 0 0, 0 03 03 03 03 03 28- 31 •0. •0, •0, •0, •0. 02 02 02 02 02 0, 0, 0 0 0 01 01 01 01 01 0, 0, 0. 0, 0, 00 00 00 00 00 0, 0. 0, 0, 0 00 00 00 00 00 0. 0. o: 0 0 00 00 00 00 00 0, 0 0 0 0 03 02 01 00 00 8 1 2 3 4 0.33 0.33 0.33 0.33 0.04 0,04 0.04 0.04 0.02 0,02 0,02 0,02 0.00 0,00 0.00 0.00 0.00 0,01 0,02 0,03 0,00 •0,02 •0,04 •0,05 STOUCTURAL ENGINEERS, INC. East Whittier Mvd, " . La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL 921 EASTWHITTIER BOULEVARD U HABRA. CAUFORNIA 90631 (562) 687-7304• FAX (562) 681-2020 Page: 47 Date: 8/24/98 File: TMP DSAI Member Joints I-J ===< Member Section Forces, LC Shear Shear Sec Axial y-y z-z . 5 0.33 0.04 0.02 4 : DL-I-LL >================== Moment Moment Torque y-y z-z --K-ft K-ft K-ft--- 0.00 0.04 -0.07 8- 17 1 2 3 4 5 10 17- 29 11 29-32 12 1 2 3 4 5 13 20 14 5- 23 0 0 0 0 0 25 25 25 25 25 -0.02 -0.02 -0.02 -0.02 -0.02 •0.01 •0.01 •0.01 •0.01 •0.01 0, 0, 0 0, 0 00 00 00 00 00 0.01 0,01 0,01 0,01 0,01 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 02 02 02 02 02 0 0 0 0 0 00 00 00 00 00 0.01 0.01 0,01 0,01 0.01 0 0 0 0 0 00 00 00 00 00 0.02 0,02 0,02 0,02 0,02 0 0 0 0 0 00 00 00 00 00 0, 0. 0, 0. 0, 29 29 29 29 29 •0,04 •0,04 •0,04 •0,04 •0,04 0,00 0,00 0 0 0 00 00 00 0 0 0 0 0 00 00 00 00 00 0, 0, 0, 0, 0, 24 24 24 24 24 0,02 0.02 0.02 0.02 0.02 -0,03 -0,03 -0,03 -0,03 •0,03 0. 0. 0. 0, 0 00 00 00 00 00 0,73 0,73 0,73 0,73 0,73 03 ,03 ,03 ,03 ,03 0. 0, 0, 0 0 00 00 00 00 00 0,00 0,00 0 0 0 00 00 00 0 0 0 0 0 04 03 03 02 02 •0,06 •0,06 •0,06 •0.06 •0.06 •0 •0 •0 0 0, 06 04 02 00 02 0, 0 0 0 0 00 00 00 00 00 0 •0 •0 •0 •0 00 01 03 04 05 0.00 0.00 0.00 0,01 0,01 •0 •0 •0 •0 •0 07 06 06 05 04 •0 •0 •0 •0 •0 02 01 01 01 01 •0,01 •0,01 •0,01 0,00 0,00 0,00 0,02 0,04 0,05 0,07 0,07 0,06 0,05 -0,04 0,03 0,00 0.03 0,06 0,08 0,11 15 10 1 2 3 4 5 0,29 0,29 0,29 0,29 0.29 •0.03 •0.03 •0.03 •0.03 •0.03 0 0 0 0 0 02 02 02 02 02 0.00 0.00 0.00 0,00 0,00 0' 0 0 0 00 01 02 03 0.04 0.00 0.02 0.03 0.05 0.07 16 10^ 26 1 2 0.23 0.23 0.01 0.01 0.00 0.00 0.00 0.00 0.04 0.04 0.07 0.06 STRUCTURAL ENGINEERS, INC. h'li fiast Whittier Blvd. 921 EASTWHITTIER BOULEVARD LA HABRA. CAUFORNIA 80631 (562) 697-7304• FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Page: 48 Date: 8/24/98 File: TMP DSAI Member Joints Member . Section Foi Shear :ces, LC Shear 4 : DL-I-LL Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z 3 0.23 0.01 0,00 0,00 0.04 0,05 4 0.23 0.01 0,00 0,00 0.04 0,04 5 0.23 0.01 0,00 0,00 0.04 0,04 17 7-18 1 0.06 0.00 0.00 0,00 0.00 0,00 2 0.06 0.00 0.00 0,00 0.00 0.00 3 0.06 0.00 0.00 0.00 0.00 0.00 4 0.06 0.00 0.00 0.00 0.00 0.00 5 0.06 0.00 0.00 0.00 0.00 0,00 18 9-18 1 0.07 0.00 0.00 0.00 0.00 0,00 2 0.07 0.00 0.00 0.00 0,00 0.00 3 0.07 0.00 0.00 0,00 0,00 0.00 4 0.07 0,00 0.00 0,00 0.00 0.00 5 0.07 0,00 0.00 0.00 0.00 0.00 19 8-19 1 0.07 0,00 0.00 0,00 0.00 0.00 2 0.07 0.00 0,00 0,00 0.00 0,00 3 0.07 0.00 0,00 0,00 0.00 0,00 4 0.07 0.00 0,00 0.00 0.00 0,00 5 0.07 0.00 0.00 0.00 0.00 0,00 20 8-15 1 0.04 0.00 0.00 0.00 0.00 0.00 2 0.04 0.00 0.00 0.00 0.00 0.00 3 0.04 0.00 0.00 0.00 0.00 0.00 4 0.04 0.00 0,00 0.00 0.00 0.00 5 0.04 0.00 0.00 0.00 0.00 0.00 21 10-19 1 0.07 0,00 0.00 0.00 0.00 0.00 2 0.07 0,00 0,00 0.00 0.00 '0.00 3 0.07 0,00 0.00 0.00 0.00 0.00 4 0.07 0,00 0.00 0.00 0.00 0.00 5 0.07 0 ,00 0.00 0.00 0.00 0.00 22 10-24 1 0.03 0,00 0.00 0.00 0.00 0.00 2 0.03 0,00 0,00 0.00 0,00 0.00 3 0.03 0,00 0.00 0.00 0.00 0.00 4 0.03 0,00 0.00 0.00 0.00 0.00 5 0.03 0,00 0.00 0.00 0.00 0.00 23 20-18 1 -0.02 0.06 0.00 0.00 0,00 -0.03 2 -0.02 0.04 0,00 0.00 0,00 -0.06 3 -0.02 0.01 0,00 0.00 0.00 -0.07 4 -0.02 -0.02 0,00 0.00 0.00 -0.06 5 -0.02 -0.05 0,00 0.00 0,00 -0.05 STOUCTURAL ENGINEERS, INC. 921 East Whittier Blvd. 821 EASTWHITTIER BOULEVARD U HABRA. CAUFORNIA 80631 (562) 687-7304«FAX(562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Member Joints !< Member Section Forces, LC 4 Shear Shear Page: 49 Date: 8/24/98 File: TMP DSAI Moment Moment I -J Sec Axial y-y z-z Torcjue y-y z-z 24 18-11 1 -0.01 0.05 0,00 0.00 0.00 -0.05 2 -0.01 0.02 0.00 0.00 0.00 -0,07 3 -0.01 -0.01 0.00 0.00 0.00 -0,07 4 -0.01 -0.03 0.00 0.00 0.00 -0,06 5 -0.01 -0.06 0.00 0.00 0.00 -0,04 25 21-12 1 0.00 0.22 0.00 0.00 0.00 0,05 2 0.00 0.11 0.00 0,00 0.00 -0,12 3 0.00 0.00 0.00 0.00 0.00 -0.17 4 0.00 -0.11 0.00 0.00 0.00 -0,12 5 0.00 -0.22 0.00 0.00 0.00 0,05 26 22-13 1 0.00 0.22 0,00 0.00 0.00 0.04 2 0.00 0.11 0,00 0.00 0.00 -0.13 3 0.00 0.00 0,00 0.00 0.00 -0.18 4 0.00 -0.11 0,00 0.00 0.00 -0.12 5 0.00 -0.22 0.00 0.00 0.00 0.05 27 23-14 1 0.02 0.22 0.00 0,00 0.00 0.06 2 0.02 0,11 0.00 0,00 0.00 -0.11 3 0.02 0,00 0.00 0,00 0,00 -0.16 4 0.02 -0.11 0.00 0,00 0,00 -0.10 5 0,02 -0.22 0.00 0,00 0,00 0.07 28 24-15 1 0,00 0.22 0.00 0,00 0,00 0.04 2 0,00 0.11 0.00 0,00 0,00 -0.13 3 0,00 p. 00 0.00 0,00 0,00 -0,18 4 0,00 -0.11 0.00 0.00 0,00 -0,12 5 0.00 -0.22 0,00 0.00 0,00 0,05 29 25-16 1 0.00 0.22 0,00 0,00 0,00 0,05 2 0.00 0.11 0,00 0,00 0,00 -0,12 3 0.00 0.00 0,00 0,00 0,00 -0,17 4 0.00 -0.11 0,00 0.00 0,00 -0.12 5 0.00 -0.22 0,00 0.00 0.00 0.05 30 26-19 1 -0.01 0.06 0,00 0.00 0.00 -0.03 2 -0.01 0,04 0,00 0.00 0,00 -0.05 3 -0.01 0,01 0,00 0.00 0,00 -0.07 4 -0.01 -0,02 0,00 0.00 0.00 -0.06 5 -0,01 -0,05 0,00 0.00 0.00 -0.05 31 19-17 1 -0.02 0,05 0,00 0.00 0.00 -0.05 2 -0.02 0,02 0,00 0,00 0.00 -0,07 3 -0.02 0,00 0.00 0,00 0.00 -0.07 4 -0.02 -0,03 0,00 0,00 0.00 -0.06 STOUCTURAL ENGINEERS, INC. 921 East Whittier Blvd. 821 EASTWHITTIER BOULEVARD LA HABRA. CAUFORNIA 80631 (562) 687-7304* FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL =s:===:==:=ss=======s< Member Section Forces, LC Member Joints Shear Shear Page: 50 Date: 8/24/98 File: TMP DSAI DL-I-LL >======== Moment Moment I -J Sec Axial y-y z-z Torcjue y-y z-z 5 -0.02 -0.06 0.00 0.00 0,00 -0.04 32 20-21 1 0.03 0.17 0.00 -0.06 0,00 0.06 2 0.03 0.17 0.00 -0.06 0,00 0.01 3 0.03 0.17 0.00 -0.06 0,00 -0.03 4 0.03 0.17 0.00 -0.06 0.00 -0.07 5 0.03 0.17 0,00 -0.06 0.00 -0.12 33 21-22 1 0.03 -0.04 0.00 -0.01 0.00 -0.12 2 0.03 -0.04 0.00 -0.01 0.00 -0,11 3 0.03 -0.04 0.00 -0.01 0.00 -0,09 4 0.03 -0.04 0.00 -0.01 0.00 -0,08 5 0.03 -0.04 0.00 -0.01 0.00 -0,07 34 22-23 1 0.03 -0.26 0.00 0.03 0.00 -0,07 2 0.03 -0.26 0.00 0.03 0.00 -0,01 3 0.03 -0.26 0.00 0.03 0.00 0.06 4 0.03 -0,26 0.00 0.03 0.00 0.12 5 0.03 -0,26 0.00 0.03 0.00 0.19 35 23-24 1 0,02 0,25 0,00 -0.03 0.00 0.18 2 0.02 0,25 0.00 -0.03 0.00 0.12 3 0.02 0,25 0.00 -0.03 0.00 0.06 4 0.02 0,25 0.00 -0.03 0.00 -0.01 5 0.02 0,25 0.00 -0.03 0.00 -0.07 36 24-25 1 0.00 0,05 0.00 0.01 0.00 -0,07 2 0.00 0.05 0.00 0.01 0.00 -0.08 3 0.00 0.05 0.00 0.01 0.00 -0.09 4 0.00 0.05 0.00 0.01 0.00 -0.11 5 0.00 0.05 0.00 0.01 0.00 -0.12 37 25-26 1 0,00 -0,16 0.00 0.06 0.00 -0.12 2 0.00 -0,16 0.00 0.06 0.00 -0.08 3 0.00 -0,16 0.00 0.06 0.00 -0.04 4 0.00 -0,16 0.00 0.06 0.00 0,00 5 0.00 -0,16 0.00 0.06 0.00 0.04 38 11-12 1 -0.01 0,19 0.00 0.06 0.00 0.09 2 -0.01 0.19 0.00 0.06 0.00 0.04 3 -0,01 0.19 0.00 0.06 0.00 -0.01 4 -0.01 0.19 0.00 0.06 0.00 -0,05 5 -0.01 0.19 0.00 0,06 0.00 -0,10 39 12-13 1 -0.01 -0.03 0.00 0,01 0.00 -0.10 2 -0.01 -0.03 0.00 0,01 0.00 -0.10 STOUCTURAL ENGINEERS, INC. yi^ll Kast Whittier Blvd. 821 EASTWHITTIER BOULEVARD LA HABRA. CAUFORNIA 80631 (562) 687-7304 • FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL ==================< Member Section Forces, LC 4 Member Joints Shear Shear Page: 51 Date: 8/24/98 File: TMP DSAI DL-I-LL >======== Moment Moment I -J Sec Axial y-y z-z Torque y-y z-z --K-ft 3 -0.01 -0.03 0,00 0,01 0.00 -0.09 4 -0.01 -0.03 0.00 0,01 0.00 -0.08 5 -0.01 -0.03 0.00 0,01 0.00 -0.08 40 13-14 1 -0.01 -0.25 0.00 -0,03 0.00 -0.07 2 -0.01 -0.25 0.00 -0.03 0.00 -0.01 3 -0.01 -0.25 0.00 -0.03 0.00 0.05 4 -0.01 -0.25 0.00 -0.03 0.00 0.11 5 -0.01 -0,25 0.00 -0.03 0.00 0.17 41 14-15 1 -0.01 0,23 0.00 0.04 0.00 0.17 2 -0.01 0,23 0.00 0.04 0.00 0.11 3 -0.01 0.23 0.00 0.04 0.00 0.05 4 -0.01 0,23 0,00 0.04 0.00 -0.01 5 -0.01 0,23 0,00 0,04 0.00 -0.06 42 15-16 1 -0.04 0.04 0,00 -0.01 0.00 -0.07 2 -0.04 0.04 0,00 -0.01 0.00 -0.08 3 -0.04 0.04 0,00 -0.01 0.00 -0.09 4 -0.04 0.04 0.00 -0.01 0.00 -0.10 5 -0.04 0.04 0.00 -0.01 0.00 -0.11 43 16-17 1 -0.03 -0.18 0,01 -0.06 0.00 -0.11 2 -0.03 -0.18 0,01 -0.06 0.00 -0.06 3 -0.03 -0,18 0,01 -0.06 0.00 -0.02 4 -0.03 -0.18 0,01 -0,06 0.00 0.03 5 -0,03 -0.18 0,01 -0,06 0.00 0.07 44 30-31 1 0.02 0.01 0,01 0,00 ' 0.00 0.02 2 0.02 0.01 0,01 0,00 0.00 0.01 3 0.02 0.01 0.01 0,00 0.00 0.00 4 0,02 0.01 0.01 0,00 0.01 0.00 5 0,02 0.01 0.01 0,00 0.01 -0.01 45 31-32 1 0,02 -0,01 0.00 0,00 0.01 -0.01 2 0.02 -0.01 0.00 0,00 0.01 0.00 3 0.02 -0,01 0.00 0.00 0.00 0.00 4 0.02 -0,01 0.00 0.00 0.00 0.01 5 0.02 -0,01 0,00 0.00 0.00 0.02 STOUCTURAL ENGINEERS, INC. y;^i East Whittier Blvd. 921 EASTWHITTIER BOULEVARD U HABRA. CAUFORNIA 90631 (562) 687-7304 • FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL ===================< Member Deflections, LC 4 Page: 52 Date: 8/24/98 File: TMP DSAI DL-I-LL >= Member Translation -+ Defls as L/n Ratios Sec X Y z X Rotate L/n (y) L/n (z) --in in in rad 1 1 0.000 0.000 0.000 -0.00011 NC NC 2 0.000 -0.020 0.000 -0.00011 4112.4 NC 3 0.000 -0.038 0.000 -0.00011 2570.2 NC 4 0.000 -0.051 0,000 -0.00011 2937.4 NC 5 -0.001 -0.057 0,000 -0.00011 NC NC 2 1 -0.001 -0.057 0,000 -0.00011 NC NC 2 -0.001 -0.054 -0,001 -0.00011 2021.2 NC 3 -0.001 -0.043 -0.003 -0.00011 1572.4 8756.7 4 -0.001 -0.024 -0.007 -0.00011 2177.7 3266.5 5 -0.001 0.002 -0.016 -0.00011 NC 1536.6 3 1 -0.001 0.002 -0.016 -0.00011 NC NC 2 -0.001 0.007 -0.017 -0.00010 831.0 NC 3 -0.001 0.011 -0.019 -0.00010 414.3 NC 4 -0.001 0.016 -0.020 -0.00009 275.4 NC 5 -0.001 0,021 -0.022 -0.00008 206.0 NC 4 1 -0.001 0,021 -0.022 -0.00008 NC NC 2 -0.001 0,069 -0.028 0.00004 787.4 4320.2 3 -0.001 0,120 -0.026 0.00016 383.4 4376.1 4 -0.001 0,173 -0.020 0.00028 250.8 8984.9 5 -0.001 0,226 -0.014 0.00040 185.9 NC 5 1 0.000 0,000 0.000 -0.00010 NC NC 2 -0.001 -0,039 -0.006 -0.00010 1250.1 NC 3 -0.001 -0,063 -0.011 -0.00010 781.3 NC 4 -0.002 -0,056 -0.015 -0.00010 892.9 NC 5 -0.002 -0,003 -0.016 -0.00010 NC NC 6 1 -0.002 -0,003 -0.016 -0.00010 NC NC 2 -0.002 0,003 -0.016 -0.00010 NC NC 3 -0.002 0.010 -0.016 -0.00010 NC NC 4 -0.002 0.016 -0.015 -0.00010 NC NC 5 -0.002 0.023 -0,015 -0.00010 NC NC 7 1 -0.002 0.023 -0.015 -0.00010 NC NC 2 -0.002 0.082 -0.015 -0.00010 6764.1 NC 3 -0.002 0,136 -0.014 -0.00010 6204.9 NC 4 -0.002 0,187 -0.014 -0.00010 NC NC 5 -0,002 0,236 -0.013 -0.00009 NC NC 8 1 0,000 0.000 0.000 -0.00012 NC NC 2 0.000 -0.022 -0.013 -0.00012 3817.9 7437.0 3 0.000 -0.042 -0.024 -0.00012 2386.2 4648.1 4 0.000 -0.057 -0.033 -0.00012 2727.1 5312.1 STOUCTURAL ENGINEERS, INC. yyi East Whittier Blvd. 821 EASTWHITTIER BOULEVARD LA HABRA. CAUFORNIA 90631 (562) 687-7304* FAX(562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Page: 53 Date: 8/24/98 File: TMP DSAI Member +• Sec =< Member Deflections, LC 4 : DL^i-LL >= Translation -i- X -in-Y -in- z •in- X Rotate rad— Defls as L/n Ratios L/n (y) L/n (z) 5 -0.001 -0.064 -0.038 -0,00012 NC NC 9 1 -0.001 -0.064 -0.038 -0.00012 NC NC 2 -0.001 -0.062 -0.039 -0.00012 1940,1 4100.9 3 -0.001 -0.051 -0.034 -0.00012 1521,9 3288.4 4 -0.001 -0.032 -0.026 -0.00012 2126,8 4710.3 5 -0.001 -0.006 -0.016 -0.00012 NC NC 10 1 -0.001 -0.006 -0.016 -0.00012 NC 566.3 2 -0.001 -0.001 -0.014 -0.00012 826.6 778.8 3 -0.001 0.004 -0.012 -0.00013 412.1 1205.4 4 -0.001 0.009 -0.010 -0.00014 274.0 2488.4 5 -0.001 0.014 -0.009 -0,00015 204.9 NC 11 1 -0.001 0.014 -0.009 -0,00015 NC NC 2 -0.001 0.062 0.000 -0,00026 784,3 4503.1 3 -0.001 0.113 -0.001 -0,00037 382 ,2 5168.1 4 -0.001 0.166 -0.007 -0,00048 250,2 NC 5 -0.001 0.219 -0.013 -0,00059 185,5 8231,6 12 1 0.000 0.000 0.000 -0,00015 NC NC 2 0.000 0.021 0.000 -0.00015 3861,0 NC 3 0.000 0.040 0.000 -0.00015 2413,1 NC 4 0.000 0.054 0.000 -0.00015 2757,8 NC 5 0.000 0.061 0.000 -0,00015 NC NC 13 1 0,000 0,061 0.000 -0,00015 NC NC 2 -0,001 0,058 -0.001 -0,00015 2047,9 NC 3 -0,001 0,046 -0.004 -0,00015 1624,7 6695.1 4 -0,001 0,027 -0.010 -0,00015 2299.0 2340.1 5 -0,001 0.002 -0.023 -0,00015 NC 1063.6 14 1 0,000 0.000 0.000 -0.00010 NC NC 2 -0,001 0.039 -0.008 -0.00010 1211.9 NC 3 -0,001 0.062 -0.015 -0.00010 757.5 NC 4 -0,002 0.053 -0.020 -0.00010 865.7 NC 5 -0,003 -0,004 -0.022 -0,00010 NC NC 15 1 0,000 0,000 0.000 -0,00008 NC NC 2 0,000 0,019 -0.016 -0,00008 4170.2 6848.2 3 0,000 0,036 -0.030 -0.00008 2606.4 4280.1 4 0,000 0,048 -0.041 -0,00008 2978.7 4891.6 5 -0,001 0.053 -0.048 -0,00008 NC NC 16 1 -0,001 0.053 -0.048 -0,00008 NC NC 2 -0,001 0,050 -0,050 -0.00008 2142.5 2882,3 -STRUCTURAL ENGINEERS, INC. 921 East Whittier Blvd, 821 EAST WHimER BOULEVARD LA HABRA. CAUFORNIA 80631 (562) 687-7304 • FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL Page: 54 Date: 8/24/98 File: TMP DSAI Member +• Sec 3 4 5 :========< Member Deflections, LC 4 : DL^i-LL >==================== Translation -i- Defls as L/n Ratios X Y z X Rotate L/n (y) L/n (z) — in m in rad -0,001 0,038 -0,047 -0,00008 1685,5 2166,1 -0,001 0,019 -0,037 -0.00008 2362.8 2894.1 -0.001 -0.006 -0.022 -0.00008 NC NC 17 1 2 3 4 5 •0.041 •0.041 •0.041 •0.041 •0.042 0, 0, •0, •0, •0, 039 018 003 024 045 0 0 0 0 0 000 005 009 014 019 0 0 0 0 0 00000 00000 00000 00000 00000 NC NC NC NC NC NC NC NC NC NC 18 1 2 3 4 5 •0 •0 -0 044 044 0.044 0.044 044 0 0 •0 •0 •0 042 021 001 022 043 0 •0 •0 •0 •0 000 005 009 014 019 0 0 0 0 0 00000 00000 00000 00000 00000 NC 1627.9 814 542 407 0 6 0 NC NC NC NC NC 19 046 047 047 047 047 0 0 0 •0 •0 044 023 002 019 040 0 0 0 0 0, 038 034 029 024 019 0.00000 0.00000 0.00000 0.00000 0.00000 NC NC NC NC NC 1815.3 2420.4 3630.7 7261,3 NC 20 •0 •0 •0 •0. •0, 027 028 028 028 028 0,027 0,019 0,011 0,003 •0,006 •0 •0. •0, •0, •0, 064 049 034 019 004 0 0. 0. 0, 0, 00000 00000 00000 00000 00000 NC NC NC NC NC NC NC NC NC NC 21 •0 •0 •0 •0 •0 039 039 039 039 039 0, 0, •0, •0, •0. 037 015 006 027 048 •0 •0 •0 •0 •0 048 041 034 027 019 0 0 0 0 0 00000 00000 00000 00000 00000 NC 1628,3 814,2 542,8 407,1 NC NC NC NC NC 22 1 2 3 4 5 •0 •0 •0 •0 •0 035 035 035 035 035 0. 0. 0, 0, •0, 034 025 015 006 003 0 0 0 0 •0 053 039 024 010 004 0 0 0 0 0 00000 00000 00000 00000 00000 918,9 1225,2 1837,7 3675,5 NC 590.8 787.8 1181,6 2363,3 NC 23 1 2 3 4 5 •0 •0 •0 •0 •0 002 002 002 002 002 •0, •0. •0. •0, •0, 001 027 047 058 062 ,023 022 ,021 ,020 ,019 00263 ,00252 ,00241 ,00230 ,00219 NC 2251,0 1617,2 2147,4 NC 6636,5 8892,1 NC NC NC STRUCTURAL ENGINEERS, INC. 821 EASTWHITTIER BOULEVARD LA HABRA, CAUFORNIA 80631 (562) 687-7304 • FAX (562) 681-2020 921 East Whittier Blvd, . La Habra, CA 90631 Page: 55 Date: 8/24/98 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL File: TMP DSAI Member -f--Translation --jctions, LC 4 : DL-I-LL Defls as L/n Ratios Sec X Y z y : Rotate L/n (y) L/n (z) 24 1 -0,002 -0.062 -0.019 -0.00219 NC 7694.6 2 -0.002 -0.058 -0.018 -0.00208 2052,3 NC 3 -0.002 -0.047 -0.017 -0.00197 1531,9 NC 4 -0.002 -0.028 -0.016 -0.00186 2108.5 NC 5 -0.002 -0.001 -0.016 -0.00175 NC NC 25 1 0.000 -0.033 -0.023 -0.00147 NC NC 2 0.000 -0,126 -0.021 -0.00148 523.8 NC 3 0.000 -0,166 -0.019 -0.00148 366.3 NC 4 0.000 -0,124 -0.017 -0.00149 525.1 NC 5 0.000 -0,029 -0.016 -0,00150 NC NC 26 1 0.002 -0,027 -0.023 0,00220 NC 7199.6 2 0,002 -0,126 -0.021 0.00214 493.4 9757.3 3 0,002 -0.168 -0.019 0.00207 346.7 NC 4 0,002 -0.125 -0.017 0.00201 495.7 NC 5 0.002 -0.025 -0.016 0.00195 NC NC 27 1 0.004 -0.003 -0.022 -0.00003 NC 7237.4 2 0.003 -0.089 -0.021 -0.00001 574.3 9367.1 3 0,003 -0.126 -0.019 0.00001 402.1 NC 4 0,003 -0.087 -0.017 0.00003 585.8 NC 5 0,003 -0.002 -0.016 0.00005 NC NC 28 1 0,004 -0.027 -0.022 -0,00223 NC NC 2 0,004 -0.126 -0.021 -0,00216 493.2 NC 3 0.004 -0.168 -0.019 -0.00209 346.8 NC 4 0.004 -0.124 -0.017 -0.00202 495.9 NC 5 0.004 -0.023 -0.016 -0.00195 NC NC 29 1 0.005 -0.034 -0.022 0,00142 NC 7319.5 2 0.005 -0.127 -0.021 0,00140 524.0 9155.6 3 0,005 -0.166 -0.019 0,00139 366.3 NC 4 0,005 -0.124 -0.017 0,00138 525.1 NC 5 0,005 -0.029 -0.016 0,00137 NC NC 30 1 0,006 -0,001 -0.022 0,00292 NC NC 2 0.006 -0,027 -0.022 0,00281 2279.1 NC 3 0.006 -0,046 -0.021 0,00269 1633.8 NC 4 0.006 -0,058 -0.020 0,00257 2165.6 NC 5 0.006 -0,061 -0.019 0,00246 NC NC 31 1 0.006 -0,061 -0.019 0,00246 NC 6865.3 2 0.006 -0.059 -0.018 0,00234 2038.6 9380.1 3 0.006 -0.048 -0.017 0,00222 1519.7 NC 4 0.006 -0.028 -0.017 0,00210 2088.2 NC STOUCTURAL ENGINEERS, INC. 921 East Whittier BlvdM . La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POUND POINT LOAD AT HANDRAIL 821 EASTWHITTIER BOULEVARD LA HABRA. CAUFORNIA 00631 (562) 687-7304 • FAX(562) 681-2020 Page: 56 Date: 8/24/98 File: TMP DSAI Member -i- Sec X s< Member Deflections, LC 4 : DL-i-LL >=================:==:= Translation -i- Defls as L/n Ratios Y z X Rotate L/n (y) L/n (z) • in-m-rad- 5 0.006 -0.001 -0.016 0.00199 NC NC 32 1 0.023 -0.001 -0.002 0.00462 NC NC 2 0.023 -0.010 -0.001 0.00543 NC NC 3 0.023 -0.019 -0.001 0.00624 6918.8 NC 4 0.023 -0.027 0.000 0.00704 6209.2 NC 5 0.023 -0.033 0.000 0.00785 NC NC 33 1 0.023 -0.033 0.000 0.00785 NC NC 2 0.023 -0.036 0.000 0.00803 2797.8 NC 3 0.023 -0.035 0.001 0.00820 2180.6 NC 4 0.023 -0.032 0.001 0.00837 3026.0 8384.4 5 0.023 -0,027 0,002 0.00854 NC 6309.9 34 1 0.023 -0.027 0,002 0.00854 498.6 NC 2 0.023 -0.019 0,002 0.00819 727.7 NC 3 0.022 -0.011 0,003 0.00783 1382.0 NC 4 0.022 -0.005 0,003 0.00748 4704.7 NC 5 0.022 -0.003 0.004 0,00712 NC NC 35 1 0.022 -0.003 0.004 0,00712 NC NC 2 0.022 -0.005 0.004 0,00747 4502.7 NC 3 0.022 -0.011 0.004 0.00782 1362.9 NC 4 0.022 -0.019 0.004 0.00817 723.1 NC 5 0.022 -0.027 0.004 0.00852 495.7 NC 36 1 0.022 -0,027 0.004 0,00852 NC NC 2 0.022 -0.032 0.004 0,00835 3067.5 NC 3 0.022 -0.036 0.005 0,00818 2191.3 NC 4 0.022 -0.036 0.005 0,00800 2789.3 NC 5 0.022 -0,034 0,005 0,00783 NC NC 37 1 0.022 -0.034 0,005 0,00783 NC NC 2 0.022 -0,028 0,005 0,00702 5229.8 NC 3 0.022 -0,020 0.005 0,00621 5306.9 NC 4 0.022 -0.010 0.005 0.00540 NC NC 5 0.022 -0.001 0.006 0.00458 NC NC 38 1 0.016 -0.001 -0.002 -0,00480 NC NC 2 0.016 -0.007 -0.001 -0.00559 NC NC 3 0.016 -0.015 -0.001 -0,00639 NC NC 4 0.016 -0.023 -0.001 -0.00718 NC NC 5 0,016 -0.029 0.000 -0.00798 NC NC 39 1 0,016 -0.029 0.000 -0.00798 NC NC 2 0,016 -0.032 0.000 -0.00811 3016.8 NC STj^UCTURAL ENGINEERS, INC. y:^i East wnittier Bivdr~ 821 EASTWHITTIER BOULEVARD LA HABRA, CAUFORNIA 90631 (562) 687-7304 • FAX (562) 681-2020 La Habra, CA 90631 TMP SERVICES DSA RAMP/LANDING 3D ANALYSIS WITH 200 POXJND POINT LOAD AT HANDRAIL ===================< Member Deflections, LC 4 Member + Translation -i- Sec X Y z X Rotate in xn in rad 3 0.016 -0.032 0.001 -0.00825 4 0.016 -0.029 0.001 -0.00838 5 0.016 -0.025 0.002 -0.00852 Page: 57 Date: 8/24/98 File: TMP DSAI DL-fLL >==================== Defls as L/n Ratios L/n (y) L/n (z) 40 1 2 3 4 5 41 1 2 3 4 5 42 1 2 3 4 5 43 1 2 3 4 5 44 1 2 3 4 5 45 0 0 0 0 0 016 016 016 016 016 ,025 ,018 Oil ,005 .002 0 0 0 0 0 002 002 003 003 003 -0.00852 -0.00808 -0.00764 -0.00720 -0.00676 0, 0, 0, 0. 0, 016 016 016 016 016 -0, -0 •0, •0 •0 002 005 010 017 023 0 0 0 0 0 003 004 004 004 004 00676 ,00721 00765 00809 ,00854 0, 0 0, 0. 0 016 016 016 016 016 023 028 031 031 029 0 0 0 0 0 004 004 005 005 005 •0,00854- •0,00840 •0,00827 •0,00813 -0,00800 ,016 ,016 ,016 ,016 ,016 029 023 016 ,008 ,001 0, 0, 0 0 0 005 005 005 005 006 00800 00720 00641 ,00562 ,00482 0,014 0,013 0,013 0,013 0.013 001 001 000 001 002 •0 •0 •0 •0 •0 226 230 233 236 236 00556 ,00549 ,00541 ,00533 ,00526 0 0 0, 0. 0 013 013 013 013 013 002 001 001 001 ,001 •0.236 •0,234 •0.230 -0,224 •0.219 00526 00534 00541 00549 ,00557 2319,8 3173.4 NC 535.8 771.5 1438.0 4682.9 NC NC 5442.4 1582 829 567 2 .9 ,3 NC 3348.6 2412.9 3095.7 NC NC 8908.7 NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC DESIGN CALCULATIONS FOR: 12* WIDE COMMERCIAL COACH PAD / PIER / ANCHOR SYSTEM (70 MPH / EXP 'C WIND. TYPE 4 SOIL) ADDRESS OF INSTALLATION: 4\ F3 PREPARED FOR: MOBILE MODULAR MANAGEMENT CORP. 5700 LAS POSITAS ROAD LIVERMORE, CALIFORNIA 94550 11450 MISSION BLVD. MIRA LOMA. CALIFORNIA 91752 PREPARED BY: ACUMEN ENGINEERING. INC. 12808 SOUTH, 600 EAST DRAPER, UTAH 84020 (801) 571-9877 The information In these calculations Is proprietary. They may not be reprinted, distributed or used for any purpose without the expressed written pemnission of Mobile Modular Management Corporation. TABLE OF CONTENTS ITEM DESIGN LOADS PAD/PIER DESIGN Wood Pad Analysis Pad/Pier Spacing GROUND ANCHOR DESIGN 12' Wide Commercial Coach (70'C* Wind, Type 4 Soil) SHEET 4 5 DESIGN LOADS A.) Dead Loads 1. )Roof 2. )Floor 3. )Exterlor Walls 4. )Partition Load 6 psf 8 psf 6 psf 10 psf B.) Live Loads 1. )Roof 2. )Floor 3. )Wlnd: 70 mph, Exp'C* Primary Frame: Uplift: 4. )Seismic Zone: 4* (Allowable Stress Design) 20 psf 50 psf / 2000# Concentrated Load Ce Cq qs I 1.06 1.06 Ca Design Pressure (psO P=(Ce)(Cq)(qs)(l) 1.3 12.6 1.0 0.8 12.6 1.0 17.4 10.7 Design Base Shear V=((3.0)(Ca)/(R)(1.4))(W) 0.44 5.6 0.168 Does not include 'Near Source Factor' as required by the 1997 UBC for buildings located within 10km of a known seismic source. * Ordinary Braced Frame System - r< <t •t T T .-^1 r< M 1 t f<b= ^73 /^I'-zO »\^3^ f^i ^•1^- I'J ^^PlM^ ) GROUND ANCHOR DESIGN Input Data: Design Wind Pressure: (P) 17.4 psf Seismic Load Factor (SI) 0.168 W Roof Dead Load: (Rd) 6 psf Floor Dead Load: (Fd) 8 psf Exterior Wall Dead Load: (Wd) 6 psf Roof Live Load used In Seismic Calculation: (Rl) 0 psf Partition Load used In Seismic Calculation: (Pd) 10 psf Floor Live Load used in Seismic Calculation: (Fl) 0 psf Building Depth: (D) 11.83 feet Exterior Wall Height: (H) 8 feet Roof Depth: (R) 1 feet Floor Depth: (F) 0.67 feet Skirting/Foundation Height: (S) 3.33 feet Pull-Out Capacity of Anchon (Pu) 7125 Ibs Angle of Anchor Installation: (A) 45 degrees Strap Design Capacity: (Sd) 6300 Ibs Safety Factor (Fs) 1.5 Calculations: Ground Anchor Caoadtv: Design Capacity of Anchon Pc = Pu/Fs 4750 Ibs Strap Design Capacity: (Sd) 6300 Ibs Goveming Capacity: (Csc) 4750 Ibs Lateral Load Resistance of Anchor/Strap Assembly: VL = Gc x cos(A) 3359 Ibs (1? Wkle, TX Wind, Type 4 Soil) 7 GROUND ANCHOR DESIGN (cont.) (12 Wide. 70C WIncJ. Type 4 SoB) Building Length: (L) (feet) 32 44 50 60 66 Calculations: Transverse Load: Base Shear Due to Wind: Vw = P X (R •^ F ••• H + S/2) X L (lbs) 6311 8678 9861 11834 13017 Base Shear Due to Seismic: Vs = (SD((LxD)(Rd+Fd•^RI•^Pd+FI)+ - ((L+D)x2xHxWd)) Obs) 2233 2999 3382 4020 4403 Goveming Transverse Base Shear (V) Obs) 6311 8678 9861 11834 13017 Lonaitudlnai Load: Base Shear Due to Wind: Vw = P x (R •«• F •»• H + S/2) x D (Ibs) 2333 2333 2333 2333 2333 Base Shear Due to Seismic Loading: Obs) 2233 2999 3382 4020 4403 Goveming Long. Base Shear (VO Obs) 2333 2999 3382 4020 4403 Ground Anchor Quantity: In Each Transverse Direction: Nt = V/VL 2 4 4 4 4 In Each Longitudinal Direction: NI=VI/VL 1 1 2 2 2 Total Quantity of Anchors Required: 6 10 12 12 12 Reauired Anchor Pullout Caoacitv (Ultimate Caoacitv): In Each Transverse Direction: U=((V/Nt)/cos(A))F5 Obs) 6674 4589 5214 6257 6883 In Each Longitudinal Direction: LI=((VI/NI)/cos(A))Fs Obs) 4935 6343 3577 4252 4657 6 ALTERNATE GROUND ANCHOR DESIGN (12 wide, TOC wind. Type 4 son Input Data: Design Wind Pressure: (P) 17.4 psf seismic Load Factor (SI) 0.168 W Roof Dead Load: O^d) 6 psf Floor Dead Load: (Fd) 8 psf Exterior Wall Dead Load: (Wd) 6 psf Roof Live Load used in Seismic Calculation: (RO ° P*' Partition Load used in Seismic Calculation: (Pd) 10 Psf Floor Live Load used in Seismic Calculation: 0=0 ° Building Depth: (D) 11.83 feet Exterior Wall Height: (H) 8 feet Roof Depth: (R) 1 ^eet Floor Depth: (F) 0.67 feet Skirting/Foundation Height: (S) 3.33 feet Pull-Out Capacity of Anchor (Pu) 7125 Ibs Angle of Anchor Installation: (A) 45 degrees Strap Design Capacity: (Sd) 6300 Ibs Safety Factor (Fs) 1-5 Calculations: Ground Anchor Capacitv: Design Capacity of Anchor Pc = Pu/Fs 4750 Ibs Strap Design Capacity: (Sd) 6300 Ibs Goveming Capacity: (Gc) 4750 Ibs Lateral Load Resistance of Anchor/Strap Assembly in Longitudinal Direction: VL=Gcxcos(A) 3359 Ibs Lateral Load Resistance of Anchor/Strap Assembly in Transverse Direction: VT = 6cxcos(A) 3359 Ibs Lateral Load Resistance of Anchor/Strap Assembly in Transverse Direction: (30 Degree Maximum Variance From Principal Axis) VTT = Gc X cos(A) x cos(30) 2909 Ibs ALTERNATE GROUND ANCHOR DESIGN (cont.) (iz wide, TX WM. Typ. 4 SOB) BuiWing Length: 0-) (feet) 32 44 50 60 66 Caicuiations: Transverse Load: Base Shear Due to Wind: Vw = P X (R + F •^ H + S/2) X L Obs) 6311 8678 9861 11834 13017 Base Shear Due to Seismic: Vs = (S0(OJ<D)(Rd+Fd•^RI+Pd+F0+ - (0.+D)x2xHxWd)) Obs) 2233 2999 3382 4020 4403 Goveming Transverse Base Shear (V) Obs) 6311 8678 9861 11834 13017 Lonaitudlnai Load: Base Shear Due to Wind: Vw = Px(R•^F•^H•^S/2)xD Obs) 2333 2333 2333 2333 2333 Base Shear Due to Seismic Loading: Obs) 2233 2999 3382 4020 4403 Goveming Long. Base Shear (VO Obs) 2333 2999 3382 4020 4403 Ground Anchor Quantitv: In Each Transverse Direction: Nt = V/VT 2 2 2 2 2 (Maximum of 2 Anchors) In Each Transverse Direction at 30 Degrees: Ntt = (V-2(VT))AnT 0 2 2 2 4 In Each LongKudinal Direction: NI-WVL 1 1 2 2 2 Total Quantity of Anchors Required: 6 10 12 12 16 Ground Anchor Loads: In Each Transverse Direction: Lt=((V/(Nt+Ntt)/cos(A))Fs Obs) 6674 4589 5214 6257 • 4589 In Each Transverse Direction: (30 Degrees) Lt=(V/(Nt+Ntt)/cos(A))/cos(30)Fs Obs) 0 5299 6021 7225 5299 In Each Longitudinal Direction: LI=((VI/NO/cos(A))Fs Obs) 4935 6343 3577 4252 4657 c .s o C 3 — n — > V r; T t ) \ f t II t ! M I I f I ' w T T T v^ PAD/PIER SPACING (12' Wide. 70C Wind, Type 4 SoiO input Data: Roof Live Load: (RO 20 psf Roof Dead Load: (Rd) 6 psf Exterior Wall Dead Load: (Wd) 6 psf Floor Live Load: (FO 50 psf Floor Partition Load: (Fp) 10 psf Floor Dead Load: (Fd) 8 psf Module Width: (W) 11.83 feet Sidewall Height: (H) 8 feet Pad/Pier Capacity: (P) 4000 Ibs Calculations: Weight of Exterior Wall: We=(WdxH) 48 plf Load Acting on Outside Chassis Main Rails: Wo=((RI+Rd-^FI•^Fp+Fd)(W/2))•^We 604.0 plf Maximum Spacing of Piers on Outside Main Rails: S=P/Wo 6.62 feet m 2 /O r-J> r z z 5 0 N m m XI •o So * m >30IO O > ^ a m r- (Jl CD O i° CD (/> Q (fl O .^^ Q O o' CO BP- a m o o < m X m m H Odd 111 "So* 15 ^ •a " »• ll Sir 8 3 o m )>-3 Ei 55 U f- s m ? 1 ^ ? S " 3 ^ ? c N ffl 9 5 ;^ S 8 r i5i ?! 5' ^ P r- o a o z o CP i m 1 o m -I > r CP m 5 P i m e o m D r 1 m m 1 ! nil 55 8? d 1 > m > Z o X o 1^ r k III IK So II ll u It "0 u m 70 I O r o r- i z a tn m D n) ••^ K* O 2 rn 7i "9 m as > z o X o 30 O m > F So" o... o [I. II 3? m o > r m e m z m O m 0 m in < o ni jomc _ fl ^ ;! -J r» fl ••'lis ill 2_ so Is! 1^^ lil U -D Z pi ^ m > S23 SI' 3^ mi °_n " ^ 2 Q z -n °ii i 31 E p O i Ml ° • Mew! Full ADA compliance with less space & less weight, at a no-nonsense price! flie ^^U'Senator! Your only choice for ADA-compUance ../cause It's the better choice^ Join PoiyPortables in taking the "other option" avallabla under fhe long-standing interpretation of ADA-regulations... tha "T-lurn" is a better choice for you... • LESS SPACE. Utilizing fhe "T-turn" option under ADA guidelines allows for 0 smaller unit. (Utilizing the unnecessary "fuil turning radius" resulted in larger, clumsltr, strictly-compliant units of the past.) The Ultra Access Unit from PolyPortablos Is cosier to transport, easier to place... the room-size solution that's been possible all along. • LESS WEIGHT. Strid ADA-compliance is easier • KO-NONSENSE PRICE. Price-gouging for stritf than ever. Easy haniHing is tht key... no-ramp ADA-compliance is now over... let the batter design and easy-grip handles complete the pic- choice become your only choice... from the com- ture! pony that thinks of you first! ) inir clioii'e "ihen ' : Your choice "IIOM' ": ADA regulations haven't thanged... but your thohes have! Illtniuett S^ecHlcBiloBS! - INSlPi ARIA... 79" R 69" > DOOR WIPTN ... )»" « DOOR OPENING... SO" • TANK UfkCni.„ 4Q gol, • WEIGHT... 290 Ibs. i I- . o .a s MINIMUM CLEAR WIDTH FOR SINGLE WHEELCHAIR na NO. 31-10 MINIMUM CLEAR WIDTH FOR TWO WHEELCHAIRS Fia NO. 31-11 ( a ) 60" DIAMETER SPACE ( b ) T-SHAPED SPACE FOR 180' TURNS WHEELCHAIR TURNING 6PACE FIQURE NO. 31-12 \ \ ^-{2.^ 7J^-f-^,^. S^x^/^' ?^^£j /^//^/rV///^ c ;-/ J.:r :o(i i I Oj/)^y.j^^,'^ cy ^••91 nHi:.6 fo- OJO 9ti3|Cf Cj, wjatjujf .jicjj PIPY —Hf —Mi'i !>r'i-ir»r.T-» 4.8 IfA^e AttowaaB* ABA R«aob KWgOl Intt And rteUiUea Nex SwtUeet te acfitlon 106 of tlif JCtUonsl HlStorte Pre»«v»tion Act, Where •luritioni ire unflerttktn to a qu&lifled hls> to* building or flidHty thii t* noi aul^Ki to •eeOOIA 108 lh* N»tlotial Hietoric frewiv*. (IDA Aet, If th« tntity undert«kln| the Klter* ationl believes thot complianee with the rc- »i«rtlft»nu for aeceoiibls rouieo (•meriar lad int*»t], r«np«. tntraneM. er toUei* would ihrsiitn er dvatrey the hiKone •igmnoBnee or (hi budding or ficiUty and that the alttmatwe requiiiinems In 4,1.7(9) should be uHi for the rentufo. th« enuty inould c«nault wuh the aiKWKlltorlc PrckervaUan Oiri6«r, (fths State HiitBM f>r«M(vfIton OiHeer igr«c« thit com- pu«n«« vyith thft iccesalt»UUy rcquinmenta fbr ICCOMIM* routii (BxtcTtoi and Intertor). ramp*. enti«ii;«s or tdUcta vwauld threaten or deatroy the biltorical algnincanee of Ihc buUtfing or facUi^» ths altemative requirement m 4.1.7(3; rmy be used. (e) Comullatlon with !ni«raatid Panaiu. Inticiitffd penena should be^mvAcd to partici- pate Gsnsultauon praciaa. cnel jding Slala Ir local aectaatbdity oiriclala, indtviduaU vuh dotbUiiiaa, and erffatiMllona rapreaant- ing tA^lvlduaia with dlssbUtUcs. (d) Cartifiad Leesl Qovommcni Hiatortc Pre- •ervatlen preflronw. Where the ateU Hiatortc PreaaivoUOA omcer haa dtlegatcd the conauUa- tiontsbonslbaity for purpoaea of thia aeclion (0 a total sovemment hlatorte preaervation precraiil that boa been crriined (n seeerdaiwe with BiStlon lOlte) ofthe Notional HIatortc Presic^on Art Ofisaa (16 U.iC. 4701 (el) and uwijainanmw* r«|ulatton» (38 orR 61.51, the raoeenaibility may be einied out by tne apprope<«'.e local fowumment Oody or ofadal. (3) KIMenc preaarvauoH! Mlniniium Rcqutnaunta: la) M leae! en« aoee«e(ble route camplyirig «v«h 4.| frem o olte acceaa point to in aecoo- ftlble enirsftse »h»U be provided. BxcsrnoN: A ramp with i slope w , than Iff Sbr » run nol to exceed a ft («io mm) may bo aecd »« part of an acceaoibie route to an enimnce. 14 m (01 AL leoat one aceeaoihie entrance ooropV- ing with 4.14 which la uaod by the pubUe ahsH bi> provided. EXCF.mON; If It la detennined that no entrance uaed by the public can comply with 4.14, lhan acstoa at aoy entrance "ot u«<i''y the toneniJ public but open (unlookedl with directional signoge at the primary entrance may be uaed. The acceaoiWe antrance ahau olao hgva t noufkaUon syslcm. where secunty la a problem, remote ironuortng may ba uacfl. Id If toUets are provided, then st lesal one toilet meliity complying with 4.aa snd 4.1.6 shall be provided along ax\ accessible route mat compUsa »Hth 4.9. Sufth toilet fftdUty nwy be unisex in design. (dl Accesstble roulss from on accaaalblo enirancs to lU publicly used spaces on otiesat the level of ihe teeeaolble emnnce ahall be provided, ^eoaae ahaU be provifled to all levela of a buOdlng or facility In compliance with *. i whenever prsciicol. (el Dtoplays end wntten informsuon, documenta, etc.. ahoultf be tocated Ihey esn be aeen by a aeS'-ed person. Exhibits snd atgnsge dlaptSyed horowntally (e.g.. open ooeiu); should ba no higher than 44 in (1120 mm) sbovs lha floor ouifacc, NOTBi Ths technical provisiona of sections 4.2 Ihrough 4.a» ore the °{^« . Araertcsn Nstlonsl Standard Inotliulesdocj- ment Al l?,t-lflBO, eascepi «s noted in Ihe text. 4.a apae* Allewoaee an4 Rosoh tunfds. 4.a.l* Wbaeleholjr rasaa|a WWth. The minimum clear width for smgle whaolch air paaaagt ahall be 31 m («i» mm) at • point atid , 36 m (815 mmj oontlnuoualy (aee Pig. i n*^ I 24(»). ! 4.a.a width for Whoolohol* FMstag. The ! minimum width for two wheelchairs to pasa n 60 in (1526 nun) (sec ftg. 91 4.i.i* WhoolalMar TUrolag tpaaa-The spsee rsq.uired for a wheelchair co msHS S IW- degrce turn Is a clear apace of 80 In H 588 tnxn» LOCI «,< !i»i'«n<i A•.-.'3 ;p:pr. .••ij.« i-f 4)11.4* Cistr floor or Onound tpaet for WHsfisbglrt (SOO Fig. 3(a)) sr a T-shapad apaca (aee rii.9(b». Otaar Ftoor or cSrouad iipaoo fbr iA^.X Aba SAd Approaoa. The mlalmum Stttir Qoor or ground opaea required te •afORunodate a single, owtlonsiy wheelchair aM oeoupant la 30 in by 46 in (760 mm by laOO mm) (see rig, 41s)). Ths minimum slear fleor ar ground apace fbr whc«tchsir« may be poilUenad for forward or parallel approach ta an c^ect (aaa Pig, 4(b) and (e)). Claar Aeer or gnHmd apace Ar whaoichalra may be pan of Bii knee space roqiutred imder eome ebjiets. 4«|i4.8 RsUtkmahlp ef SfaaoavsMag WijiraMa to WheoloMr Sptsss. One full uiwbsiructed aiOe oT uie clear floor or ground iplfes for i whadehsir shsU a^Dom ti overlap Or^'ioeeaaible route or adjoin another wheel* ohttr clear neor apace, iTa clear Door apase la lowed tn sn aleovs or oihorwiae conAnad on allibr port of three aulea. additional maneuver* IHg dearane** ahall be provided aa anown m Pt| 4(d) and (e). 4JL4.S tuiisaoo for Vhsslohoit fpsoss. Cmir floor or fround apaeas ttf wheelehsirs Sbl^ comply with 4.6. 4.M* f onrsrd ROMh. if thc clear floor only allows forward approach to an t. the maximum high fotword raaoh «)l|Wod shall be 46 m (1220 mm) (»ee Pig. d(a}), Tjy mnimum loui^uiord nmch is iff in ^90 rrwni, Ifthe high forward reach la over sn obsimtctien. raach and eioorsnces Shsll be sa oNDvn in Fig. 8Ib). 4 tlAe Itaaoh. iT the dear fleer apace aamss parsUel approach by s pcioen in a whiiSchaXr, ths nsKimum high side roach aiioWad shall bo 64 m (1370 mm) and iha low aidf fsseh shall ba no leao than s m (290 mm} sboeo the floor [Pig. 6(01 and (bl). Ifthe aide raadh ta over an ebstrucUon, ihs resch Shd' eiwihncso shall be aa aliown in Pig 6(e). 4.9 Aecessllble Biouta. 4.4i:i" oeaeral. AU walks, haiis. ceiTTtden. ataiis, si^walka. tunnels, snd sther spseee JHiA IB PM A Fig. 1 Minimum Clear Widen far tlnaia Whealchair Pig. 2 minimum Clear width forTwo Whcelcheire IK <xr l-i II I r • t 4.9 Aaaaasflblo Rettt« thai are part of on acscaaible reuie ahili eompiy With 4.S. 4.9.3 Leeatlea. (II At lesst one aoceasibia route wlUUn ih* baupOarj qfihm sits ahaU be provided from public transportslion stops, soeeasiblo psrMnft snd ae<;«asible paaaanger loading lonea, find public atresia or sidowalka to the sceeaalblc btfOdlng eniranco they ssrve, Thi acceostbla mule shall, to i/re moKtmum eAtnifyaame, nsoctds u^lCh tha nouitfibr th* general public. (B) At least one aeeeaslble route shall con- neoc seeessible buildings. faciUtiss. eiementa, sni apacea thit sn en the ssme aiia. (A At least one sceeaalblc route shall epn* nisi seeessible building or facility entraneea wHh sU seeeaaibls apaqea and alamanta and with sU acCeaaible dwelling uruts withm the buedlng or facility. (4) An aecaaaibie route ahall eenntet at lesat one occeaafbla nntranec nfeseh accessible dweuutg unit with those exterior and intertor apaeea ang {beiHtios that aervo the accessible dwelling unit. 4.9.3 Widtk- The minunum clear width of an aeceaaiblo reuta ahall be 30 ui lOiS mm} tsezer)i et doera (aoe 4.13.S and 4.13.6). if a paraon in a wheelchair muat make a tum around an obatruotion. the minimum clear width of the occeaalble routs shall be ao ahowr. tn rig. 7(s) and (b). 4.3.4 ysssiffii aptos. If on accessible roulc hsa loos than 60 in (isas mm) desr width, then psBsUig spaces at leaat 60 in by 60 in (1639 mm hjf 1826 mm) ahofl be located a( rsseonsbic intoTvalg not to exceed 20O R (Gl m). A T-later»ectlon of two corrtdvio or walks is itn stfceptsbls psssLtg place. 4,9.0 SfiA Room. AoeeHibic routes ahoU eompywlth 4.4.2. 4.8.a Bwrfssa ToKturoa, The surface of an aceeoaible routa ahaO comply with 4.5. i2itWn (•) solo {isas-mm)-bkinaT»r SPK* T-thapeS 9ptu\9t I SO* Turn* Pl|.3 Wh««|«h«lr Turning epaea