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CC-17-2979 Permit/vo. CC-1 2-17-2979 Miami Shores Village Permit Type.-,Commercial Construction 1oo*ow.s.2nd Avenue ws Work Classification:Alteration Miami Shores, FLon1u8-0000 Per I Permit Status:APPROVED Phone: (305)7e5-2204Issue Date:,.3,12,712018 '[ Expiration: 09/23/2018 ^ , Project Address Parcel Number Applicant 0999 NE 2 Avenue 1132060134490 1 CITY NATIL EINK OF FLA TRU Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone Cell CITY NATIL BNK OF FLA TRU 25 W FLAGLER Street MIAMI FIL 33,130-1718 25VVFLAGLERStreet / MIAMI FL33130'171B Contractor(s) Phone Cell Phone Valuation: $ 2,000.00 SAJOR GENERAL CONTRACTOR INC (786)290-1540 Total Sq Feet: 50 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Window Door Attachment Date Denied: Tie Beam Ty0e of Construction:INSTALL 50 LINEAR FEET OF RAIL Occupancy Load: Slab Stories: Exterior: Termite Letter Front Setback: Rear Setback: Framing Left Setback: Right Setback: Store Front Attachment Plans Submitted:Yes Certificatio!"n Status: InsulationCertification Date: Additional Info:-INSTALL 50 LINEAR FEET OF RAIL11' Drywall ScrewFinal PE Certification Bond Return Classification:Commercial Window and Door Buck Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Fill Cells Columns Review Building CCF $1.20 DBPR Fee $2.25 Invoice# CC-12-17-65953 Review Building 03/27/2018 Credit Card $241 A5 $50.00 Review Structural DCA Fee $2.00 j Education Surcharge $0.40 12/21/2017 Credit Card $50.00 $0.00 Review Structural Permit Fee $150.00 Review Planning Plan Review Fee(Engineer) $80.00 Review Electrical Plan Review Fee(Engineer) $45.00 Review Plumbing Scanning Fee $9.00 Review Mechanical Technology Fee $1.60 Total: $291.45 In consideration of the iss ance t�mie ofi this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations _m y w th the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In pertaining thereto and in still con accepting this permit I assume risponsibilit f r done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLU I N ,M E C IH A NJ,ALL,0�INDOWS, DOORS,ROOFING and SWIMMING POOL work. PL ' ~ OWNERS AFFIDAVIT: / mgvmmnm Miami Shores Village R Building Department �Fc 1,016111 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 l'9 �2 Tel:(305)795-2204 Fax:(305)756-8972 4tv1J INSPECTION LINE PHONE NUMBER:(305)762-4949 } PBC 20 `1 i. BUILDING Master Permit No.� PERMIT APPLICATION Sub Permit No. OBUILDING ❑ ELECTRIC F-� ROOFING REVISION EXTENSION RENEWAL PLUMBING ❑ MECHANICAL' PUBLIC WORKS F-1-CHANGE OF CANCELLATION [:] SHOP CONTRACTOR DRAWINGS I JOB ADDRESS: 9999 NE 2ND AVENUE City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11-3206-013-4490 Is the Building Historically Designated:Yes NO X Occupancy Type: COMM Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple`Titleholder):CITY NATL BNK OF FLA TRUST Phone#: Address:25 WEST FLAGLER ST 4711' 1 City: MIAMI State: FL Zip: 33130'-1718 Tenant/Lessee Name: N/A Phone#: Email: )' CONTRACTOR:Company Name: SAJOR GENERAL CONTRACTOR Phone#: (786)290-1540 Address: 18100 ATLANTIC BLVD#403 City: SUNNY ISLES BEACH State: FL Zip: 33160, Qualifier Name: JORGE ROJAS Phone#: (786)290-1540 State Certification or Registration#: CGC 1516850 Certificate of Competency#: DESIGNER:Architect/Engineer: MIAMI ENGINEERING GROUP. Phone#: (786)252-1440 Address:2511 SW 69TH AVENUE City: MIAMI State: FL Zip; 33155 Value of Work for this Permit:$2,000.00 Square/Linear Footage of Work: 50 L. FEET Type of Work: ❑, Addition ❑ Alteration ■❑ New ❑ Repair/Replace ❑ Demolition Description of Work: INSTALL 50 LINEAL FEET OF RAILING TIS.) ffj?DC,e� C4. I(a L5, Specify color of color thru tile: Submittal Fee$ Permit Fee$ 00 CCF$ CO/CC$ Scanning Fee$ Radon Fee$ oL• 073 DBPR$ Notary$ i Technology Fee$ Training/Education Fee$ 4`;4 Double Fee$ Structural Reviews$ Bond$ ' TOTAL FEE NOW DUE$ f (Revised02/24/2014) i a � 1 Bonding Company's Name(if applicable) N/A Bonding Company's Address City State Zip I Mortgage Lender's Name(if applicable) Mortgage Lender's Address City -S tate Zip Application is'hereby made to obtain a permit to do the work and installations as indicated. I certify that no work`or installation has I commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand'that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all j applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a-condition to the issuance'of a building'permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subje to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspectio which occurs seven (7) days after the building permit is issued. In the absence of such posted notice,,the inspection will not be pprove d a reinsp tion fee will be charged. r Signature Signature or AGENT CONTRACTOR The foregoing instru n J `s acknowledged before me this The foregoing instrume was acknowledged before me this �q day o 20 I j by �day.of 20 17 ' ,by .JO kO Ma(Lb n>°Z,who is personally known to 20�1 who is persona y known to me or who has produced as me or who has produced s identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: r Sign: / + Print: I °,�R��"4�4��: 1, Seal: µms, N, II MYCOMUl FAU KELLY E.GALE SI ' L'«%Commission#GG 131334 9rF�F�oK�O' BodTRES:Mari 18 103507 • �=Expires Nov 21,2021obuagS201B ********* *M *oIF449M *0p3851019 ******************■r******ss *s*'***********r******************** t APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Shoreview Center t 9999 NE 2ND AVENUE, SUITE 305 MIAMI SHORES FL 33138 t . a To Whom It May Concern: k I,Alex Edelman, am the owner of AHE Realty Associates, LLC. D/B/A Shoreview Center; building located at 9999 N.E. 2nd Ave. Miami Shores,FL. 33138. This letter is meant to inform j you that as Property Manager of Shoreview Center, Julio Martinez is authorized to make any decisions on my behalf(excluding sale or transfer of ownership of said building). Sincerely, ex Edelman caner of AHE Realty Associates, LLC.DBA Shoreview Center t i STATE: FLORIDA COUNTY: MIAMI—DADE /1 This instrument was acknowledged before me on this day of JJerC , 2016 by all , parties listed above. All patties listed have either provided the necessary proof of identification or Are personally known to me. ,r MARIA T.GROSSO * MY COMMISSION t FF 231886 / � EXPIRES:May 17,2019 v! C Q `� 6oided Thru Budget Notary Services j (Notary Printed Name) } 1 , (Notary Signature) M (SEAL) l s 1 i , 9499 NV 2"d. 4venuP_Ste. 10q Miami ShnrRc. FT. iii IR TPI. (101;17r%6-774:1—€+ax(104+) 756-7741; ukifidaffm i G y National Bank f BCI mmwiAC GRow i 3 s November 2, 2016 i 3 Village of Miami Shores 10050 N. E. Second Avenue Miami Shores,Florida 33138-2382 Re: Land Trust No. 2401-2045-00 -Miami Shores Land Trust f Gentlemen: City National Bank of Florida is the Trustee under Land Trust No.2401-2045-00. This letter confirms that AHE Realty Associates, LLC is the sole Beneficiary of the Land Trust and that Alex Edelman € has the power of direction under the Trust. Our records reflect that Mr.Edelman is the sole member f of AHE Realty Associates,LLC. j Very truly yours, L .L(� CITY NATIONAL BANK OF FLORIDA EXECUTES THIS INSTRUINfENT SOLELY AS TRUSTEE UNDER LAND TRUST Mario . Carballo NO.1461—.9,946AND NOT PERSONALLY AND NOT Trust icer INDMDUALLY AND NO PERSONAI.JUDGEMENT OR DECREE SHAD E�TR.BE SOUGHT OR OBT`41AED AGAINZST Direct Line: 305.577-7294 THE SAID BANK BY REASON OF THIS INSTRUMENT. Fax: 305-577-5353 E-Mail: gBinola@citmtional.com F:SECURE:LEGAL:LEGALCLERK:2016:TRUSTS:LETTERS:MIAMI SHORES:EDELMAN t r i PO Box 025620 Miami, FL 33102-5620 citynationai.com Member FDIC I Equal Housing Lender SAJOR GENERAL CONTRACTOR a Date: -5/a7 /6 State of { County of Before me this day personally appeared �� AS who,being duly sworn, deposes and says: That he or she will be the only person working on the project located at: F Swo .n to(or affir ed)and subscribed before me this /day of . 20 , by Personally know OR Produced Identification CType of Identification Produced i Print,Type or Stamp Name,of Notary t � ip�';`::�•�h MARAT.GROSSO * * My MWISSION#FF 231886 EXPIRES:May 17,2019 Y dj''For s. Bonded Tft NO Notary SWIM r ♦ REs Li s� a Miami shores Village - ,' "1111" Building Department d 9 p ,es `' 10050 N.E.2nd Avenue to ORIUp' Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner,must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt i£ I. The officer owns at least 10 percent of the stock of the corporation,or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers'compensation exemption and has acknowledge that he or she will not use day labor,part-timeemployes or subcontractors for your project.The contractor has provided an affidavit stating that he or she will be the only person allowed o wor on your project.In these circumstances,Miami Shores Village does not require verification of workers'compensation i urance c erage from the contractor's company for day labor,part-time employees or subcontractors. r BY SIGNING BELO YOU NOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS 'CONTENTS. Signature: f wner State of Florida County of Miami-Dade The foregoing was acknowledge before me this day of � ,2011 By M )k—k M L-"Tt NJ who is personally known to me or has produced pn. Notary: .c�tiN EXP�9• 'F�i� 6 20 Fs•: a.% �Q.Zir :O SEAL: _ �� •s ;o- ,gym ' ,;t1,4,9 U�V�' 1� iii g % ��\\\`� 2/28/2018 Kee WampConcept-Usage and Technical Information i SirrpliWBuilding 1 W URI A e SUD Tt1V, Europe's leading lndependentTesting House, has approved the following Kee Klamp fittit`�9 in sizes 5'to 9: • 10,Alp, 12, Al 2, 14, ls, 16, 17,19,20, 21, A21/A26,*25, 2-6,27,28,29,30,35,A3 s, r.,.�4�, `, p ••: •• 46, F50, M50,1v151, M52,BC53,55, 56,'M5158, 60, 61, 62, 6J,64, 65; 67, 68,710,75, 86,V, Mlo89, 114, • 3 •• .',tt_ •• •••• i t-: •• The maximum load of each fitting type is as stated on the TL1v Certifica_a?,a cosyi i rich is • available upon request. The technical descriptions featured in this manual have:not'bl-en part of000000 • ...... the testing. :•...: Due to passible dynamic load influences, some structures will need to be checked at regular intervals to ensure set screws are correctly tightened. For an up to date-1 UV listing see.http://www.keekiamp.com Kee Klamp are malleable iron castings manufactured to the requirements of ASTM A47-77-32510. J 'CLeeE Klamp fittings,size 5 to 9,can support an axial load of 2000 lbs. per setscrew with the set ti. Itchtenea b a torque of29 lb /f�.This ratingincl rdes a a37ctytactorof/L.I 1 The exception to this torque specification,s size 6 Kee, Lite (Aluminum)fittings. The recommend r set screw torque value for size 6 Kee Lite is: -119 ft/lbs. I No Kee Klamp fittings have been found to be hazardous within the meaning of current OSHA Regulations,assuming that the materials are cut and assembled using normal pipe cutters,isaws and he'xacgonal-Keys. �. .1 Kee Klamp fittings are designed so that the need to weld is ?voided-an added safety element since the welding process does have OSHA implications,especially if the pipe is pre-aaivanized 3 or has anv other pre-finish. i. . 1 ���mp g�IXX S Specifying Kee h"s-itamsimpiifiedbuildirg.cowope-fi%rV ll�Warrtp-ape } r r 622-8-glardard Railing Flange,I-10 Kee idamp Fitting I Sirrralified Buildn5 4/2812018 11 b 1 ' '•1u' ® Standard ��� n Flay . , 62. 8 • r •••• •••• ••••• w . w V ' a TYPICALLY SHIP IN } 1 Business Day PR&E >r �- 1 $29.80 , Add to Cart a Model:62-8 s . • 4 i Product Descriptoon � r { t Ideal when a structural fixirsg is re =aired. When fixing guard railing and balustrades, Type 62 $. should always be used- Tl: ah les are of sufficient diameter to Insure ;Toper Pi�.in with either a V mechani"Cal or chomical anchor. The two set screws it the vertical socket give greater side { • P' t https:/Mwftsimplifiecbuiicring.conypipe4tdngsAaee Wa6#62-8-standard-railing4ange-1-1-2 1n 7J?,81'L018 62-8-Stanclard Railing Fla %1-1rT Kee l4aM Fitting I Siff#ified Buildng load stability to the upright: It is recommended that the fixing holes in the Flange should be in line with the applied load. Used for ,SDA compliant railing. Fina more uses,for Kee Klamp fittings by browsing our-projects -rea. f Frequently Asked Questions Does the fitting come.with set screws? ;••"; .. .. • ! Are these fitting available in colors? ;•'•;•; .• :...... ...... 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L 9 a S L t k i t ! i ! A , I ! 4 i r ' � X }� r Date': 02/01/18 Page: 2 k k P Y • r. � r B � A Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project: 9999RAI LI NGS View - Cases: 2 (LL2) t U •••• �•••• ••••• •• •• 6690** • • i ° • 9960 r F Z a O ZG4 o oo GG N i O4 r 8 L S L r fr Z 11 5 1 E w s , Date: 02/01/18 Page: 3 e a_ i i Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project: 9999RAI LI NGS F View - Cases: 3 (COMB1) U jjj • • • • • • •••••• f F � � i Z SL �L 0 • .+ o a Z L ' 4 m 44 t } } r OL 4 L g F S t s 1 E w •i I y ' Date: 02/01/18 Page: 4 } s Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS(Recovered).RTD Address: Project: 9999RAILINGS(Recovered) 1 View - Reaction forces(Ib),Reaction moments(Ib*ft), Cases: 3 (COMB1) ...•.• U •••• � ••.• • • U • • • • • •••••• mnCO ! jJ US r 00 M' L�mQO�'!i -0x}N LL LL Ex ' Z p 9 d OL cry 6 8 L a L a ! 1 to j m m r N { Q rrye}O <• ajN�ODIf>M b. MM COIn j s 11 II !! X�- LL LL LL p a r t K , i Date: 02/01/18 Page: 3 V , t Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS(Recovered).RTD Address: Project: 9999RAILINGS(Recovered) r View - Reaction forces(lb),Reaction moments(lb*ft), Cases: 1 (LL1) ` - •••. .••• . . •••• 0000 ••..• 0�1 00•09• i000 • 00000 �1 • • • • cU+. •• •• 1 •• 0000•• • •••••• • • • • 0000000 0000•• • • • • • • • • 0000•• •• • •0 • • • 00 0 , uuouuu X}NX>"N LL LL LL L L I z 17 l, EL , Z I- I LL OG CO y, a. 6 8 � " 1 L 9 S F LO • Nr�C�7MN I II I}}I II II II II LL IL LLL I f a j Date: 02/01/18 Page: 2 .. I a Autodesk Robot Structural Analysis Professional 2011 Author: _ File: 9999RAILINGS(Recovered).RTD ' Address: Project: 9999RAILINGS(Recovered) a ` View -.Reaction forces(Ib),Reaction moments(Ib*ft), Cases: 2 (LL2) i..•. 00 Y .. . . • V •••••• ••• • ••••• so to • y' S a F � 1 P m L9 r- 7 OOWN r T LO F F r X N LL I z • s. 5L ' K i Zl� c E S7 6. 8 9 4 r l Y 9 0 t]LO, f N ' } X NI M u. a j 6 a { 4 ' p S Y i + y y X i r Date:'02/01/18 3 Page: 2 s ' � Y r 9 Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project: 9999RAILINGS .STEEL DESIGN -4 ----------- --------------------------------------------- ----------------------------------------------- - 5--.---v-------- •••..• CODE: ANSI/AISC 360-05 An American National,Standard, March 9,20tJ15'* : . •' ' ANALYSIS TYPE: Member.Verification ...... •: •••• • --------------------------------------------------=-------------------------------- ----•--------- . ` CODE GROUP:; •;p•• •••• • ' MEMBER: 1 Simple bar_1 POINT: 1 COORDINATE: -------------------...... ... ..... LOADS: ••• • Governing Load Case: 3 COMB1 (1+2)*1.60 ""•' • •• - -------------------------------------------------------------------------------------------------------------------------.�.,�•t-__-_ MATERIAL: tF . . . ....... STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi • ••0• ---------------------------------------------------------------------------------------------------------------------------------------- Y � a SECTION PARAMETERS: HSRO 1.9x0.188 d=1.90 in Ay=0.472 in2 Az=0.472 in2 Ax=0.943 in2 b--1.00 in Iy=0.3554n4 Iz=0.355 in4 J=0.710 in4 k tw=0.17 in Sy=0.374 in3 Sz=0.374 in3 &--0.17 in Zy=0.520 in3 Zz=0.520 in3 ' ---------------------------------------------------------------------------=---------------------------------------------=-------------- MEMBER PARAMETERS: - I ICb 2 s k Ly=3.50ft �Lz=3.50ft f , 1 Ky= 1.00 Kz= 1.00 Lb=3.50 ft KLv/ry=68.45 KLz/rz=68.45 Cb= 1.00 INTERNAL FORCES: NOMINAL STRENGTHS: Tr= -131.85 lb*ft FiT*Tn= 1319.061b*ft Pr=95.21 lb Fic*Pn=23873.98 lb Mry=5.50 lb*ft Vry=-321.85 Ib Fib*Mny= 1404131 lb*ft Fiv*Vny=9165.961b Mrz=-884.251b*ft Vrz=-39.93 lb Fib*Mnz= 1404.31 lb*ft Fiv*Vnz=9165.96 lb --------------------------------------------------------------=------------------------------------------------------------------------- t SAFETY FACTORS ' Id , Fib=0.90 Fic=0.90 Fiv=0.90 ---------- ---------------------------------------------------------------------------------------------------------------------------- SECTION ELEMENTS: UNS.=Compact STI=Compact 4 ---- ----------------------------------------------------------------------- ------- ------------------------------------------ ` VERIFICATION FORMULAS: Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.64< 1.00 LRFD(H1-lb) Verified Vry/(Fiv*Vny)=0.04< 1.00 LRFD(G2-1) Verified Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified I Ky*Ly/ry=68.45<(K*L/r),max=200.00 Kz*Lz/rz="68.45<(K*L/r),max=200.00 STABLE -----------------------------------------------------------------------------------------------------=--------------------------------- .Section OK!!! STEEL DESIGN ---------=----------------------------------------------------------------------------------------------------------------------------- Date : 02/01/18 Page: 1 1 � Autodesk Robot Structural Analysis Professional 2011 k Author: File: 9999RAILINGS.rtd Address: Project: 9999RAILINGS CODE: ANSI/AISC 360-05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member'Verificaton ------------- - ------------------------------- ---------- ------ ---------------------------------------------------------- y CODE GROUP: ' .... MEMBER: 2 Simple bar-2 POINT: 1 COORDINATE:----------------------------------------------------------------------------------------------- x;O�fX1•L=0 ODft•• ••••• .. • LOADS: ...... .. ...... ...... Governing Load Case: 3 COMB 1 (1+2)*1.60 � - ••��•• .... ..-- MATERIAL: - •••• ' "•' . . STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi •••• 1 • ------------------------------------------------------------ --------------------------------------- -------- ------- • I tz SECTION PARAMETERS: H_SRO 1.90.188 •••••• d=1.90 in Ay=0.472 in2 Az=0.472 in2 Ax=0.943 in2 .• b=1.90 in Iy=0.355 in4, Iz=0.355 in4 J=0.710 in4 tw=0.17 in Sy=0.374 in3 Sz=0.374 in3 F, tf=0.17 in Zy=0.520 in3 Zz=0.520 in3 ---------------------------------------------------------------------------------------------------------------------------------------- MEMBER PARAMETERS: FilI �b i.o 1.0 Ly=3.50ft Lz=3.50ft + Ky= 1.00 Kz= 1.00 Lb=3.50 ft KLy/ry=68.45 KLz/rz=68.45 Cb= 1.00 - ----------------- ------------------ --------------------------------------------------------------------------------------------- INTERNAL FORCES: NOMINAL STRENGTHS: Tr= 130.85 lb*ft FiT*Tn= 1319.06 Ib*ft , Pr=94.09 lb Fic*Pn=23873.98 lb Mry=-5.50 ib*ft Vry=-318.15 lb Fib*Mny= 1404:31 lb*ft Fiv*Vny=9165j96 lb Mrz=-875.75 lb*ft Vrz=39.93 lb Fib*Mnz= 1404.31 lb*ft Fiv*Vnz=9165.96 lb ------------------------------------------------------------------------------------------------------------------------------- FACTORS , Fib=0.90 Fic=0.90 Fiv=0.90 --------------------------------------------------------------------------------------------------------------------------------------- SECTION ELEMENTS: UNS= Compact STI=Compact # --------7------------------=-----------------------------------------------------------I---------------I------------------I-------------- VERIFICATION FORMULAS: # , ' Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.63 < 1.00 LRFD(H1-lb) Verified , Vry/(Fiv*Vny)=0.03 < 1.00 LRFD(G2-1) Verified Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=68.45<(K*L/r),max=200.00 Kz*Lz/rz=68.45<(K*Lh),max=200.00 STABLE ---------------------------------------------------------------------------------------------=---------------------------------=------- r Section OK!!!, + , t STEEL DESIGN ------=--------------------------------------------------------------------------I------------------------------------------------------- CODE: ANSI/AISC 360-05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member Verification ---------------------------------------------------------------------------------------------------------------------------------------- Date: 02/01/18 -Page: 2 k F a f Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd ' Address: Project: 9999RAILINGS ; CODE GROUP: MEMBER: 3 Simple bar-3 POINT: 3 COORDINATE: x=0.50 L= 1.98 ft ----------------------=--------------------=----------------------------------------------------------------------------=-------------- LOADS' •••• Gov erning Load Case: 3 COMB I (1+2) 1.60 • ------------------------------ MATERIAL: 006'9' 90 •• 0.00•• STEEL Fy=36000.00 psi Fu=58000.00 psi _ E=29000000.00 psi •••... a ;..0 0000 0000 • ,'1KTT1 so0000 � .••. 00.00 ••�••• ••• • 0000• i 4 • • 1 • • SECTION PARAMETERS: HSRO 1.9x0.188 •• •. ....•' d=1.90 in Ay=0.472 in-2 Az=0.472 in2 Ax;0.943 Int ..• . b=1.90 in Iy=0.355 in4 Iz=0.355 in4 J=0.710 i44 :06066 tw=0.17 in Sy=0.374 in3 Sz=0.374 in3 ' 9 •••••• E tf�-0.17 in Zy=0.520 in3 Zz=0.520 in3 ---------------------------------------------------------------------------------------------------------------------------------------- MEMBER PARAMETERS: F-Ca R] ,1 a t 4 ' Ly=4.00ft Lz=4.00ft Ky= 1.00 Kz= 1.00 Lb=4.00ft KLy/ry=78.23 KLz/rz=78.23 Cb= 1.00 ---------------------------------------------------------------------------------------------------------------------------------------- INTERNAL FORCES: NOMINAL STRENGTHS: Tr=-53.591b*ft FiT*Tn= 1319.06 lb*ft { Pr= 18.61 lb Fic*Pn=22137.54 lb I Mry=6.00 lb*ft Vry=-79.72 lb Fib*Mny= 1404.31 Ib*ft Fiv*Vny=9165.96 lb Mrz= 196.97 Ib*ft Vrz=2.89 lb Fib*Mnz= 1404.31 lb*ft Fiv*Vnz=9165.96 lb ---------------------------------------------------------------------------------------------------------------------------------------- SAFETY FACTORS Fib=0.90 Fic=0.90 ' Fiv=0.90 ---------------------------------------------------------------------------------------------------------------------------------------- SECTION ELEMENTS: UNS=Compact STI=Compact ----------------------------------------------------=----------------------------------------------------------------------------------- VERIFICATION FORMULAS: ' Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.14< I.00 LRFD(H1-lb) Verified 1 Vry/(Fiv*Vny)=0.01 < 1.00 LRFD(G2-1) Verified Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=78.23<(K*L/r),max=200.00 Kz*Lz/rz=78.23<(K*L/r),max=200.00 STABLE ----- ------- ----------------------------------------- ------------------------------------------------------- ------------ Section OK!!! + 6 �. STEEL DESIGN ---------------------------------------------------------------------------------------------------------=----------------=------------- CODE: ANSI/AISC 360-05 An American National Standard, March 9,2005 +' ANALYSIS TYPE: Member Verification --------------------------------------------------------------------------------------------------------------------------7------------- CODE GROUP: MEMBER: 4 Simple bar-4 POINT: 1 COORDINATE: x=0.00 L=0.00 ft ----------------------------------------------------------------------------------------------------------=---------------7------------- Date: 02/01/18 Page: 3 4 1 Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project 9999RAILINGS 4 +' LOADS: Governing Load Case: 3 COMB 1 (1+2)*1.60 ----------------------------- ------------------------------------------------------------------------------------------ MATERIAL: i"o0000 STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi ; ••; •••• ••• a --------------------------------------- ------r-----------------------------------------------------------------'-=----= ;•-- - ------ '• Z ...... •. ...... SECTION PARAMETERS: HSRO1.9x0.188 '"" "" • d=1.90 in Ay=0.472 in2 Az=0.472 int Ax4'M a'M n2 •• • b=1.90`in Iy=0.355 in4 Iz=0.355 in4 J=0.3rd 19cr1 j •• ••••• + tw=0.17 in Sy=0.374 in3 Sz=0.374 in3 •••• + t&0.17 in Zy=0.520 in3 Zz=0.520 in3 • • • ------------------------------------------------------------------------------------------------------------------------ ------ MEMBER PARAMETERS: •••••• 51 ,I ,o .. . Ly=4.00ft Lz=4.00 ft Ky= 1.00 Kz= 1.00 Lb=4.00ft KLy/ry=78.23 KLz/rz=78.23 Cb= 1.00 -------------------------------------------------------------=--------------------------7-------------------------------=--------------- INTERNAL FORCES: NOMINAL STRENGTHS: Tr=334.92 lb*ft FiT*Tn= 1319.06 lb*ft Pr=35.941b Fic*Pn=22137.54 lb Mry=-19.93 Ib*ft Vry=-174.73 lb Fib*Mny= 1404.31 lb*ft Fiv*Vny=9165.96 lb Ma=-106.30 lb*ft Vrz=59.521b Fib*Mnz= 1404.31 lb*ft Fiv*Vnz=9165.96 lb ---------------------------------------, ------------------------------------------------------------------------------- ------------- SAFETY FACTORS ' Fib=0.90 ,Fit=0.90 . Fiv=0.90 -------------------------------------------------------------------------------------------------------------------------------------y-- SECTION ELEMENTS: UNS=Compact STI=Compact ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: , , Pr/(2*Fi6*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.09< 1.00 LRFD(Hi-lb) Verified " Pr/(Fic*Pn)+Mry/(Fib*Mny),+Mrz/(Fib*Mnz)+(Vry/(Fiv*Vny)+Vrz/(Fiv*Vnz)+Tr/(FiT*Tn))^2=0.17< 1.00 LRFD } ' (113-6) Verified h ' Vry/(Fiv*Vny)=0.02< 1.00 LRFD(G2-1) Verified Vrz/(Fiv*Vnz)=0.01 < 1.00 LRFD(G2-1) Verified r Ky*Ly/ry=78.23 <(K*L/r),max=200.00 Kz*Lz/rz=78.23<(K*L/r),max=200.00 STABLE ---------------------------------------------------------------------------------------------------------------------------------------- I Section OK!!! + STEEL DESIGN: ' -------------------------------------------------=------------------------------------------------------------------------------------- + CODE: ANSMAISC 360-05 An American National'Standard, March 9,2005 N ANALYSIS TYPE: Member Verification --------------------------------------------------------:----------------------- CODE GROUP: MEMBER: 5 Simple bar_5 POINT: 1 COORDINATE: x=0.00 L'=0.00 ft' LOADS: Date: 02/01/18 Page: 4 ` w t , • F r E Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project: 9999RAI LI NGS ti a 1 Governing Load Case: 3 COMB 1 (1+2)*1.60 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL: . P ` ` STEEL Fy=36000.00 psi Fu=58000.00 psi, E=29000000.00 psi ••••• a rM ---------------------------------------------------------------------------------------------------------�---� --------aA.------- see*•• 5- SECTION PARAMETERS: HSROJ.660.14 '••••• ' :••••: d=1.66 in Ay=0.313 int Az=0.313 in2 Ax=1.623jn2 ."". • b=1.66 in Iy=0.184_in4 Iz=0.184 in4 J=0.3n A14 ""' ""• tw=0.13 in Sy=0.222 in3 Sz=0.222 in3 . • • • &-0.13 in Zy=0.305 in3 Zz=0.305 in3 •• • •• ----------------- ---a--•---------------------- • MEMBER PARAMETERS: •••••• p Cb • • • •...•. 1.0 Ly=3.00ft ' Lz=3.00ft Kv= 1.00 Kz= 1.00 Lb=3.00 ft KLy/ry=66.35 KLz/rz=66.35. Cb= 1.00 ---------------------------------------------------------------------------------------------------------------------------------------- INTERNAL FORCES: NOMINAL STRENGTHS: Tr=-10.02 lb*ft FiT*Tn=774.391b*ft Pr=23.78 lb Fic*Pn= 16061.17 lb Mry=5.57`lb*ft Vry` =-41.07 lb Fib*Mny=823.63 Ib*ft Fiv*Vny=6075.00 lb 3 Mrz=-119.78 lb*ft Vrz=-3.64 lb Fib*Mnz=823.63 lb*ft Fiv*Vnz=6075.00 Ib -------------=-------------------------------------------------------------------------------------------------------------------------- ` SAFETY FACTORS - ' Fib=0.90 Fic=0.90 Fiv=0.90 J. ----------- --------- ------------------------------------------------------------------------------ ---------------------------7------------- t. SECTION ELEMENTS: UNS=Compact STI 1=Compact -------------------------------------------------------------------------------------------------------------------------11--------------- VERIFICATION FORMULAS: ' ' Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.15< 1.00 LRFD(H1-lb) Verified Vry/(Fiv*Vny)=0.01< 1.00 `LRFD(G2-1) Verified r Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=66.35<(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=200.00 STABLE - Section OK!!! . l STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: ANSI/AISC 360-05 An American`National Standard, March 9,2005 F ANALYSIS TYPE: Member Verification �. ----------------------------------------------------- ----------------------------------------------------------------- CODE GROUP: ` AMEMBER: 6 Simple bar_6 POINT: 1 COORDINATE: x=0.00 L=0.'00 ft t ---------------------------------------------------------------------------------------------------------------------------------------- i LOADS: Governing Load Case: 3 COMB (1+2)*1.60 3 t -------------- ------------------ ----------------------------------------------------------------------------------------- MATERIAL: =---------------------------------- - ---- MATERIAL: bate: 02%01/18 Page: 5 z d _ � Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project: 9999RAI LI NGS Y d F , F _. STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi { -----------------------------------------=---------------------------------------------------------------------------------------------- z SECTION_ PARAMETERS: HSRO 1.66x0.14 •••• d=1.66 in A3=0.313 int Az=0.313 in2 Ax=0.625•ic2 •••• •• ••• b=1.66 in Iy=0.184 in4 1z=0.184 in4 J=0.370 in4. tw=0.13 in Sy=0.222 in3 Sz=0.222 in3 ••• •• • tf-0.13 in Zy=0.305 in3 Zz=0.305 in3 •••••• • • -------------------------------------------------------------------------------=---------------------------s...s------'--+. ----- ...... • ' MEMBER PARAMETERS: "'• •••• ..... . . ❑ � Cb . . ...• :. •.... .. .. 1.0 1.0 1.0 •••••• .•• ••••... Ly=3.00 ft. Lz=3.00ft • Ky= 1.00 Kz= 1.00 Lb=3.00ft •••••• ""'• KLy/ry=66.35 KLz/rz=66.35 Cb= 1.00 .. •• • ...r... ------------------------------- -----------------=---------------------------------------=-------------------------------=----*_-•----- • INTERNAL FORCES: NOMINAL STRENGTHS: E Tr=-7.80 lb*ft FiT*Tn=774.39 lb*ft Pr=8.88 lb Fic*Pn= 16061.17 lb Mry=5.881b*fl Vry=-22.61 lb Fib*Mny=823.63 lb*ft Fiv*Vny 6075.00 lb Mrz= 71.981b*ft Vrz=-3.88 lb Fib*Mnz=823.63.lb*ft Fiv*Vnz=6075.00 lb ----------------------------------------------------1------------------------=---------------------------------------------I-------------- SAFETY FACTORS Fib=0.90 Fic=0.90 Fiv=0.90 -------------------------------------------=------------------------------------------------------------------------------------------- SECTION ELEMENTS: „ UNS= Compact- STI=Compact ------------------------------------------------------------------------------------------=--------------------------------------------- VERIFICATION FORMULAS: Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.09< 1.00 LRFD(H1-1b) Verified , Vry/(Fiv*Vny)=0.00< 1.00 LRFD(G2-1) Verified Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=66.35<(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=200.00 STABLE Section OK I t! STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: ANSI/AISC 360-05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member-Verification ---------------------------------------_--------------------_------------------------------------------------------------------------------ CODE GROUP: ' ` MEMBER: 7• Simple bar_7 POINT: 1 COORDINATE: x=0.00 L=.0.'00 ft ----------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 3 COMB I (1+2)*1.60 MATERIAL: - STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi ---------------------------------------------------------------------------------------=----------------------------------------------- Date: 02/01/18 Page: 6 4, a Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: '' Project: 9999RAILINGS A - K Z ` SECTION PARAMETERS: HSRO 1.660.14 d=1.66 in Ay=0.313 in2 Az=0.313,in2 Ax=0.625 in2 b=1.66 in Iy=0.184 in4 Iz=0.184 if i J=0.370 in4 •• tw=0:13 in Sy=0.222 in3 Sz=0.222 in3 f •••••• &0.13 in Zy=0.305 in3 Zz=0.305 in3 •• ---------------=--------------------------------------------------------------------------------------------...�.-----i .r'rs--- • MEMBER PARAMETERS: •••••• • � A e Cb •••••• •••• �••••. Ly=3.00ft 'Lz=3.00 ft ••••• Ky= 1.00 Kz= 1.00' Lb= 3.00 ft •••�•• ••••�• KLy/ry=66.35 KLz/rz=66.35 Cb= 1.00 • •�H�r---- •••••• INTERNAL FORCES: NOMINAL STRENGTHS: • Tr=-5.91 lb*ft FiT*Tn=774.39lb*ft , •••••• Pr=4.24 lb Fic*Pn= 16061.17 lb I Mry=5.05 lb*ft Vry=-13.06 lb Fib*Mny=823.63 lb*ft Fiv*Vny=6075.00 lb Mrz=-43.16 Ib*ft ,Vrz=-3.36 lb Fib*Mnz=823.63'lb*ft Fiv*Vnz=6075.00 lb ----------7---------------------------------------------------------------------------------------------------------------=------------ SAFETY FACTORS 3 Fib=0.90 Fic=0.90 Fiv=0.90 ---------------------------------------------------------------------------------------------------------------------------------------- 1 SECTION ELEMENTS: ' UNS=Compact STI=Compact } ----------- ---------------------------------------w------ ----------- ------------------------------------------ VER 101CATION --------------------------------- VERIFICATION FORMULAS: Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.06< 1.00 LRFD(Hl-lb) Verified , # Vry/(Fiv*Vny)=0.00,< 1.00 LRFD(G2-1) Verified { Vrz/(Fiv*Vnz)=0.00<1.00 LRFD(G2-1) Verified s Ky*Ly/ry=66.35<(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=200.00 STABLE -------------------------------------- t Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: -Project: 9999RAILINGS i- d=1.66 in Ay=0.313 in2. Az=0.313 in2 Ax=0.625 in2 ,. b=1.66'in Iy=0.184 in4 Iz=0.184 in4 J=0.370 in4 tw=0.13 in Sv=0.222 in3 Sz=0.222 in3 tf=0.13 in Zv=0.305 in3 Zz=0.305 in3 ----------------------------------------------------------------------------------------------------------------------------- MEMBER ---------------------------------- -MEMBER PARAMETERS: ; ••• .... 0.0.0• ICb •• •. 1.0 1.0 1.0 { 000:0• �••'•• 0000•• 0000•• • • • Ly=3.00 ft ,. `Lz=3.00 8 •....• r Ky= 1.00 Kz= 1.00, Lb=3.00 ft , .... ..... KLy/ry=66.35 KLz/rz=,66.35 Cb= 1.00 �•�••• ioeo • -- --------------------------------------- ----- -------------------------------------------------------------- 0 0 ..�-----------r-r---- •...• INTERNAL FORCES: NOMINAL STRENGTHS: } •• • Tr=-4.05 lb*ft ` FiT*Tn=774.39 lb*ft •• • ...... i Pr=4.45 lb Fic*Pn= 16061.171b •• . .. • :•... Mry-3.66 lb*ft Vry=-8.24 lb Fib*Mny=823.63 lb*ft Fiv*Vny=6075.L1Q.lb,• Mrz=-24.95 lb*ft Vrz=-2.44 lb. Fib*Mnz=823.63 lb*ft Fiv*Vnz=6075.00 lb ---------------------------------------------------------------------------------------------------------------------------------------- SAFETY FACTORS Fib=0.90 Fic=0.90 Fiv,=0.90 i . SECTION ELEMENTS: ` UNS=Compact STI=Compact --------------77------------------------------------------------------------------------------------------------------------------------ VERIFICATION --------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.03 < 1.00 LRFD(H1-lb) Verified Vry/(Fiv*Vny)=0.00< 1.00 LRFD(G2-t) Verified Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=66.35<.(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=200.00 STABLE ---------------------------------------------------------------------------------------------------------------------------------------- Section OK r r t STEEL DESIGN - ---------------------------------------------------------------------------------------------------------------------------------------- CODE: ANSI/RISC 360-05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member Verification CODE GROUP: MEMBER: 9 Simple bar-9 POINT: 1 COORDINATE: x=0.00 L-0.00 ft ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 3 COMBI (1+2)*1.60 5 -------------------------------------------------------------------------------------------------------------------------=-------------- MATERIAL: STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi 4 ----------------------------------------------------------------------------------------------------------------------------- ------- z i Y t SECTION PARAMETERS: HSRO 1.660.14 a d=1.66 in Ay=0.313 in2 Az=0.313 in2 Ax=0.625 in2 b=1.66 in Iv--0.184 in4 Iz=0.184 in4 J=0.370 in4 tw=0.13 in Sy=0.222 in3 Sz=0.222 in3 Date: 02/01/18 Page: 8 1 R. f � Autodesk Robot Structural Analysis Professional 2011 • Author: File: 9999RAILINGS.rtd Address: Project: 9999RAILINGS IN-0.13 in Zy=0.305 in3 Zz=0.305 in3 ---------------------------------------------------------------------------------------------------------------------------------------- MEMBER PARAMETERS: Cb ' 0000 Ly=3.00ft Lz=3.00ft .•• •••• ....�• Icy= 1.00 Kz= 1.00 Lb=3.00 ft " • KLy/ry=66.35 KLz/rz=66.35 Cb= 1.00 �• 0000:. ---------------------------------------------------------------------------------------------------------------------'------= • •00 :0000: INTERNAL FORCES: NOMINAL STRENGTHS: •00 00 0.• 0000.0 00.' 0000 Tr=-2.141b*ft FiT*Tn=774.39 lb*ft 0000% 0 0 0• .. 0. 00 Pr=5.02 lb Fic*Pn= 16061.17 lb ""•• 0000.. � Mry= 1.95 lb*ft Vry=-6.02 lb Fib*Mny=823.63 lb*ft FivtVnj.6075.QO lb Mrz=-12.49 lb*ft Vrz=-1.30 lb Fib*Mnz=823.63 lb*ft Fiv*Vnzi=6075.98.11,•• 00-40 • 0 0 • 0 ------------------------------------------------------------------------------------------------------------•+---t--------s -;------- 000000 SAFETY FACTORS 0 • Fib=0.90 Fic=0.90 Fiv=0.90 SECTION ELEMENTS: UNS= Compact STI=Compact j ------------------------------------------------------------ --------------------------------------------------------------------------- VERIFICATION FORMULAS: f Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.02< 1.00 LRFD(HI-lb) Verified ` Vry/(Fiv*Vny)=0.00< 1.00 LRFD(G2-1) Verified ` Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=66.35<(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=200.00 STABLE ----------------------- =---------------------------------------------------------------------------------------------------------------- Section OK!!! ` STEEL DESIGN --------------------------=---------------------------------------------------------------------------------=-------------------------- CODE: ANSI/AISC 360-05 An American National Standard, March 9;2005 ANALYSIS TYPE: Member Verification t ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: MEMBER: 10 Simple bar_10 POINT: 1 COORDINATE: x=0.50 L= 1.50 ft ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 3 COMB1 (1+2)*1.60 ------------------------------------------------7--------------------------------------------------------------------------------------- MATERIAL: t STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi ------------------------------------------------------------------------------------------------- -------------------------------------- 1 z lei SECTION PARAMETERS: HSRO 1.660.14 , d=1.66 in Ay=0.313 in2 Az=0.313 int Ax=0.625 int b=1.66 in Iv--0.184 in4 Iz=0.184 in4. J=0.370 in4 tw=0.13 in Sy=0.222 in3 Sz=0.222 in3 tf=0.13 in Zy=0.305 in3, Zz=0.305 in3 ---------------------------------------------------------------------------------------------------------------------------------------- $ MEMBER PARAMETERS: Date: 02/01/18 Page: 9 w Autodesk Robot Structural Analysis Professional 2011 r a Author: File: 9999RAILINGS.rtd Address: Project: 9999RAI LI NGS FCb TJ 4 � I I Ly=,3.00 ft Lz= 3.00 ft } Ky= 1.00 Kz= 1.00 Lb.=3.00 ft N ' KLy/ry=66:35 KLz/rz=66.35 Cb= 1.00 + INTERNAL FORCES: NOMINAL STRENGTHS: 00 + 0• 0016:00 • .• Tr=-0.171b*ft FiT*Tn=774.391b*ft • •• 0000:0 000000 • • 0' Pr=0.08 lb j Fic*Pn= 16061.17 lb 000090, 0 0 0 9• 1600•'. ��••�: Mry=-0.00 lb*ft -Vry= 154.65 lb Fib*Mny=823.63 lb*ft Fiv*,�jr 6075.OQ fe- ••;••• Mrz= 125.14 lb*ft Vrz=-0.07 lb Fib*Mnz=823.63 Ib*ft Fiv;1J4 07 65.dd% '•••• K 1616. 000000 SAFETY FACTORS 1 Fib=0.90 Fic=0.90 Fiv=0.90 ••••• 0000 + . • �.k E _______________________________________________________________________________________________________.,__..�___t________s� • •1616•+• ---------- SECTION ELEMENTS: 1616 . UNS=Compact STI=Compact - ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.15< 1.00 LRFD(Hl-lb) Verified Vry/(Fiv*Vny)=0.03 <'1.00 LRFD(G2-1) Verified Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=66.35<(K*L/r),max=200.00 Kz*Lz/rz=`66.35<(K*L/r),max=200.b0 STABLE ---------------------------------------------------------------------------------------------------------------------------------------- Section OK If I STEEL DESIGN + ----------------- ----------------=--------------------------------------=--------------- ------------------------------------ CODE: --------------- --------------CODE: ANSI/AISC 360-05 An American National Standard, March 9,2005 t ANALYSIS TYPE: Member Verification -- ------------------------------------------------------------------------------------------------------ --------------------------- CODE GROUP: ' I i MEMBER: 11 Simple bar_11 POINT: 1 COORDINATE: x40 0.00 L=0.00 ft* -- ------------------------------------------------------------------------------------------------------------------------- --------- LOADS: { j Governing Load Case: 3 COMBI (1+2)*1.60 t ---------------------------------------------------------------------------------------------------------------------=------------------ MATERIAL: STEEL Fy=36000.00 psi Fu=58000.00 psi E=29000000.00 psi I ----z---------------------------------------------------------------------------------------------------------------------------------- SECTION ----------SECTION PARAMETERS: HSRO 1.66x0.14 d=1.66 in Ay=0.313 in2 Az=0.313 in2 Ax=0.625 in2 , b=1.66 in Iy=0.184 in4; Iz=0.184 in4 J=0.370 in4 Y tw=0.13 in Sy=0.222 in3 Sz=0.222 in3 tf-�0.13 in Zy=0.305 in3 Zz=0.305 in3 ---------------------------------------------------------:--------------------------------------------------------------------;--------- MEMBER PARAMETERS: RFCb-1 1.0 Date.- 02/01/18 Page: 10 � k t , r Autodesk Robot Structural Analysis Professional 2011 t. Author: File: 9999RAILINGS.rtd' r Address: Project: 9999RAI LI NGS ! L`y-3.00 ft Lz'=3.00 ft Ky=-1.00 Kz= 1.00 Lb=3.00 ft KLy/ry=66.35 KLz/rz=66.35 Cb= 1.00, --------------------------------------------------------------------------------------------------------------------------------------- a INTERNAL FORCES: NOMINAL STRENGTHS: ...� ' Tr= 1.80 lb*ft FiT*Tn 774.39 lb*ft •• �....' ••• • Pr= 5.05 lb Fic*Pn= 16061.17 lb '••;•• ••+•.: < ...••• Mry=-1.76 ib*ft Vry=-5.94 lb Fib*Mny=823.63 lb*ft ! Fiv*w;-AT6075.001b Mrz=-12.18 lb*ft Vrz= 1.18 lb Fib*Mnz=823.63 lb*ft Fiv*.X?V!.6075.q( 1b•• -----------------------------------------------------------------------------------------------------------•+•+---------sits&------ ..... SAFETY FACTORS � �� �• , 00Fiv=0.90 ••••�• Fib=0.90 Fic=0.90. E ��•�•• - SECTION ELEMENTS: �••••. UNS=Compact STI=Compact ...... r ------9-- &------ + ' -- -- ------------- ------------------------------------------------------------------------------- ---- ---- -------- VERIFICATION FORMULAS: , Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.02< 1.00 LRFD(Hl:-Ib) Verified Vry/(Fiv*Vny)=0.00< 1.00 LRFD(G2-1) Verified Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=66.35 <(K*L/r),inax=200.00 Kz*Lz/rz=66.35<(K*L/r),max=200.00 STABLE k i ------------------------------------------------------------------------------------- -------------------------------------------------- Section OK!!! STEEL DESIGN ------------------------------------------------------------------------------------------------------------------------- -------------- CODE: ANSI/AISC 360-d05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member Verification ---------------------------------------------------------------------------------------------------------------------------------------- f CODE GROUP: P MEMBER: 12 Simple bar-12 POINT: I COORDINATE: x=0.00 L=0.00 ft -------7------------------------------------------------------------------------------------=------------------------------------------- LOADS: 1 ! Governing Load Case: 3 COMB1 (1+2)*1.60 ---------------------------------------------------------------------------------------------------------------------------------------i MATERIAL: # STEEL Fy=36000.00 psi Fu=58000.00 psi E,=29000000.00 psi -------------------------------------------------- -- ---------------------------------------------------------------------------------- Z a- ., t SECTION PARAMETERS: HSRO 1.660.14 � ' d=1.66 in Ay=0.313 in2 Az=0.313 in2 Ax=0.625 in2 i 'b=1.66 in Iy=0.184 in4 Iz=0.184 in4 J=0.370 in4 tw=0.13 in Sy=0.222 in3 Sz=0.222 in3 tf=0:13 in Zy=0.305 in3 + Zz=0.305 in3 MEMBER PARAMETERS: Cb Ly=3.00ft Lz=3.00ft Ky= 1.00 Kz= 1.00 Lb=3.00 ft ` KLy/ry=66.35 KLz/rz=66.35 Cb.= 1.00 4 Date: 02/01/18 Page: 11 L Autodesk Rbbot Structural Analysis Professional 2011 ` Author: File: 9999RAILINGS.rtd Address: Project: 9999RAILINGS ` -------------------------------------------------------------------------------------------------------------------------------------- } INTERNAL FORCES: NOMINAL STRENGTHS: Tr=3.72 ib*ft FiT*Tn=774.39 lb*ft Pr=4.48 lb Fic*Pn=-16061.17 lb Mry=-3.50 lb*ft Vry=-8.04 lb Fib*Mny=823.63 lb*ft Fiv*Vny=6075.00-1b. Mrz=-24.24 lb*ft Vrz=2.341b Fib*Mnz=823.63 lb*ft Fivf Vna 607510(�1b• •••• • ----------------------------------------------------------------------------------------------------------a�---•-------- -----�----- • SAFETY FACTORS 9.0.0• 9• 0 0 •••••• 999.9• • 4Y • • ` Fib=0.90 Fic=0.90 Fiv=0.90 0••••. ..-- SECTION ELEMENTS: UNS=Compact STI=Compact ••• 0• •• ••.••. ----------------------------------- --- ---------------------- -------- ------------------- -- ------------- • ---- ---- --- ----- ---------------- -- 4. VERIFICATION FORMULAS:, • . . . . . ...... Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.03 <,1.00 LRFD(H1-lb) Veaiied0 ;••••• 0 0 ...... Vry/(Fiv*Vny)=0.00< 1.00, LRFD(G2.1) Verified .. 0 0. • Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified ' Ky*Ly/ry=66.35<(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=200.00 STABLE ---------------------------------------------------------------------------------------------------------------------------------------= Section OK!!! y E STEEL DESIGN ------------------------------------------- ------------------------------------------------------------------------------------------ k CODE: ANSI/AISC 360-05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member'Verification ' w ---------------------------------------------------------------------------------------------------=------------------------------------ CODE GROUP: MEMBER: 13 Simple bar-13 POINT: 1 COORDINATE: x=0.00 L=0.00 ft ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 3 COMBI (1+2)*1.60 { ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL: STEEL ,Fy=36000.00 psi -Fu=58000.00 psi E=29000000.00 psi ---------------------------------------------------------------------------------------------------------------------------------------- 101 SECTION PARAMETERS: HSRO 1.6680.14 d=1.66 in Ay=0313 in2 Az=0.313 in2 '. Ax=0.625 in2 b=1.66 in Iy=0.184 in4 Iz=0.184 in4 J=0.370 in4 tw=0.13 in Sy=0.222 in3 ' Sz=0.222 in3 { tf-�0.13 in Zy=0305 in3 Zz=0:305 in3 -------------=-------------------------------------------------------------------------------------------------------------------------- MEMBER PARAMETERS: I FilFicob Ly=3.00ft Lz=3.00ft , Ky= 1.00 Kz= 1.00 Lb=3.00 ft ' KLy/ry=66.35 KLz/rz=66.35 `Cb= 1.00 ---------------------------------------------------------------------------------------------------------------------------------------- INTERNAL FORCES: NOMINAL STRENGTHS: Tr=5.591b*ft FiT*Tn=774.391b*ft Date: 02/01/18 Page: 12 P x # r j Autodesk Robot Structural Analysis Professional 2011 Author: 4 File: 9999RAILINGS:rtd Address: Project: 9999RAILINGS k. „ Pr=4.09 lb Fic*Pn= 16061.17 lb Mry='-4.96 lb*ft ,Vry=-12.64 lb Fib*Mny=823.63 lb*ft Fiv*Vny=6075.00 lb Mrz=-41.841b*ft Vrz=3.31 lb Fib*Mnz=823.63 lb*ft Fiv*Vnz=6075.00 lb --------------------------------------------------------------------------------------------------------------------------------------- SAFETY FACTORS ••••. Fib=0.90 Fic=0.90 Fiv=0.90 • ----------------------------------------------------------------------------------------------------------M--- --------A•----J------ • f • • • • SECTION ELEMENTS: •••••• •• •• •••••• ...... UNS= Compact STI=Compact ....• .... ...• VERIFICATION FORMULAS: 0000 Pr/(2*Fic*Pn)+.M y/(Fib*Mny)+Mrz/(Fib*Mnz)=0.06<1.00 LRFD(1-11-lb) Vew(f: "• ""' .. .. .. ...... Vry/(Fiv*.Vny)=0.00< 1.00 LRFD(G2-1) Verified • F Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G24), (Verified ••••�. Ky*Ly/ry=66.35<;(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=2p0.00. STAIDP•• -------------------------------------------------------------------------------- • • ...... : ---;-------71--;--------. Section OK!!! � �••••• a `STEEL DESIGN f ---------------------------------------------------------------------=------------------------------------------------------------------ CODE: ANSI/AISC 360-05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member Verification E -------=---------------------------------------------------------------------------------------------------------------------=---------- ` CODE GROUP: , MEMBER: 14.Simple bar-14 POINT: 1 COORDINATE: x=0.00 L=0.00 ft -----------------------------------------=------------------------------------------------------=------------------------------------- LOADS: Governing Load Case: 3 COMBI (1+2)*1.60 -------------------------------------------------------------------=-------------------------------------------------------------------- MATERIAL: STEEL Fv=36000.00 psi• Fu=58000.00 psi E=29000000.00 psi s ------------------------------------------------------------------------------------------=--------------------------------------------- z H R SECTION PARAMETERS: S O 1.660.14 a d=1.66 in Ay=0.313 in-2 Az=0.313 int Ax=0.625 in-2 b=1.66 in 1y=0.184 in4 Iz=0.184 in4 J=0.370 in4 tw=0.13 in Sy=0.222 in3 Sz=0.222 in3 d t1=0.13 in Zy=0.305 in3 Zz=0.305 in3 -----------------------=---------------------------------------------------------------------------------------------------------------- MEMBER PARAMETERS: 1.0 f. Ly 3.00 ft Lz=3.00 ft. Ky= 1.00 Kz= 1.00 Lb=3.00 ft - t KLy/ry=66:35 KLz/rz=66.35 Cb= 1.00 -- R ----------------- --------------------------------------- ------------------------------- ------------------------------ INTERNAL FORCES: NOMINAL STRENGTHS: t j Tr=7.501b*ft FiT*Tn=774.39 lb*ft - r ' Pr=8.12 lb Fic*Pn= 16061.17 lb Mry=-5.91 lb*ft Vry=-21.771b Fib*Mny=823.63 lb*ft Fiv*Vny=6075.00 lb 9 Date: 02/01/18 Page: 13 f J i {. , Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project: 9999RAI LI NGS r Mrz=-69.65 lb*ft Vrz=3.901b Fib*Mnz=823.63 lb*ft Fiv*Vnz=6075.00 lb ---------------------------------------------------------------------------------------------------------------------------------------- SAFETY FACTORS Fib=0.90 Fic=0.90 Fiv=0.90 ---------------------------------------------------------=------------------------------------------------------------------------------ SECTION ELEMENTS: •••• UNS=Compact STI Compact •••• ••••V i VERIFICATION FORMULAS: 009.06 •• •• 00.000 Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.09<1.00 LRFD(HI-lb) Vefirittl0 0 ' 0 :....0 Vry/(Fiv*Vny)=0.00'< 1.00 LRFD(G2-1) (Verified "`0 '"' Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified Ky*Ly/ry=66.35 <(K*L/r),max=200.00 Kz*Lz/rz=66.35<(K*L/r),max=288.bb':STAI#t&00 : ""'• ------ ---------- ------------------- ------------------------------------------------------------------------------------ ------------------------ •:Section OK . . .... . 00 0 STEEL DESIGN " ' . ----------------------------------------------=----------------------=--------------------------------------------------=-------------- CODE: ANSI/RISC 360-05 An American National Standard, March 9,2005 ANALYSIS TYPE: Member Verification ' -------------------------------------------------------------------------- -------------------------------------------- --------- CODE GROUP: MEMBER: 15 Simple bar_15 POINT: 1 COORDINATE: x=0.00 L=0.00 ft -------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 3 COMBI (1+2)*1.60 MATERIAL: } STEEL Fy 36000.00 psi Fu=58000.00 psi E=29000000.00 psi t --------------------------------------------------------------------------------------------------------------------------------------IWI -- SECTION PARAMETERS: HSRO 1.660.14 d=1.66 in Ay'=0.313 in2 Az=0.313 in2 Ax=0.625 in2 b=1.66 in Iy=0.184 in4` Iz=0.184 in4 J=0.370 in4 tw=0.13 in Sy=0.222 in3 x s_ Sz=0.222 in3 tf=0.13 in Zy=0.305 in3 Zz=0.305 in3 ------------------------------------------------7-------------------------------------------------------------------------------------- MEMBER PARAMETERS: ,0 Ly=3.00ft Lz=3.00 ft, Ky= 1.00 Kz= 1.00 Lb=3.00 ft KLy/ry=66.35 KLz/rz=66.35 Cb= 1.00 ---------------------------------------------------------------------------------------------------------------------------------------- INTERNAL FORCES. NOMINAL STRENGTHS: Tr=9.71 lb*ft FiT*Tn=774.39 lb*ft ' Pr=23.08 lb Fic*Pn= 16061.171b ' Mry=-5.84 Ib*ft Vry=-39.44 lb Fib*Mny=823.63 lb*ft Fiv*Vny=6075.00 lb Mrz=-115.73 lb*ft Vrz=3.81 lb Fib*Mnz=823.63 lb*ft Fiv*Vnz=6075.00"lb -----------------------------=-----------------------------------=---------------------------------------------------------------------- SAFETY FACTORS { Date: 02/01/18 Page.- 14 2 r Autodesk Robot Structural Analysis Professional 2011 Author: File: 9999RAILINGS.rtd Address: Project: 9999RAILINGS Fib=0.90 Fic=0.90 Fiv=0.90 i ------------------------------------------------------------ --------------------------------------------------------------------------- SECTION ELEMENTS: UNS=Compact STI=Compact -------------------------------------------------------------------------------------------------=-------------------------------------- VERIFICATION FORMULAS: •••• Pr/(2*Fic*Pn)+Mry/(Fib*Mny)+Mrz/(Fib*Mnz)=0.15< 1.00' LRFD(H1-lb) Veofieo% 096* •410• • , Vry/(Fiv*Vny)=0.01 < 1.00, LRFD(G2-1) Verified 6.,, • •• 0 ; • Vrz/(Fiv*Vnz)=0.00< 1.00 LRFD(G2-1) Verified ''0" 6 . 66 . •6..•. Ky*Ly/ry' =66.35<(K*L/r),max=.200.00 Kz*Lz/rz=66.35<(K*L/r),max=2MMO•STABLE• :0066: I ,.666 6666 6 6 --------------------------------------------------------------------------------=---------------------= 0*00 Section OK!!! • ..6666 .66 . 66666 .. .. 66 666666 • 000666 6 . 6 6 6 6 . . . . .66666 0000.. 6 . . 666666 .. . 6. . . 6 . k � ! x 5 i 1 E C 3 ! F . Date: 02/01/18 Page: 15 ! 1 ` a4. k � ' e k ' d _ 1 Autodesk,Robot Structural Analysis Professional 2011 s � Design of truss node connection - • EN 1993-1-8:2005/AC:2009 0 00' , Y y ' 1 � iI • • I • GENERAL q •• • Connection no.: 1 Connection name: Tube I Structure node: M 17 Structure bars: 4, 10 r _ Y GEOMETRY l BARS Chord _ Diagonal 1 Diagonal 2 J� Post _ Bar no.: s _10 • Section: HSRO 1.9x0.188 HSRO 1.66x0.14 4 h 1.900 _ 1.660 µ ;in bf _ 1.900 1.660 ain m N tW 4 0.174, 0.130 in tf #0.174 0.130 in r X0!000 0.000 in k Material: STEEL °STEEL ! , fY 36000.00 _ _ 36000.00 ^_ + psi w f„ 58000.00 Y _ • .. _ _ ,58000.00 psi Angle A _,0.0 - `90.0 Deg __._ _. t l Length 1 .39.3704FY36.000 in WELDS y k ad= 0.197 [in] Thickness of welds of diagonals and posts LOADS 1` 1 A Case: _3: COMB1 (1+2)*1.60 ' CHORD . N01,Ed= --21.,31 [Ib] Axial force ` M01,Ed= -5.98 [lb*ft] Bending moment I Q01,Ed= 2.98 [lb] Shear force NO2,Ed= -21.25" [Ib] Axial force M02,Ed= -5.88 [Ib*ft] Bending moment t Q02,Ed= 2.21 [lb] Shear force r POST • + N3= -5.19 [lb] Axial force • M3= -0.10 [lb*ft] Bending moment ...:.. • • • •••• •••• • • RESULTS • .... .... ..... .. .. .. ...... CAPACITY VERIFICATION EUROCODE 3: EN 1993-1-8:2005 •••••• •• YM5= 1.00 Partial safety factor •'. [Yable,2.1] :•••• a • • • POST • t R= 0.87 Coefficient taking account of geometry of connection bars a=d3/do[1.5(6)] kp= 1.00 •Coefficient taking account of stresses in the chord kp= 1-0:3*np*(1+np) Y= 5.46 Coefficient taking account of geometry of the'chord Y=bo/(2*to)[1.5(6)] [Table7.2] ` Geometrical conditions of the connection are incompatible with table 7.9 .N3,Rd(0=0.85)=20870.99' [ib] Compression capacity N3,Rd=[Y Z*kp*fo*toe/sin(03)]*(2.8+ 14.2*p2)/YM5 IN31 ?N3,Rd 1-5.1191 < 20870.99 verified (0.00)r [Table7.5] j M3,Rd= 2901.98 [Ib*ft] Bending resistance M3,Rd=4.85*[f0*t 2*d3/sin(03)]*?y*[3*kp/YM5 IM31 ?M3,Rd 1-0.031 < 884.52 verified (0.00) N3/N3,Rd+(M3/M3,Rd)2? 1 0.00 < 1.00 verified (0.00) i a POST [Table7.2] N3,Rd= 18860.32 [lb] Compression capacity N3,Rd=fo/?3*t6*7t*d3*(1'+sin(03))/(2*sln2(03))/YM5 L IN31 ?N3,Rd 1-5.191 < 18860.32 verified I (0.00)" [Table7.5] M3,Rd= 830.47 [lb*ft] Bending resistance M3,Rd=[fo*toe*d32/?3]*[(1+3*sin(03))/(4*sln2(03))]/YM5 IM31?M3,Rd 1-0.031 < 253.13 verified (0.00) N3/N3,Rd+(M3/M3,Rd)2? 1 0.00 < 1.00 verified 1 (0.00) { VERIFICATION OF WELDS POST t FEW= 0.81 Correlation coefficient [Table 4.1] ' a YM2= 1.25 Partial safety factor [Table 2.11 Longitudinal weld I r r E , l l t Cy. _ -2.54 [psi] Normal stress in a weld T, -2.54 [psi] Perpendicular tangent stress TII= -0.00 [psi] Tangent stress Ia1I ?fu/yM2, 1-2.541 < 46400.00 verified (0.00) �?[a12+ 3*(212+2112)]?fu/(Pw*YM2) 5.09 < 57116.83 verified (0.00) Transverse inner weld UL= -3.47 [psi] Normal stress in a weld i T1= -3.47 [psi] Perpendicular.tangent stress Tu= 0.00 [psi] Tangent stress Ia11?fu/YM2 1-3.471 < 46400.00 verified ••{�Q.00) t ?[a12+3*(T12+TI(2)]?f.I(IVYM2) 6.94 < 57116.83 verified • '••(A�00� •••••• • + , Transverse outer weld .. •• 0 a1= -1.62 [psi] Normal stress in a weld •••••• •• T1= -1.62 [psi] Perpendicular tangent stress '•"" :•••• • • � Tu= 0.00 [psi] Tangent stress •••�•• •••• ••••• i Ia1I ?fu/)'M2 1-1.621 < 46400.00 Verified •00000 ..10.j10) ••:••� t ?[a12+ 3*(212+Tll2 )]?V((3w*yM2), 3.23 < 57116.83 verified ••'••' (�• 0) •••• • a Connection conforms to the code Ratio 0 boa • �" o f r r s , 3 Z . . 9 j e � j . t I 4 } 1 , { & f { 4 1 e ' Autodesk Robot Structural Analysis Professional 2011 a Author: File: 9999RAILINGS.rtd Address: Project: 9999RAILINGS f Structure - Cases: 3 (COMB1) w + 1 fk • i 4 � • 1 U d • • 0000 0000•• s U • • • • • • • • +. F 0000•• •• ••- 0000•• • � •S •F w 0000•• 00006 • + 0000 0000 • •, • • • •�••• 0000• • • >. 0000• 0000•• ••• • •• 00 •• •w••0• • i 0000•• • :9*00 0• • 0•cc • • • • • • Lf y3 ! 7L1 CS Z4 .• I.G. 0G ! 4 ' � 8 1 L , Cr 9 cc ' S ' s s � t a I •I a t Date: 02/01/18 Page: 2 f f