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RC-15-3029 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-248847 Permit Number: RC-12-154029 Scheduled Inspection Date: February 10,2016 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Final Owner: TURK,JAMES AND JANINE Work Classification: Miscellaneous Job Address:1275 NE 94 Street Miami Shores,FL 33138-2946 Phone Number Parcel Number 1132050100090 Project <NONE> Contractor. ABM INTERIORS&SERVICES CORP Phone: 86 3 2 5-+1089 R ) Building Department Comments GLASS RAILING Infractlo Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed A-i Failed Correction a Needed Re-Inspection Fee No Additional Inspections can be scheduled until re-inspection fee is paid February 09,2016 For Inspections please call: (305)762.4949 Page 10 of 44 l S �C) 0— Date CERTIFICATE OF LIABILITY INSURANCE 1/7/2016 Producer: Plymouth Insurance Agency This certificate Is Issued as a matter of Inrormatlon only and confers no 2739 U.S. Highway 19 N. rights upon the certificate Holder. This Certificate does not amend,end Holiday, FL 34691 or alter the coverage afforded by the Policies bek'"' (727)938-5562 Insurers Affording Coverage NAIL# Insured: South East Personnel Leasing, Inc. &Subsidiaries irhsurerk Lion Insurance Company 11075 2739 U.S. Highway 19 N. Insurer B: Holiday, FL 34691 Insurer C: Insurer D: Insurer E: Coverages The policies of Insurance listed below have been Issued to the insuredabove for the policy period Indicated. Notwithstanding any requirement,term or condition of any contract or other docurnent with respect to which this cartlflcate may be issued or may pertain,the insurance afforded by the policies described herein is subject to all the terms,exclusions,and conditions of such policies. Aggregate limits shown may have been reduced by paid claims. ILTR INSR T of Insurance Policy Number Policy EatTective Policy DiraBon Limits LTR INSRD Type (MM/DD/YY) (MM/DD/YY) ENERAL LIABILITY Each Occurrence Commercial General Liability Damage to rented premises(EA Claims Made 11 Occur occurrence) Med EV Personal Adv Injury neral aggregate limit applies per. General Aggregate Poli Pro LOC q lei Products-Comp/Op Agg Combined Single Limit UTOMOBILE LIABILITY "g (EA Accident) 9 Auto Bodily Injury All Owned Autos Scheduled Autos (Per Person) Hired Autos Bodily Injury Non-Owned Autos (Per Accident) Property Damage (Per Accident) EXCESS/IIMBRELLA LIABILITY Each Occurrence ROccur ❑Claims Made Aggregate Deductible A Workers Compensation and WC 71949 01/01/2016 01/01/2017 X wC Statu- OTH- Employers'Liability I tDrY Limn ER Any proprietor/partner/etecudve officer/member E.L.Each Accident t $1,000,000 excluded? NO E.L.Disease-Ea Employee $1,000,000 if Yes,describe under special provisions below. E.L.Disease-Policy Limits $1.000,000 other Lion insurance company is A.M.Best Company rated A-(Excellent). AMB#12616 Descriptions of Operations/Locatione/Vehlcles/Exclusions added by Endorsemenf/Spedal Provisions: Client ID: 92-68-439 Coverage only applies to active employee(s)of South East Personnel Leasing,Inc.&Subsidiaries that are leased to the following"Client Company": A at N Interior;&Servkx*Corp Coverage only applies to injuries Incurred by South East Personnel Leasing,Inc&Subsidiaries active employee(e,,while working in:R. Coverage does not apply to statutory employee(s)or independent mntractw(s)of the Client Company or any other entity. A list of the active employee(s)leased to the Client Company can be obtained by fardng a request to(727)937-2138 or by calling(727)938-5562. Pmt Narred A&M Interiors&Services,Corp,GENERAL CONTRACTORS,LICENSE#CBC1259818/ISSUE 01-07-16(SD) Begin Date 413012014 CER'nFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE BLDG.DEPT. Should any of the above described policies be cancelled before the expiration date thereon,the issuing Insurer will endeavor to mil 30 days written notice to the certificate holder named to to left,but failure to do so shall Impose no obligation or liability of any Idnd upon the Insurer,Its agents or represent0m. 10050 NE 2ND AVE MIAMI SHORES, FL 33138 rC- lq-ct5- EC Is 30 Miami Shores Village NOV?- Building Department �� ' qV1 " 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 DEC 0 4 Z 15 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(30S)762-4949 BY% FBC 20 l`I BUILDING Master Permit No. '2C IS- PERMIT 5-PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION E]RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS F-1 CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: ./Y f "! ! �y S7� City: Miami Shores , l ACounty: Miami Dade zip: 331 IS Folio/Parcel#: 'l 1" SW5 -0/0- �/® Ts the Building Historically Designated:Yes NO Occupancy Type: Load: CCoonstruction Type:--�-+ Flood Zone: BFE: ...�c� FFE: Q OWNER:Name(Fee Simple Titleholder): Xi1VYI .�-. 1 Ve' Phone#:I&t;6 4qj /I I z Address: 422 �t J 115 �:5) 4: City: ��jj• State: Tenant/Lessee Name. t— Phone#: Email: ''� �t9C.� Gy iF[�.s F L • up CONTRACTOR:Company Name: 14 #^ W�;11W, S4MVJ i�5 Phone#: �Z � Address: 1* Cl 2, IP- 2.'T rb a - ' City: / rn State: e� Zip: 3S z f?Qualifier Name: �"/)&cZO Coo VGO A CAU? Phone#• State Certification or Registration#: 1 ,&r- /?C4s8 Z f Certificate of Competency#:1 G ;.S j9f Z16 DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: a0 ��Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ ,Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work. 4221lt .S �22 J 1w ca Specify color of color thru tile: Submittal Fee$ Permit Fee$ �� Jl' CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ sJ� CAS (Revised02/24/2014) v Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State 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 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 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 subject to attachment Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In absen of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Z ^ Signature /ment W ER or AGENT TRACTOR The foregoing in was acknowledged before me this The foregoing ins ment was acknowledged before me this _ day off 00r m stn ,20 IX .by Sfi day of 3)CC 20 ,_ �by ; V Igs ►lJJ2JL,,ANho is personally known to �PIAn C�4 (;�(�ZJ��who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY BLIC: NOTARY PUBLI Sig Sign: Print: Print: IIIA( yNOINY Puti11C•SM of Florida 14 my Comm.Expires may 8 Seal: Seal: 9%",��,� �r• Coninissim#FF 122531 MY COWASSION 0 FF9=M N07 3960+53 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) fi # QG3dC3R 1<5N UAiAE)N,5GRTftY S 'ATE:1 F #3R�1e. fl i T f[#:Bt1s11 S i'# fWWLATM M MH 130M. The atilt : TR 3€3R :. t1Wosttiat: 9 FS. it A: t id HORS&� Ex.. SUI NY1SLES: <M3316£} � Wn � t UEM oWWM4 OMPLAYAS RE tP f2 BY LAW SEGO 04AWWM 81 004815 L t t - r .mow s � s co ► �Iw gat e OwNim AAM iAiTtTRtORS SERU4 5 GARP 1 ilo. EAIEt .3M.- R PAYMEty t 1i ► CBC1218 DIY tAX cougeT Worker(s) t 5,45.00 07/21/26t" CREWCARD—T 5-f3 7 6 Tttis $o� GI[. koeat Tex.Tt� isno a . Ar taste +attfte 1t. .lt Ileid�c' sett ihetlE�l Ptr&86 ei' t ,: wad sekFdes— a ha 276. . .:: r•� A&MIN-1 OP ID:AN �R�'a CERTIFICATE OF LIABILITY INSURANCE DATE`'UMMWVM 12/042015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the pollcypes)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsemen s. PRODUCER NAME; T Annmarle McCartney MOW Insurance Group Inc PHONE �r 98-4865 (F N�:B05-444-4880 362 Minorca Ave Coral Gables,FL 33134 �D ;amccortne @mdwinsurance.com a NAM Companies,In INSURERS AFFORDING COVERAGE NAK:# INSURER A:Atlantic Casualty 42846 INSURED A&M Interiors&Services Corp INSURER B Mr.Alejandro De La Cruz 1970 NE 153 St Bayes INSURER c North Miami Beach,FL 33162 INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR OL SUOR LTR TYPE OF INSURANCE POLICY NUMBER Y EFF CY LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 2,000,0001 A X COMMERCIAL GENERAL LIABILITY L039004096 06J13/2015 46/131201DAMAGE TO RENTED 6 PREMISES Ea occurrencel occurrence $ 100, CLAIMS-MADE Fx-1 OCCUR MED EXP(Arty one person) $ 5,04 PERSONAL&ADV INJURY $ 2,000,000 GENERAL AGGREGATE $ 2,OW,WO GEN'-AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,00 POLICY PRO LOC $ AUTOMOBILE LIABILITY MBINE SINGLE L MIT Ea accident ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS S NON-OWNED PERCCE HIRED AUTOAUTOS AI NT) $ UMBRELLA UAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED I I RETENTION S $ WORKERS COMPENSATIONTVNC STATU- OTH- AND EMPLOYERS'LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE❑ N/A E.L.EACH ACCIDENT $ OFROERIMEM13ER EXCLUDED? (Myyaeenaadatory in NH) E.L.DISEASE-EA EMPLOYE $ DESGcdescrbe RI OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attech ACORD 101,Additional Remarks Schedule,H more space is required) A&M interiors & Services Corp General Contractors License Number: CSC1259818 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE Miami Shores Village ACCORDANCE WITH THE POLICY PROVISION DATE THEREOF, NS. WILL BE DELIVERED IN Building Department 10050 NE 2nd Ave AUTHORIZED REPRESENTATIVE Miami Shores,FL 33138 AV M�� ®1986-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010" The ACORD name and logo are registered marks of ACORD Dale CERTIFICATE OF LIABILITY INSURANCE 12/1/2015 producer: Plymouth Insurance Agency This certificate is Issued as a matter of Information only and confers no 2739 U.S. Highway 19 N. rights upon the Certificate Holder. This Certificate does not amend,extend Holiday, FL 34691 lir after the`overage afforded by Hire policies belibw. (727)938-5562 1 Insurers Affording Coverage NAIC# Insured: South East Personnel Leasing, Inc.8r Subsidiaries Insurer A: Lion Insurarce Company 11075 2739 U.S. Highway 19 N. inwm a. Holiday, FL 34691 Insurer C: Insurer D: Insurer E: Coverages The policies of Insurance listed below have been Issued to the Insured named above for the policy period Indicated. Notwithstanding any requirement,term or condition of arty contrail or other document with respect to which this certificate may be issued or may pertain,the Insurance afforded by the policies described herein Is sublect to all to terms,exclusions,and conditions of such policies.Aggregate limits shown may have been reduced by paid claims. INSR ADDL RicyESfiective Poi yExpiration Limits LTR INSRD Type of Insurance Policy Number Date Date (MM/DD/YY) (MM/DD/YY) GENERAL LIABILITY Each Occurrence S Commercial Genera)Liability Dare to rented premises(EA Claims Made 0 Occur occurrence) g Med Exp Pemanal Ads Itmytsy eneral aggregate limit applies per. General Aggregate Policy ❑Project 0 LOC Products-Comp/Op Agg UTOMOBILE LIABILITY ComhWedSd k*Lk»k (EA Accident) $ Any Auto Bodily Injury All Owned Autos (Per Person) Scheduled Autos Hired Autos Bodily Injury Non-Owned Autos (Per Accident) Property Damage (FerAcddenq EXCESSIUMBRELLA LIABILITY Each Occurrence Occur ❑Claims Made Aggregate Deduc1ibie A Workers Compensation and WC 71949 01/0112015 01/01/2016 X I wC stam- OTH- Employsrs'Liability toly Limits ER Any proprietor/partner/executive officer/member E.L Each Accident 51,000,000 excluded? NO E.L.Disease-Ea Employee $1,000,000 If Yes,describe under special provisions below. E.L.Disease-Policy Limits $1, 0,000 other Lion Insurance Company is A.M.Best Company rated A- Eucellent AMB#12616 Descriptions of Opwadona&ocaMmufflehickolExaluMons added by EndorsementiSpscial provisions: Client M: 92-68-439 Coverage only applies to active employee(s)of South East Personnel Leasing,Inc.&Subsidiaries that are leased to the following"Client Company": A&N Interlprs&Services,Corp Coverage only applies to injuries Incurred by South f=ast Personnel Leasing,Inc.&Subsidiaries active employee(s;,while working in:FL. Coverage does not apply to statutory empbyee(s)or independent contractnr(s)of the Client Company or arty other entity. A list of the active employee(s)leased to the Client Company can be obtained by taxing a request to(727)937-2138 or by calling(727)938-5562. Project Name: ISSUE 12-01-15(MV) Bealn Date 413012014 CERTIFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE BLDG.DEPT. Should any of the above described policies be cancelled before the expiration date thereof,the Issuing Insurer will endeavor to mail 30 days written notice to the certificate holder named to the left,but failure to do so shall impose no obligation or liability of arty kind upon the Insurer,Its agents or representatives. 10050 NE 2ND AVE MIAMI SHORES, FL 33138 femme Miami shores Villa e Building a en AOR 10050 N..E,2nd Avenue Viami Shores, Florida 33938 Tet:(305)795.2204 Fax: (305)756.8972 CONTRACMRV REGISTRATION IF CONTRACTOR IS A FLORIDA§IAM CERTIFIED CONTRACTOR: A. COPY OF QUALIFIER'S STATE LICENCES B. V/ COPY OF LOCAL BUSINESS TAX RECEIPT C'. V/ COPY OF LIABILITY INSURANW 0, COPY OF WORKERS COMPENSATION INSURANCE* (WoAem Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Afridavit) IF CONTRACTOR HAS A MIAMI.DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICATE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTORS TAX RECEIPT. D. COPY OF LIABILITY INSURACE* E. COPY OFF WORKERS COMPENSAT ON,If$uRANC"E* (VVo*m CQmpensafion EXEMPTION must have NOTICE TO OWNER form and Contracbr Affidavit) *YM RMU CE COWAW 10T 199 A CERTIFtCATIE AS FOLLOW: Cafficate Holder: MIAMI,SHORES VILLAGE 8=DEPT M50 NE 2ND AVE MIAMI SHORES,FL 33138 Ce01cate utast Ify the description of operations or contractor license number. �9�4A9�G�YR9i @m•AQ#K 'Of BRBXIY1■®1WFl R#IMR�#O#N- f A�BRO'�iF1f6RYal r(6rzr,>BUSINESSNAME: C.�S L-15BUSINESS ADDRESS: 12 NF 2q+1� � . CITY 1400 M01 i STATE T� ZIP l� 1 BUSINESS PHONE: IMAX NUMBER C3 3 92.x' CELL PHONE�_�_ � QUALIFIER'S NAME: & �� CJ �+ QUALtFIEWS LIC NUMBER: 4 a "'RC 1s_ � c DEC 0 4 2015 BY; ®R. LAURENCE COe INC• Building Glass Railing Systems Safer, Strong, with Brilliant Transparency t,OFMAL TEST REPORT For CRL's Laminated Class Rail System For CRVs 9/16" (13.52mm) Laminated Glass Railing System Specifications: ASTM-E330, ASTM-E1996 (impacts Only) . and ANSI 2-97.1 •. .. . .. .. .... ...... ...... ...... .. . . ... ...... crlaurence.com Phone(800) 421-61" Ext 7730 • Fax (800) 687-7501 • E-Mail railinga6crlaurence.corn l FenesLl ati.Vn Testing Laboratory, Inca -S 14,14 4.1r 7411 inn-nnar' 9fR•r ell.FL 33:fAi IIvi c.-3f!,.-I f,".50`332 Sax: r•rl 'saris°�:raP;,• .�1:} •. ;�-1?l�'.d'fer? Cat-N"o- TST1657 Mr,Jwgt A Causo.P.E. yRVM Dffic firM"10 FL Lieam Number: els � � Ca3n4l hn Die: sd191Z010 F.xOratiorr Draw. 511W2020 File Nwdwr: 09 634 Lab.Ntober. $143 OFFICIAL TWT REPORT Pmjw Number: 09.1$'94 MANl1FACTVRER: C.R.Lamwe C-0.1m spECIFICATXkN&- ASTM-E 330.Ayi`I'M•E M (Irk only).ANSI 2-97.1 ADDRESS: 2563 E.Veale Avow PROJFXT.6 Florida Pmdaet Approrvai Lm AdRtles.Calif irnia 90OW1 897 • • • •••••• DEWRIMORMEMM . .. .... Model Desigtim Weld®lack Dry Gland Cov e Mvm Ahmiam+Glass Gila K*U: SyAM`• •••••• ovaa Sixes 15'-l"(13110)by 3'-60(4r)hi •.... .... �•••.: It A-1 - ... .... ..... .. .. .... ...... to ERIAL C ARA. U-M ...... ••••:• E64ashm Material++ part N:recr`• • 'rypn ... :•...: --- - _ •, ail: saainless sal '•part NerCRL nonrt •• • GR20RS Base: $063-1'52 *•Part Ntarebea Wase M L56SIOD 1 Cert.NO: 7 ST 1657 . M mhwv A Cause.P.F- Report Dano: WV21110 F4 Liar : S41MM C Date: SIIW2010 E.VirMonDne- S/l9r2 28 File Nwrborr. 09.034 Lab,Number: 6143 OFI:IC[AL TEST REPORT Projvd 1`a'natbcr: 09618%2 Cle�ag Gbtafg Location GW ft&blcrinl Gloft C+o mpoe d Compmod Ceclor All ileo liecs of *9-f IV namim3l buinded NMYee Slams glass composed of•1211 4" Temp,Gins Iaterigi"Filrkt: LI.I W"[)*"SemgCdn Puss tAmhown Glaaf Me d; SMi*-1S—po—&d--S—hwd ggimiuwg a<vinyl wdp betas ow vW shoo base mW a vinyl p sk¢t baet+owm,glass and huA rail.Ghnd at CRI. lock climlplrag systot+whaeb conshis of a"L-duped wilt block acid miler lockiog chap bawmen Sim send al low 612"from cosh tend and . re gon 12°eeetters. ••• ••••• .0000. 0 00 160- 36-NO 000000 • • •0000• 0000 0000 00000 Nom 00.00• •••• • • 0000• 0000•• AddWorwl Infennoden • • Qe21111W MW TYPO Land" :0**** •••••• One pm e **CRL LR56PV bgtan SW and hand lull r1l11e •• • • •• • :0••0 vial on" •••• 0 One pant alunb a••C ltL LTLSR bet+vm base and Stan am selling block put eaaa v'*CRL -- - bin shoe bane end;gam _- RDW TLSRPS leper lockirt clamp bawm sim base quad glass _ ram TLSGPi apee locking cWW Oft part a=*cr•*CRL - between sloe base ad glass i10ft TLSSM loekeag_lamp SA11�1�Ins�NNa�ilan F was fagened in i steel�b part rimer•'RSVWBS wkh a single row ofrAnd r 1x2.13 bynless steel soelatt Ind cap screws locatead 6 lir frons e*h vul and m ng on 12"fir,dw as gelded to a Wd tori fe dwe, 2 i r r /e (� Cat No: TST1657 W.Jose A Ca job T.E. Rie m rmk- 61"10 FL I.' N Ot: 54M complain Daae: $11912010 Expimtit bate: SJ 19,2020 Ric Number. 0M34 LaL Numbers 6143 OFFICIAL IM REMRT "est Namber QVk-1 92 Som A-1 TampersMir. 4. ltonmdrk RUWMW. "M intm 7"�te of Test Prawty o cotes 112 Suuctwal Load Teat Poskiw Load 40.0 psf Reser Passed Samar:A-1 75.29F r oetrlc 30. 1% TyleafTeat Prawre Now 1l2 Suucw l Load Tea N W ii+e Load 40.0 - Raotls P>tNW -- - StrapW A-1 T w w. 74.3-F 82remetrit Rating: 30,24i is HS ••• 0 0 0 0.. T1ale vrTat Frt trc Not" • •• , •• a_��_ _ �.-:, 0000.. ��,� _. • 1 atdTeo Paskke LAMI k.8 Psf 000:0. •••••• 00000 - 0000 :0000, • .,.. 0000 0000. 0,000. 0000 RndIW 0000. 0000 0000 0000.. 0000.. • - - • • • • 0,000. • • ,0000, .. . . ... 0000.. )Defl"U" Set Reser Add.Info I 1 AW NIA paww - 2 - OQ13' 0AS Powd Aagaeol Nom Aetaol Set Retw4cry AdsL I)IJi46" now 100% -- 3 Cert.N*: YST1637 .forge A Cauca P.E.. Date: 6R2m l FL Numbw. 54M Co itDuc. 3119*010 ExpiroimDaft: SS191M F#k Novnimr: 0"34 Lob.I r. 6143 OFFICIAL TEST 11tH ORT Pmim Nwwkr. 0+901 S92 CM 11 empem"W. 75 r OWk 1ladeg; Hg Tie otTedF'"son Nola Design Load Ten Negatie+e Laud .0 Pi 0000.. 0000. •• . .. • 00 •••.0• 0 .• 0000. •.•... 0000.• 0000 0000 0000 0000.. 0000 0000 Readlog#t Ddkdism Panwomt W Ati.lydb •• •• 0000 •..•. 1 2.133` WA Pfd 2 9.0250 OAA Pmad 0 • ••..• 11r�P At1 • pei7�si • • • 1)2.i3S` earn; 1006 litXt A•1 - I TempWann ftnnsuk Z4 Hg TTHM dTeet rlotea UNWOM SWdCftfS Test POAidW hoed JUA psf Rcoovay: 100% a Ferreeam Set Rembs Add.In% t 3.160" N►A Paged 26 +D.02d• 0�1" Pest 4 Cert.Ntr TST1657 . .lop A Cmo,P.E. Ropaat Ewe: 612"10 ESL ow1or. 54M CompkfiftDsw S/19 810 Expiation Dila: 5/1942M Pile Neer: 09434 Lab.Nwa1e: 6143 OFFMALTEST REPORT Pmjm Nauaelwr: 09.1992 Saatpk:A.-1 Teaapantare: 7S.FF rk Reading: Wroa kaes HS Tit1a of Teat hrmory I" Unifwm Suumatl Test Negative Lal 80.0 psf Rero+ : 1006 0000.. R"~ DdlgcOve Permanent set FA*svft AdiL hdb 0i 000 0000 0000. • 0000.. 0000. 0000 0000 0000 0000 0000 0000.. 0000 0000 • 1 3.187" NIA Paswd • 0000. 2 0.030" 0.010" "� • • • 0000• • t . Celt.Nw, TST1657 Mr.Jarp A Cam.P.E. Repon mac: 62212010 FL I wnW: 549" CmVieti,an Date: $11912010 Expiratimt tie; 5x1913020 File Nwaber. 09.634 Lab.l9am'ber: 6143 OFFICIAL TESI REPORT Nmrd-.er: WIM 1;m;:14x1 TempmNrr. .S F Berea rk Reeding-. 30.59 w N0 Tgk arToo NO" - L V Missile Impact Test - 61t4sik 9.25 pvta�ds _ r by 4-by 914 0000.. 0000.. m a 0000.. 0000.. 0000 0000 0000 0000 0000. 0000.. 0000 0000. .. 00 ...• 000..0 0000.. _-.:. BY.. 000000 Re w IRq tt Ift Add.Info ..0000 1 50.1 iWser Pwwd •• • 0• ••• • Z 09.7!#see Passed - �3{ 50.1 filsec P 4- 49.5 JUsm Passed - $0.3 Af�-. Paste 6 50.6 IVsec pawvd - a► -.A-1Te�eralow, XrF 8ammdrk RQdng: 30.21 Wim ft we of Teat Rrs+alls ___ ANSIZ''SM7.1 Passed 1)Coma of iaft lite - — 2)Center of tenter lie-. 3)Ceuta of rift lite ffOMPTION lDesi at'epa: Veld Black Dry Glared Cl nmft M+ ss Cl Ahmimm Golaased hailing System Size: 1S'-B"(131')by 3'-6"(4r)high _ - SImww A3 6 r r `ti - F: •41 y� Cert.N. W. TST1657 : :►Ir, A Causo.P.E. Repan Base= 6,2V2010 FL Lk=mwy 54M Completion Bate: 311412010 ExpirAthm Date: SIIWM20 frk N v nor: 046634 Lab Number: 6143 OMC_IAL TEST RgroRT @wake Number. WIS42 b AR I A L CHARACT S - Mwabers Mattdwa* Part 1VumIw'• Jaid T."M Cap hand Rai{: - n staiakss"NI`41Y ••Past Number CRL GR208S OWS%ft[lase: 6063--T52 ��Pmt Number rune :...:. Glaser .....• • Glealitz Lacathm G xleg Material Ciaalag c Cvb~cow•••� • All Owwft IaeS of '4116 mammal lamlaaW None ,r • Ili grass cea Vwed af'(2)1/a" ..'..• ..:. ...... DSYNI Temp Glass ...... .' loterlst} 1°ilm: ••1)aPoaYt SentryGlas Plus La r: +Q • •••••• • • -C,1adaj MtOW: Sa r is packet glaa�system wkg a w�l we �Sh"and Me. • •• :•: - • • Cb ad m beth widk CRI.tomer toile ekmping system v*kh consists of a"1." •• • skald setting black ad eager locking clamps 6 wn s and alummmm,tach b caW V each edl and t ntaWag an ceater� �r one T_ _. Additional larormatim Quantity and Type t.oedi� 1t�etltat of Aitaeh®net Uae part number 0 CRI:LR56PV beown glass and!nand mil OOne vinyl paslcet Ogre part rimber i'CRL LTLSR kes►m shoe base and glass_-" none Sews"block Oft pert nambcr'•CRI, between dioa base mW glass none TLSBP%taper wMAS Qhot pail camber•`CRI. a bet"m shoe bast mid glae corm TI..SCPt taper kreltiRg clamp One pan nambaee••CIL bd,&vcn An base and Slass nose TLSSSP5 taer lorkingtlamp 7 Cut No: TST1637 ece: . .lame A moo.P.E. Ric Dom: 62414 FL.Ges mrrber: 54M Comptctlon Dote: si l"10 �tpltelioq fie: `+�1012020 File Niumber: 09.634 Lab.Number: 6143 Ut+IztCIALTEST R"RT prow Nem: 69-1m Sample lusba"I t► The Sloe bwe%%=fttmd to Mete'to sW wM a sumo row of No. I12 by 3 31C Hdtl exp boat 1 V from each end and mmWeder on 6`+6erlmm SmPk:8.1 rrmper mwv- N rF WcWs tltb Tfi lk of Test Prawn No" 112 Struemol Goad Tea Powtin Gomel 40.0 psf :...:. Resukr . . . 'JaMwtpk:8-1 owpormum S. Bayo Rommov INT. S . Tltle of Test Pressure Nos+rs •••• •••• • • 1/2 S►tnwtwsl Lod Test lNeg4ve Lem 40.0 psf - ••�•• ...... .... ..... Results Paste _ .. .. .... ...... Sample:11.1 tow. 9437 oleic 7 umbos HS • • ••••:• ...... Title trf Test Presuu►e • 00 0 �.• :�_ . Desip Gaud Test ftsidw Load 140.0 psf Re~ Ddk%4*a Pcrenauent Set Rawlts Adel.Info —6 3,676" NdA Paced 2 4330" rdw Paned -- Ae1ual tYtovw of Actual Sat Retsvery Add.INC r<one t00i0Ys S COL NO.- TST1657 : :Nr �A Cama.P.E. Report D*W. 6'2212010 FL License : 54898 Completion Dale: SIIW2010 motion Dale: 5/19f2020 File Number. "434 Lab.Nauaber: 6143 OFFICIIAL TEST FIEPOKr Prajaet Nit: 09-1892 Sample:11-1 empcseatare: 75OOF earenwwk ftwala : 30.25 g rd IPres ra N Dadgn Load Tell NeB,thot Lowl 14-11 paf - 0000.• • • 0000•• 0000.. . •. 0000.. • 0000•. . 0000 0000 0000. •0000 00000 0.000• .... .••.• Permsew Set Ranalh Add.Iata 0 0 0 0 0 0 0 0 **00:0 1 4.125" NIA Posed . • •- �• . . 0000•• Z 0275" OMI' Pamed� • • :0000• • • ts[s+ edt SN Riet rvery Add.It& . . . •••••• .0 0000 1)4.125" - Mae 100% Same: Temperatara: 76.119F Remumtrk Ra:din8: t% Tabs Of Test I lrre, Nates Uaelronn SRUCM l Tied P"wW LOW 180.0 pad" Reco%vq-. low Ke"b of Mactba Pew So Ream Add.Info 1LL 4.(190" NIA Pamd 2 0375" 0.002" Passed 9 +pert.tio: TST1637 (iR.0Mr• of is a,P.E. Repw Date: 6-22f2010 FL d•iccose r. 54M Completi=Die: SII W2010 pxpuad=Dale: 5!19/7020 Fide NonAw: "434 Lab.dumber. 6143 OFFICIAL TEST REPORT Project i r: 09-1802 Samek:B-1 1remperalure: 76.1°F Barmmetrle RadfaV 30.30 hwhasHS TBIe dT4at Pr+e ure No" Uai dorm 5teectural Test NeBali+re i Rr�l dRD 0 IReanwy:100% 0000.. 0000•. 0000.. . .. 000000 Derfafta parmanew s9t Roulft Ate•lnfb %0•.. _ ry��[[ NIA 0000 . • �{ I 4.0SP NIA I 0000 0000 00.00 o 0.003" ••�� ••• 0.00• 0000•• • 0000.• . � • . • • 0000.. 0000•• . . • 0000•• 10 COM No. TST1657 Imp . lirGer:A F F Repast Imo: 6412+2610 FL Lire completion completion lite: 511912010 Expkmion Ioe: 591912020 Fite Number: 09434 Lob.Number 6143 OFFICIAL TEST REPORT PniM Number. 09-1892 Sasha:R-I U. TennperaMM S$ OF Barnetrle Re"hw 30.3= Tule of TRA 1V s Large M=k impact Test Mks&weell -- NlksW • 9.25 POWWS r bw 4*bf* +32" ...... . .. ...... .... .... . . .... .... ..... Impact Ramft AAA.lsrto •. •• •••• ••••.• 1 $0.2 Rdsec Pand • 2 49.3 Wsee Passed ..•... -- - 3 -:W. +0.1 alsec Passu •,.• •••••; d 44.7 Win Passed - •• • 5 50.4 edam Passed ---- 6 _ 50.3 it we PA"ed sampw catpera sm.- 73W la a ng: IF2011ACORB -Tiltte at Test Resnais ANSIZ97.1 Passed -- _1)C~of Ica Ike - - 2)Center of Monter to • $)Ceaer of cigars lits a of SAMPLE Moddi Desig+ m.- Glaasad Concrete Meow Alumbmm,Glm Giand Railing Sym Overall Sine: I V-I"I t 8l")by C-0"(413')high .2 - 11 1� Cen.1w: T5T1657 . Mr ZCawo.P.t? l rt Daft: 8Pt2¢201 C f L UC umber: Cwfktion Daae: 5119120 10 Date: $114+2020 Me Number. 04.634 Lek Nutaber: 6163 OFFX IAL TEAT REPORT PteljM Aber: 04•l i142 A ~!embers afeebtriae!"' Peat NU~* .laleet TYR Cap tiaued Rail; smidlen Sftd .*tut Number CRL ata OR20RS +tips Sbae sm. 603-TS2 L*sPoet Nwn�r none-6FIOD Claaing tAX0111601 Ckslax Materw C11adag C' C C+let . .' AN three rites of Mir eatdeal brah atad NOW Now:•• • •• •••••• $ tib composed of'(2)114" •••••• • • TMFGlass •••• •••• • .... .... ..... IntarMR Fe # 4.Ob0""DuPaart r: ...... Glazing lid wl h Sample is paeket Omd systern was a vW0 $Pon aael slo bW.. .• Gid at bou me wi&CRL Upeer W ck sysl a whwh consists of a!Lt LOOL ....:. shaped sent bkdt and Uqw lacking clamp bei&a aA alwWnlmreti •. e :....: locaw V Rom ewh cad and Mawhft+are 12"etratm8. •• •• • PDaylkt Opaains JW by 413116"high -T- roducl -- arkiaw Matte - tieEaforceae�t Quantity and T _ IAUtk* - Aleut*of ARmc>smaat Ow pan number••CRI,tdtSfiPV Wm al glaw and luu�d mil e vinyl tet one poet mm4w**CRL LTLSB khvm seem but and g4a name setting block (tae an r•'CRL betwcaee shoe base and Slaw eroeum - TL'SSPS raper looking elm" On part mmba I-CRL wren shoe but and gbn ep�ree TLSGPS fault+lockiog clamp Orate peat awdscr`•CRL betwea slroe bane and glan ems TLSSPS MW locking cep 12 � r Ce¢t.Nae TST1657 : r.Jew A Cain.PE. Report lite: &7212010 FL Number: 34298 C4npldion Date: V1912010 Expiratimn Dw- 5/1920 Fife Number. 0"34 Lob_Number: 6143 O1 '!AL`ESI REPORT P'r®jece Number: w1892 maple ltsrtalladon The shoe boar+tea b0crad w dw seel tube with a shWe tow of s 1/2-13 by 314"!ate sWdm awl socket head cap sucas kcated 61ar from each end=d rtmakft an i r cenw.ft awl tAc was wekwd to a steel test fixture. Somple:C-1 to d fiamarlric K a .24 mcbm HE Titrk of Tait Pressure Nan 112 5truchuld[AM Test Positive 40.0 psf - Re>a P - F—A-� Teaperature: 74.1°1: Bar®asee Ng .. e effect Pressom P1"" •••••• -09 .•.... . .Load Test N�ivo Load 441$psf ...... 0000RaMis Passed Sampte:C-! f"persturet 74.37 llau MM Ikabwhes HS ••.• ••.••• • —- 'Tine ofTest PrWare NOW . . • ...... t7¢sqp Load Tei Pasitiw Lomd 40.0 paf 0 . bftmffino 11> OM Permanent Set Results Add.limb 3 tat" NFA p 4f."S" 0.403• Passed oeea mt Actual Set R�o+re 7 Add.lob cane !44°.0 - 13 4ACam. Cim,N . TST1859 tE. Rgofl Dale. €�'22d2010 FL Liccow Complelioa[late: SII 2010 Expimfio»Date: 511492020 Fiik Number: 09.634 1.a0.Nu Wr. 6143 O"XIAL TEST REPORT Pt*vi Air: M1892 85a341le:C-1 T peealow 98.4®F Doromdric Read,: 30 2 lacbes FS Thk of Teat Pra nre Notes • t5esi8+n Load'test'Negative L oe 40.0 psf tt infill - eett�e Per tnea/Set Rtw1ft AdiL Iato .... �.... I 3 114" MA Passod .... '..•.' ..... 2 4056'__ passed — ..�..� �..: ..... 111mvSet Rw*vMAdd.lafe ,,,,,, , •• 1)3 114" l64ae 100% • • • • ••••i• S*mplr.Gt Temperaluft.. 'i5 Bir 30.12 @s E,• ;•; • Title Of Tot Pnasur+e Not" lJ foon Swami Test 6ts»ive Load Res+uvuy 100% L IkAest�a Permanent Set RoWts AdiL Info 3.803" NIA P'as"d 0.055" 0.045".: }rassa'd 14 ~5 ,F Cors.No- TST 1637 r. Mr. gr A Cana.P.E. Report Data. 602=910 FL Lieew N : 34"S Ca tiara[We: V191.?010 FApimWn fie: 511"20 Fik 3Nuamaer OM34 Lab.Number r: 6143 ®FFWIAL TES`s`REPORT Project Nmmber. 09-1992 Sample:C-1 ' on"r»lare. 74W Baroetrie Reams indws Ng Titie+aBTvat Pna snrvr Notes Unifoign Swucw al Tess Nwai%v Load 180.0 psf Recovery: 18 • 0000.. Reatdtaa ®edtelia Peru Set Rib Ad.!arta - 0000.. • • • • • 3.8ir NfA nd 0000 0000 0000.0 0.061" las"d 00006. .0.0 •••.•• ••••.• ••••0• • 00 • • • • 00.0.0 • • y0•.•• • • 9 •0090• • • 15 Y Cat.Na. TST1657 WRAMM A Comm P.E. »Duk: W 2,'2010 Fl.Lamm34M cone ftlito Dor: P 12010 ,+ F-%pimim Data: $114-2020 j Fisk Nmydw. 09-634 Lob Wmabor. 6143 (WFK. t.TEST REPORT ftmiftt7ftmbcr. 04.1892 suq*t C.-11' are: 79.34F Bs Wig: Am=ilg Tkkof Tat - -mNOW — • LVP AAW--k Mopaet T,e� biladk 1Yeytlat 4.2s pads r b r bF 92'kan - �.✓ (D 0 000.0. • � • 0000•• ••s••• • •• 0000•• • 0000 0000•• � 0000 • • 0000 0000 0000• 0000•• 0000 • • • t 0000• Impact iJ1,A 1�1.. •• •• 0000 000.00 liJaa+r Pmamd --0 2 50.3&AW Pmm" 5"by 3w te e. • ••• •.�. .• 0 0000. 3 50.3Ivue Ptd 0 •00• • •15►.3 Aroma PMSW opwirg b-by Sf'wida s $0.8 WON P=ftd 0 Sa.7 0laoe rptorems 2-by Ur wide -temp rico w. -F Bitrooaetrir S Title often ANV.riTA7.1 Ped 2)C~of amw lie 3)C ofr t lift - 1 Dr)Mud Fans i►lam To Wwd Ahmimm Ohmif`AvW @ladling,S)um I$'-1-4191-1 by 3--67(4r)boo 10 e CCFL N4,01. TSTI6ST M .dye A Cao.P_L Rept Date: 6127J2010 FL . S4M CompkI63 Date. 3114/2010 Evimlkn DW: 911412020 File Number.. 09-634 Lob.Number: 6143 OFFICIAL TM REPORT Pmt Nomkr. W1942 MATFJUALMEMMO Members 1lfaterlol•` Port Nu=bW* Jam Type _. Cap Hand Rail:— starts s4ce1 •'Part Number CRL n GR208S dt3'lt~S shoe Rase. 6063 TS2 ••Part Number LS6SIOD GkzLV GWag Location ciawag Material Chang Cumpa Cwt „ • All."Vec,liks or **16"noatntal hamated Now Nem•••• , • glass glassaw4m lof`(2)114" •••••. •••••• ...... .... ..... In arlayieg Flim; 0. 0'"DoPont yGlas Pin La ...... •••• • Glace Method; Sample is poekSl$Iwed system using a wieo glass and shoe • ...... ...... Glad at bola with CRL taper bK*ciampin f symm whkh consists of a;L •, shaped wan bk k and taper ticking cls Vs between gtas and ahmin m. ,• ;•; lacatW V&gym tub cud and � 'asan it resters. nle VII •• • DayCgbt "by 4i b Pra�met Now lanatl latOtfAatl9A Quantic and Type _. Location T Metbatlo(Aiftehmeat -- paA number"CRL LRSWV between Stas and band rail GOW vinyl Vsket Gni pmt nanraber—--TLSR �krtween sieve base and Stain sening block One pmt ouneber"'CRL bet v skoc bie ii glass am 77«SRPS Uqw kckkq clamp One pmt eumbcr••CRL bstwdeo share base ate!glass am -- TMPS taper locking LIN" One pm number"'CRL between sieve base and glass mar TLSSPS taper lockuag cba* 17 F f f a 6�F CaL 1INW. TST1659 .Jorge A Cmes P.E. RcpM Daft; 6122MIO FL L Nor. 54998 completion tate: 511W2010 Expiration Date: SP19J2020 Fik Nwaber: 0634 Lab.'Wuribe. 6143 OFFICIAL TMC R19VOWr Paye<t Number 09-1892 Sample Inu4utlon T%g&%w base+sari last nW to eoacme tao slab with a single mw of No. 14 by 3 VC HiM expauv om bolt 1wated 6 V2"fivin cub end wad mainder on 6"eeom& Sample:D-1 Temptare,* 66 Be trio Resdk*t A24 inters 118 Thk of Teat !'rose rtes - - V2 Stnmwal Load Teat Pos tip a LoW 40.0 psf Reauft Pund 1 eao re: S►. Barometric Rudkr. 0.2T.uwbftNS ...... �Trtle Of Teat Prmure Notts ...... . 112 ftmi Load Telt Negative 1a1 I lip' 400 psf •••••• . . • ..... Semple:XIT raturem 61tt rk • HS . '•'•• ...... 'late of Tea P"Mre NOW •••••• •• Dcsip Wad Tea Po0wa load 140.0 psf _ 11cad(o f_ De lwflan �permanent Set R1S e�w� ift Add.tn% PAD Y 2 -- =0.01r route Pmrml Actual Wu menet Aetual Set Rreovery Inib 1)MY IOU 100'° mT 18 Cert.No. TST1657 neer. . JwV A Caao.PX Rpt Daae: 61'2202010 FL L' Nwdw: 54$9$ mptmion Dom: 5119/2910 Expirafim Dara: 501912020 Fik hoer. 09434 Lob.Xumbcr.. 6143 O"ICiALTESi`RIPO T PMjM 1WaMW. 09.1892 mPk:Q-1Tcmpvsjdarwl. S9.9'°F Barmaetrir Reading: ro.27 I atw HS Title or Test PreMM Notes design LAW Test N ti v Lumd 40-0 ptt .••... . .• ...••. Readlio , mmirrn Pernwwtol Set RmaiW Atld,We '••••' • • --sem ••••• 1 3.991' MA Passed •••••• • • t))3-199 0.037-_ nm PURA— •• •• - •e•• •••••• • sed anowly Ad&tadv 1" n 100°a • smple:1f-t Tempemtare. 7F" Barom irk Reading: 30.32 inches its •• • Tkl*of Tea Pressurt NWa Unifarm Swami Test PvAive Load BOA psf Recowa : 1005''0 L0�! Dae'itertlos Perrmeaent Set - Reaft Add.Inte _ IL3.126" NWA Pasraad --- � .025" none Pamcd 19 r Cart No, TST1653 Mr. A Caum P.L ReW Due: 6qVMlO FL Uc a ' $4898 Cw*k OW: W1920I0 EVhew Dolet 51 IWZQZO File Number. 0"34 Lab,Nom: 6143 OffIGIAL IES1 WORT Pfoject N 19.18'92 Sampo D-1 Tearlerature; IWAW Baran rie=or J032 Wm HS rale aftet et P f+e Kota Uaikm Sruchnal Test NnWv a IAW $0.0 pef Rec avay: 11 9...9. 0000.. .. .9 . „ 0000.. r •..• 0000.. 0000.. SN R"1ts Add.fofoy ',...' '.. .' ,...9 4,32r NIA pal"d00:00: ... 900.0 .._i_ V." - -- - Passed _ 0000 - - .09000 P44 00 • 0000.. 0000.. .. 0000.. ... 20 Cent.No: TST16St r: , .Jorp A Came.P.E. Repan Dote: 62VM10 FL L' Number: 540" C*MpIdian Dui: $/19/2010 Exp M ion Doe: 5119j'2m File Number. 4"34 Lab.Nom: 6143 OFFICIAL TMST RFORr Pr+ujwS Nmkr. 09-1892 SsmpW 6:7 empsMare: 74.8-F 30, m Hg Ti11e of ea NOW Law Mimle 1 Test Minae Wert Mwk 9 PMWS r by v by$4-ton - _ Q) 0 • • • • • • •••••• •••••• • •• • •••• •••• ••••• Impa�tit Speed 1114SWta Ad1loft • L6 1 5�.5ll ac Passed • • • • ••••e. 2 51.2 NUC Pawed • • 3 3o.8 li+$= Passed • 4 39.3 fusee Pused - 51.3 Ma posed - 51,014'scs Passed Fsundil 1 ems: SOXF Sa1r S Tule of Teo dub �Iw :7.1 Pafed a'or"Ufter ateemcr lite a OfFod lite RIMOR OF SAW/-L—E MOM DesDry Qlsxad Caaucnela Fascia Mowat Almimum Glas GWW Railed Sy*= OvcrA Siw: IV- 1-(l9l-)byY.W(4r)high -Somple D.2 - - 21 TEST (Al)MIATEMAL LIST NIS'(13.52W"GUM TEST (4M)MATIERIAL LIST 9Mlr(13AMMA)GLAS$ CAT B CAT/ ovmwm 11t r(U BABE SMIOIEr Low *f'frjl4 RA8ICA 11LUM BASE SHM MIPS CAL TAPFAOC LAMINATED TAM SET LTLOS CRL TAPONDC LAMNATED TAPER SET 013L'.S12X1 W-1$SOCKET MW CAP'8CFMW SHOSIS 1 ii"■13 SOCKET 1400A CAP SCREW B311YBBB Itr TALL BTEEL WMA SLAM CtR rl!'m CAR PGiB, ORS r OIA CAP PAX umov IMMUTM CAP RAI{.VIMlYL OMMT LRWV PI!MDV ECTAM CAP RAJ.VINYL ow" 5 4p.At+IT TEST (91)MATE"LIST 981r(15,6211 M)GLASS TEST (01)MATEMAL LISP` gflr(13.52MMIGUM CATs DMICRPTION GAT 8 TION L''1�i 1ViB'(13.lIi2JY M)ALLOMIUM BASE St10E LOW GMV(19,42 414 FA1CIAALL M OM OHM Mos CRL TAPMOC LAMINATED TAPER BET LTIM CRL TA< OC LAMM11ED TAPER SET SBA334 MA MULTI ATE EXPANSION ANCHOR MAW M&MLTI GONICRIM EXPANSM ANCHOR am r O1A CAP RAL am rIMACAP RAIL PROTECTIVE CAR RAIL Vin.WNW LAMM PMl ECIra CAR RAA.VBft CACI SLKXM SEALANT(BLACK) BM1Bt. 18MMSEALANT(BLA09 TOR RAM. BASE SHOE w w IM v 4-41 r 1 r — r----:--_� r.®.I r---�--r• ••• r� 1 r-.-AIS..-r r L®r,v.:�r 1 v--�•� TYPICAL ELEVATION AT TEST A-1* B-1, G-1 &�D-1 •� :• • ••• :• •: Clb�6S�SCA�r�L CRS CCAs' I�ot a �� ,614I06tCAPIL>ls. CRr4 LRil f WbRt Ci1�LRl6MYYNyI 6tK LIl9GP1►VVWLOL COL CRL CAL trtg6avvhraYa SUM SVC" $LOOM BOOM rcaLmsm .13X I'5GCWHM TAPE19d�MSEF C IL L TAPI MIXT aft LIM {kT1tLE06ASEOtOE Gsw" CIdLLtOt1ASESt10E imon, SETS>�EL Cac%UOdL am PSI CIS,LMWSTEEL 8118STR111 woomdm Simsx I*%&* N"WPOCOlmn TEST A-1 TEST B-1 '• • ;• - ::IE �;• -1 TEST D-1 Cft 9M(P L, TW �2nr LAd�U M13U"WQ . .�, ROML$MIM CAL EF19'UMMTWGfL M RAL SYSTEM XL5$ IW S Mir SUWACE MMT LAW SHOE ILMIGD 9W WJRFACK UNT M 414 OF 0 F16-Ft XLMI4F WW FASCA MMT SASE SHOE ATTACHED TO$TEFL WELD KOCK ATTAC eD TO CONORETE•.• ... ATTA090 TO STEEL ATTAC ED TO COTE .. . ... . . • . ••• Cert.No.- TST1657 r: )4f Mt. A Caeea,F_E_ Rtport tie: 6422i0 FL tree�wdw;. $48" CompeietiDaData: 5/1911010 Expirs*m Date: 3/1912020 File Number: 09634 Lob.Number. 6143 OF'FICUL Ted`ROORT PrarjW Mamba-: 09.1$102 Nott$ [At e�ipotes its by labormory as per amudwturer conclusion of ASTM E330 tzst and ANS12t97 test,th m+vas so die to a rant slate.ass and ladertets.At Me cordo of ASTM E1946199 mi �.the glass did bnA boat d .wot amid no shear whkh a 3"d for solid sph ere court pmt Inely ....:. we titer Va buns were cw4aW wt�ith a 6 mil plat:�to seal faom atm wbee bard tm+rrcan. i 0 0 •Oduatd.twmwever this had no e!1fea on Oc above test result. • 000000••••• 0000.. 0000 0000 � • 0000 0 .. 0000 • • • 0000. • . 0000. .. • .....� �h3 0000.. 0.00.0 . • , . • Rep0estll five simples of the test spedrams nd dcWkd ftwings vail1 by PumsbalWoi...i. •...i. TeMing Lobwmoq for ao period of dive years from the ofisbW tea data,aed tem report for a prtric#••. �• :•� �0 0 0 0: of ten years.Due to dwe code cycle chmp of few ymm it is recommeWed 6M this-*port be evaNaUd"PS Ow ufcspan of this documem. •• • This p Ww+was tested auk mom ddw c"uinet w eat footle by the Plo"Bea&ft Code( 007)TAS 20 t WV missile sad ASTM E330. A-1.11-1.C-1 wW D-1 *ml man SWOM16".2 Oft code, ?his pwas to ged wide ANSI!-107.1 sieWon 164.4.16.3. Test was DNWUCW es per i e ins re"i"d(MM yoer c=Pwy repusURNS". Witte by: F` AL"AAnON TESrM"WUTMY,M ivlr.Jorge A.Ca nc P.E. Mr.Abe ArmEnl'emc C-R.1 Mr.Money%ncba Chief Exeradve officer 24 R � MIAMF .iMYMMNINtI AW tPLWUM{iVM4..MM IWIL SIM Can CMIPLIMM OI WSOICCM JAtligl►"rA A0L=STR MSWJ9 IH3 I�RODUt1`t ttT .111Yffi10.�! Al RK M 331w1$4 3?34*1 PAX PM 37x41" N 1* Oil ACCI�!'`�'AIVG�it OASy Wildluddlita r '►dpi, a i ILL hDuPoW do Not WITS&Ca,Ire. $4480 DuPotd W"blaglon,WV 26181 SCOPBg This NOA Is Wft 1W=d UHAW 06 apploWs rte ad M01260ft Pftmi§g the u" Of hrs utka masarials.Tim d tw beim mvkwW by MW&D#&Cm ty Product Ciotltal Dwbion raid ncWw by do B=W of ItWo alai Appeals VMA)to be end in Ally Da&Co"y and other SFM WhM alloWW by the Awho ty WWY4 I (AIS. Tlds HOA shall trot be valid after It*apWW deft aladmd below.TIS try Pnodtnc(iSmu d JAvIdon(in NJOW l C+ ty)nuffm do APB On ays olhm.ben Miami We Coamty)ream tip Af d to have this pa&m or owerial tai hr ittlslily sawaift PXPDM If this PWW or 400oslAI fidW110.:. perforaa in Ile wcqw minow,110 mstfn mw will%w tba ovimse of nch main attd-110MU Icy •••••• Ieeett�Ralely e+evirlao,aaadify.Or tiro rests of �' wtdl�t �etritd�li�.t#QJ�At„• ', r aves The A& I0 rovou fids if it Is " by Ill coew lit r4n64 •••••• Oividw deal peodaci or mdaW Cads to meal(be Hquhmenk of ileo bWK%V^ 9690 • Tills FwUd is appovd asdoacribod bmWo.and hos bitett dedpW to comply whb fia FbM Illehliling�....' ..... Cockg6 loclikUS tho H*b Vdocisy Hinlican Zote. •••••• DESCRIPTION:DuPont Stml~Pitts �� •� •••... APPROVAL DUCUMt't. No.33M I of I.Ned-IMPOSI ••%4 hft&Yle .' dated 1iphlU07, pWmd by L1.Dqpag Dakmwn&Cb4 Irte=.dped eel seakd by Alk}e A. K& W •...:. P B3. (�,I�lsye+� Ccuidy P//ta�.l��md Quo��,tyd t/{�,,,,�,..��q e��nrlth t din of 14m inittllaor wW a milo t date by titre I Imd WNi" Ccs OWk •• :0: �••••� hIMILIS IMPACT RATING: Nbm Tldo appvM docs rAd Its an MWIN Of situ al' porYorn a of" cmc. Tog Nports >W qdw mpW doau "b almil be aabndtmi to Dab runty Pr*W trot;ftwW&tlnd the spftm aft d&Wed4w dou vdll Mid the loads wco dug to Chaplet 16 of the F.&C,In order to Ism a itpo Xw pru&d OPPWW fear the sya%" L,Af1RUNCs Lwmbm d lltes mda dais!'rolled Appwd alnill be PMMMMIY In it iaww Of lk$ glass wide: "DCA-SOP". standing Cor "Maud.Dada Cwvq A — PkW% and 90 Isednatoes Wpiites Wan mak. 7bm MUM shall ba apPod bJl lhs Individul Is F04100109 they finished litw"lod 81am ro" 09 thus Send Ph*WOOPIM sudatityar. RMRWAGof Ills NOA dog keemkhmul atter a mmml appllratlon leas been t3Nd and tbero bas been no chaapa ie lbo appllcalft ecde 1 atf+adb$Ilia peddommof Ibis producL Thi1ltKINATION of them NOA will owtw dk r do 6101MIcn do or W dun has ban a mvWm or chip In the Mal&jok wwor wasehorra of the product or peocew.16aw of Wx NOA"04 int od any pmt+tin aim add or any otter puapmtis shag sulconfiWly wradeds tlb NOA.FaUns to +roger*whb any acilm of dds NOA stroll be cam for of KOA. ADVIUMOMh RIN The NOA wmbff prwWW by the wGub AI CoOirty.Partda.acid folloored by the oxpkWw ddtc may be a7cd in odd liftuftu It any polika Ott KOA k d"i d.cheat it dtall to dosis is its enli ly. INSPECTIOT t A copy of des euro HOA dell be povided to than Um by the nimsfadow or hs +dislrilbarlaara slid doll be msiMk for idem at.lha job dw atof tine Sulhft Odlicial. 'iris;NOA tenon and nWms MOA d 06.12.10 ad cwWw of dds psoo.cvkkm pW B.J.as well a arpp v"l dociumd mwkned abosre. Tim subuduW docummW=wa rsvlewed by Cm4w M.vtrera,P.N. l=Was 47-111 04 ftondon Data dmmry 140 2012 as3p UN 1 25 IC.i.DuPont do Nenwars&Co.,Inc. ff9m OF AC2 PTANC ICVI , PAGI A. DRAWING, 1► 03ilWa8 No.319.58.dod I of I.tib"I3uPam Swifygl Ply".de1ed IO1O1107s pqmmd by ILL 17a1tn1 Dd4mma&Co..Im.dgued u d coaled by AIM A.Komar. RL 13. 'TOT RBPO TS 1. 3136116$AT401 AM D 635 1Of= Chris BWMWM P.B. 2. 31117SSSAT 002 ASTM DIM OI Q7 Ofil BOWBOU.P.M . 3. 3111755SAT-001 ASTM B 8+4 l2 INK Chris .P L ;••••• ...... +4. P R 246 ASTM 0 26 2 Doc T.N 4-P.B. :•� •� .• S. M106246 ASTM D,790 Ofif2W T• P.B.' •• ••••:• .... .....: 1. I4 .....• ...... •..... & MATERIAL CBRMHCATIOM • • • li ... • L QUAI;.ITY ASSURANCE '••• � • 1. b im d Dano BuildipS Cod*C ampllauca OWWO(ACCO) F. STATS 1. Utkrof No PIS Intal by L L Pl dw&Ass dalM`tt c..kmd an 120198. WSW and sale+d by W.M.Moya a.P@. 2. Iaortser of Coda Cmoi by K.R FWw&Asmi iml i +on 121I2N8, aipW said mkd by W.M.Mayes.PB. 3. irate'of No FhmwM bdev st by C.A.SnAth of Z 1.DuPod DeNomom&Co.. lue.,issued on 12flM sigad wd ngxdzed by C.A.Sndib. d. Appowd Hadug of ScakyOWO Phys WOW=dwead Not bof 30.2045. signd by 7offtoy D.C3aMo. (Wow Smed anrder NOA#06420S.10) 0. OT=RS 1. No Owo ldlw bmd by B.i.DaPtrrrt do Nwoaaea&Cc,Imo..dated 11101107.Aped by C.Anthony Ste.PiLD 9-n6/n ow 1im"MP.1I. Pto&d COW OwNdow 1Vtt1,l1 tO W-111 am**""Oda J#16mvy 14 1012 App Vdas Ja r J► 26 a . DUPONT SENTRYGLASOPLUS INTERLAYER i �A�+..gyp gy p*��p� ��yy�/�,. fI /llui�1'�1�7reepMI -If e CO.,p�� 'i 1` 1• I W 1�1�B . E.I.6!\/OK f � - -®S R COmc. ' DESCRIPY10W A PLA$lrlC 114TERLAYER MATERIAL VOUCH 18 ' FACTORY LA1dNNATED TOA MINIMUM OF TWO PIECES OF GLASS. A T1PICAL GLAZWO 18 MADE OF Tiffs FOLLOWNG COMPONENTS.' (MI INUM INCI(NESS INDICATED. WJLTIPLE PUSS OF WMLAYER •: ;►. A. TO SIE USED AS NE '1t}. • �:. V. �, ,s A 0 C rc MGM - 0.w 70 sur►- 'I 0 mM MATERIAL CHARACTERISTICS ••.• • .••••• SentryGlasOPlue Interim ..•... : •. • •. ...:.. ...... ..... ... .....: 00 Test Emma • • Flame 35 Ve 0 ..:... o sal bit ASME84 260 •... ...... Fka Wffm Y 01 28 MF .• P77—"L Exdnt of ASTM Li636 0 C'1 • or ASTM 1 fa C1 .' :•; modult� AS—a •• ' `NEATHERII PER SECTION 20%2 OF 6 THE F6 Bt1R. CODE 1 $368 gg NOTES: (1(30 wM(0-76m)Nftm Wool SII In~ (21 120 m6(3.3mt) S Itm InWaW She til Ot~ew uns lrft i w By MW Om to Cimeplyt With Tim Flm> Code TMSI$AcompowurAppRovALmibnmmoyoicLuosmavAuiAlmorsmmw4ALmwoammloplM COAPT MT. SYMMS RMXWMMG TIO$40WOMW SOLL APPLY FOR A PACT APPIWAL TO IM OFM AND ft"SUS=QTS AND 0WR6R REM"000MM8 SHOVOW TMT TIS SYSM VBM US • + 2m t mk ilioakk bWlow BIAS E.I.Ih+Pr�M a h &Co.,Ing 64811►C> P t PW N4a1�'wb^Wed Virgkft 20161 Qu ti.• - - :..�tPI+a: 304463.2182 ra�.Im. W4#319658 Stmat 1 d 1 flute. 10r1ioi NOV 0 5 flan A.Icodch.PE 27 Fenestration Testing Laboratory, Inc, 8148NAV 7.1thAtervir Malfvy.FT.:bIWG d`h?,Zb•'305/ti'+E4.'ie°:VQ_7W(N 4 ,1 1 L ;f I'do d e I.ruli-I I!41"r.rom 6f2VlO RE: Letter Certifying I ml ep endence Client:C.R.Laurence C.D.Inc. Addren: 25••031'..Vernon Avenue Lee Angdles,California"OW1897 Model Designation: Weld Blwk Do G1ined Conerete Mount Aluminum Glaw Clams Raift System Laboratory Number.6143 To whom it may concern: � :.�•:. •••• . • 000••0 • •• • •••• • • •• Festration Tetinb Laboratory certifi+ea flys l+aw •• • •• 0000.. 0000.. ...• 0000.: • Fe tration Testing Laboratory, nor it's company repmsentatives, h�;0jty fina�ilj • 0000 0000. interest in the above referenced company 960600 0000 •••• • •• • Fenestration Testing Laboratory, nor it`s company representative& ha9f Myc�ontroiii ng 0 0 0 0 0 0 interest in the above referenced company 0••�•• • • . • The above referenced company is not affiliated to Fenestration Tcstitg l�rbormey.-O : W 0000 items company reprewntatives •• • 0:4':00 0••••6 If you have any quetions,please dor not hesitatle to contact us at(305)885-3328. Sincerely. Fenestration Testing 4boratory,Inc. -0 &4 Manny Sanchez Chief Fjwcutive Officer l'. _. ,. . ,. • .e 0000 E .. 0000. . ,- 0000 - i 2B Cesar 1. Castillo, PE Florida Reg. # 68447 6385 NW 43rd Terrace, Coconut Creek, FL 33073 Ph: 954-803-8968 - Fan: 954586-3601 Cover Sheet Structural Calculations Project: James Turk 1275 NE 94th Street Miami Shores, FL 33138 Customer: AAM Interior Services Designer: Cesar 1. Castillo, PE Florida Reg. # 68447 Consulting En�i:xer 6385 NW 43ra Terrace Coconut Creek,FL 33073 Phone:954-803-8968 ••• ••• : •" Florida Reg.#68447 'EBO 901400 000 Oe 0 :': •'. ASCE 7-10 .. . . . . . . . . . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . r , Cesar I. Castillo, PE Florida Reg.0 68"./ 6385 NW 43rd Terrace,Coconut Creek,FL 33073 Ph:854.803-8868 - Fax:834586.3601 Qesion Criteria 8 Applicable Codes: Codes: FISC 2014 ASCE 7-10 AISC 14th Edition Panels thickness: 0.5625 in Panels width: 48 in 1 CHECKING GLASS PANEL 42"x 48"9=0.6$W'-BENDING W= 0.05 k7gWft Glass W= 0.0042 kips/in Glass Panel 48.00"x 0.5625" P= 0.200 kips A= 27.00 int L= 45 in Sx= 2.53 iris M= 9.00 kips4n LL Sr- 216.0 in$ Fy= 24.00 ksi -Glass Mr(flexure) Ix= 0.71 in Fb= 6.00 ksi ly= 5184.0 in Fy= 43.00 ksi -Glass Mr(shear) rx= 0.16 in Fv= 10.75 ksi ry= 13.90 in fv= 0.007 ksi fb= 3.56 ksi Srqr= 9.00 6.00 = 1.500 in3 Try: Glass Panel 48.00"x 0.5625" Sx= 1.500 W < 2.530 in3 o.k. 1'500 = 0.593 < 1 o.k. 2.530 Use: Glass Panel 413.00"x 0.5625" 2 CHECKING GLASS PANEL 42"x48"9=0.75"-SHEAR CESAR I. CASULLO,PE Consulting Engineer Fv= 10.75 ksi 6385 NW 43ra Terrace V= 0.88 kips Coconut Creek,FL 33073 A= 27.00 in' Phone:954-803-8968 Florida.Reiz.#68447 Arqr- 0.880 = 0.033 irr' 7 A= O-CV :1 : : : f7.�OO�ir�3 o.k. iii •• ••• •• • • • •• 0'033 = 0.001 < 1 o.k. 27.000 00 ••• ••• ... • ••• . • • Use: Glass Panel 48.d*x ImW : : :' : . :. ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • t v Cesar I. Castillo, PE Florida Reg.0 68447 8385 NW 43rd Terrace,Coconut Creak,FL 33073 Ph:9544803.8968 - Faxm 854.588-3809 3 CHECKING DEFLECTIONS Glass Glass Panel 48.00"x 0.5625" A= 27.000 int Sx= 2.530 W Sr- 216.000 in' Ix= 0.710 in4 ly= 5184 in E= 10400 ksi P= 0.200 kips L= 45 in A= PxL3/(3xExl) A= 0.200 x 423/(3 x 10400 x 1.69) A= 0.823 in Aallow= L/30=45/30= 1.500 in A= 0.823 in < 1.500 in o.k. 0.823 = 0.548 < 1 o.k. 1.500 Use: Glass Panel 48.O"x 0.5625" 4 CHECKING POST BASE PLATE ANCHORAGE TO CONCRETE P= 0.200 kips L= 46.00 in RA= 9.20 kips4n h= 4.00 in n= 4.00 Tom= 0.575 kips Per each anchor bolt CESAR I. CASTILLO, PE V= 0.050 kips Consulting Engineer Try: Hilti Kwik Bolt 3,CS 03/8"(min emb 2.50 6385 NW 43rd Terrace") Rhin.emb.= 2.50 in Coconut Creek,FL 33073 Phone:954-803-8968 Ru-t= 1.355 kips Tension at full capacity Florida Rei.#68447 Ru-v= 1.460 kips Shear at full capacity d,= 4.0 in Space between bolts dJd:= �3 0 in Minimum • •• . Minimum distance for full capacity .&f A capam e,= +I.0 in.: :�: :E digtansm from boils e,= •9.4 in• •• M'J iAu�n edge distance for full capacity e,/e,= 91% Of full capacity-Critical 09* •• • • • • • • • • • • •• • • • • • •• 1 . .. .. . . . .. .. ... . . . ... . . Cesar 1, Castillo, PE Florida R".#68447 6385 NW 43rd Tomme,Coconut Creek,FL 33073 Ph;954803.8968 - Fax:9544586-3601 Tension: Ru t= 0.575 kips < 0.723 kips o.k. Shear. Ru-v= 0.050 kips < 0.779 kips o.k. Checking stress: 0.575 0.723 } 0.779 0.050 = 0.860 < 1 o.k. Use: HINT Kwik Bolt 3,CS 0 3/8"(min emb 2.50") @ 6 in 5 STAINLESS STEEL STAIR HANDiZAILS Load= 0.05 kipsltt A-304 SS Load= 0.0042 kipslin RD 01.25"sch 40 P= 0.200 kips A= 0.684 irI2 L span= 40 in Sx= 0.235 ins Fy= 42.00 ksi Sy-- 0.235 in$ Fb= 27.72 ksi 5.1 Horizontal checking: 2 M = WxL2/8= 0.833 kips-in M = PxU4= 2.000 kips-in M= 2.000 kips-in Then Srqr= 2.000 = 0.072 iris 27.72 Sx= 0.072 ins < 0.235 ins o.k. 0.072 = 0.307 < 1 o.k. 0.235 5.2 Vertical checking: 2_= WxL.2/8= 0.833 kips-in M = PxU4= 2.000 kips-in M= 2.000 kips4n Then Srqr= 2.000 = 0.072 ins 27.72 Sx= 0.072 ins < 0.235 ins o.k. 0.072 = 0.307 < 1 o.k. 0.235 •« ••• . • • • • •• Then use: A-304 SS '•• rii;0;l� soh 7a� CESAR I. CASTILLO,PE •• ••• •• • • • •• Consulting Engineer 6385 NW 43rd Terrace ..• • ••. ... Coconut Creek,FL 33073 Phone:954-803-8968 .• • • • • • . • . • • •• • • • • • •• Florida Rei.#68447 ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • s Cesar 1, Castillo, PE Florida Reg.0 68447 6383 NW 43rd Terrace,Coconut Creek,FL 33073 Ph:954.803-8968 - Fam 954 86.3601 6 CHECIQN©S S SOLID RD BAR 0112"HANDRAIL BRACKET Load= 0.200 kips A-304 SS L= 1.50 in RD 0 0.50" solid M= 0.30 kips-in A= 0.200 ir? Fy= 42.00 ksi Sac= 0.011 ire Fb= 27.72 ksi Sy= 0.011 ire Then Srgr- 0.300 = 0.011 ins o.k. 27.72 Then try with: A-304 SS Sac= 0.011 ins < 0.011 iris o.k. 0.011 = 0.984 < 1 o.k. 0.011 Then use: RD 0 0.60" solid CESAR I. CAaTILL®,PE Consulting Engineer 6385 NW 43rd Terrace Coconut Creek,FL 33073 •• ••• • • • • • •• Phone:954-803-8968 • • •• • • • • • Florida Reg.#68447 • •• • • • • ••• • • ••• • • ••• ••• •• • •• •• • • • • • • • • • • • • •• p 0:0 Ov • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • 0 Cesar Castillo 24.0 in 24 in 0.28 i CG .56 in 48 in Glass Panel 48"x 0.5625" Mmensiwroth � 46 to ptmdfw 0.71 br"4 Height 0.56 In 11 5184InA4 perimeter 97.1 In bcy 4.10783e-015 W4 Geometric Properties Theta 90 deg iy 61841nA4 bt 0.71 tnA4 ry 13.9 In rx 0.16 in A 27" Sy Right 216 InA3 •• ••• • • • • • •• Sy Loft 216 Ink • • • • • • • • • Sx Bottom 2.53 InA3 • • •• • • • • • • •• • • • • ••• • SXTOP 2.53 htA3 • • • • • • • • • Centroid Y 0.45 in •• ••• •• • • • •• Centroid X -0.23 in Plastic Properties ZY 324bt"3 • ••• • • ••• ••• 2x 3.80 W3 • • • • • • • • PNA-Y 0.45 in • • ••• • • • • •• • • • • • • • • • ppu pe8 •.• • • • • • Ip 5165 in"4 rp 13.8 In J IES ShapeBuilder 4.0 www.iesweb.com •:• ': '.' .:. :• •: 11/30/15 03:28 PM Cesar Castillo tl A3 in 0.83 in CG 1.66 in 0.83 in if 1.66 in Steel RD 1.25" sch 40 PdncW Properties Wkfth 1.88 in 12 0.19 bN'4 Height 1.86 in 11 0.19 W4 Pew 9.55 In bty 1.281470.018 W4 Geometric Properdes Theta 0 deg Iy 0.19 WN Ix 0.19 inA4 ry 0.54 In rx 0.54 in A 0.87" Sy Right 0.23 InA3 •• ••• • • • • • •• BY Left 0.23 W3 • • • • • • • • • Sx Bottom 0.23 inA3 • • •• • • • • • SX Top 0.23 W3 '• ': : : : : :': '• CentrDld Y -1.04 in •• ••• •• • • • •• Certrold X -1.03 in Plastic Properties Zy 0.32 W3 • ••• • • ••• ••• Zx 0.32 W3 • : :•• : : •' i PNA-Y -1.04 In •• • • • • • • • • • PNA-X -1.03 in • •• • • • • • •• pokwProperdes, ••• • • • • • Ip 0.39 W4 rp - - 0.78 In ••• • • • • ••• • • • • • ••• • • IES ShapeBuilder 4.0 www.iesweb.com •:• :' '0 '•' 0*0 :' ': 07/27/13 10:42 AM s DESCRIPTION: t�vanvs�>rra HILTI Kwik Bolt 3 is a stud type expansion anchor with a single piece wedge ..Wo which expands in concrete and CMU when torque Is applied. the are supplied Anchor Fracture 9 PP Y Ppl� .a �a with a nut and washer. Diameter (in.) Load (lb) XMAK� 1/4 2.900 ► .sa• 3/8 7,200 1 L2 12,400 �IL 5/0 19,600 Q 3 4 28,700 Y%k- MATERIAL CHARACTERISTICS: DESIGN VALUES: 1" carbon steel studs, conform to AISI 11L41. HILTI, INC. Nuts are carbon steel conforming to ASTM A563 Grade A Dia. Min. Embed. 3000 psi CMU Grouted 5400 S 122nd E Ave and meet dimensional requirements of ANSI 818.2.2. (in.) (in.) ToWnsion Shear Tension Shear Tulsa, OK 74146 Washers are made from carbon steel conforming to ASTM F844 and meet dimensional requirements of 1/4 2 623 458 — — ANSI 18.22.1 Type A plain. 8 2-1/2 1355 14600 780 1155 All 3/8", 1/2", 5/8% and 3/4" wedges are made from carbon steel. 1/2 3-1/2 2185 2343 905 1723 All 1/4" and 1" wedges are made from stainless steel. 5/8 4 2870 48855 1295 1723 3/4 4-3/4 HILTI KWIK BOLT 3 MECHANICAL GEN T$TES: EXPANSION ANCHOR • •: 1) Des'th %lues is q tl os are equal to ultimate food FOR CONCRETE • • di gged•� 4. • • a AND MANSONRY • • •• 2) Edge distance shall be 1.75 times the minimum Astor Is Allowed In d Non-Shaded Ants � ELEMENTS embedment for:tobvid and 3 times the minimum I .. embgflqqtglt for � arr.� Anchor center to center REVISION DATE: 31-10-06 dist nae shall be t+mes the minimum embedment. • • •• 3 • ••• • DATE: 11-12-98 • •• ) An nstaliat�on s�iaif be made in accordance with DRAWING: 543-003—C Hifki s ublishedeMI(Nation instructions in the Product r cell. SCALE: i" 1" • • •• 4)TAncHbr�install f :4R•groit utedanchor concreette masonry units SHEET NO. 1 OF 1 • • •• rept3fte• ce minirpo"•t+2" distance and 8" spacing. Limit • one-onsiior pert.ceflw• FOR OFFICE USE •• •• Avoid installotioA jithil 1-3/8" of any vertical mortar e joihj'•S§e Figure 1. ^' VAR*A 5) Values shown are for shear plane through the anchor Mu body. z Morwjoht 6) When the shear plane is acting through the anchor 1-3/8" «- threads, reduce the shear by 10X. Zcor�Masonry Unit 1-3/8" (Grouted) 7) When the shear plane is acting through the anchor threads, reduce the shear by 6X 8) When the shear plane is acting through the anchor threads, reduce the shear by 20X. G) ' -t, N w U) O n O .O• (b O • e cb 9� C iU • Si fi n 4 7/�T • a = • •• lY Q•• e • •e•••� ON s •° • N e'p � N LZ c O \ 6 C3 N D IW. D M O + rN rn Z :U �-c 4 N Z O G7 ` n ut i11 N C O L 0 G I Q z C --AQ C' c7 �j -s 0 3 N > vi �_ >J � M (D at c -n. CD to m D s 40 cn s z..• f�°°�54 �D 4V' L Z; �3?•:t'�.+ moi'.� b Gi 1�s t••w.. = N N S O xt l• Ln ttr ..Vitt. ZO N e • • • a••i••ia 4' (101.8)'4 ° A' •••••• s • O • • • a• e 3 •••e•• •••• 4••aei . a3 • t3) • • In • e Op s Q (P fill I I HA w 4 �O a x �g�g N =r, m 5 .lames Turk Cesar 1. Costilllo P. E. A*M Interior 5erviCes 0 0 Interior Glass Railing _ R.OW 135 12 NE 24th PI z 1 275 NE 94 Street eW W Ord TorraM cmc Credr.Fl 33073 North Miami Fl 33181 Miami Shores Fl 33138 (9 54)W.3,-WW Fine (94)M-2M CBC 1 259818 -c G2 Consulting Group,lnc. JOAQUIN MONTESINO, RE 9725 SW 4 th TERR., Miami, Florida 33174 PH(786)2940032, Fax(786)2940032 Lic#69969,CA 25882 BY:JM DATER/15/16 SUBJECT:TURK Res SHEET 1 OF 4 CHECK BY:JM DATE4/15/16 Miami Shores, Florida CALCULATION TITLE SHEET Sob Name :ALUMINON RAILINGS • 4444 • • • " Client : Mr.TURK 4444.. 1275 NE 94 th ST. • 4444 4444 •••••• • • MIAMI SHORES, FL 33138 4444. •• • 4444 4444. 4444.. 4444 .4000. 0 60.00. 44.. • 44 .460 444444 • 6464 4 44 0 4 4 04464 0066" Sob Type : RESIDENTI R 4444 TUC APpR r�RAL REV EVV vE® ®AT Building Code : .F.B.C.-2014-5th Edition Building Dept : Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct _+ supervision.For the computer runs,if any,input was prepared and the output data am,dyzed and interpreted in the same. + +�++ manner prior preparation of the construction documen ,`.� USN MC3�T �� Therefore, I accept professional responsibility for Qom,. '••..,FS��s interpretation of any computer outputs. �; '�,•`�\�.�1V�` '•�2 s 4 No. 69969 e r X00; %. �` RID ,•'\��: G2 Consulting Group Inc. Job:TURK Joaquin Montesino.P.E. Sheet No.-4k-of 9725 SW 4 th TERR. Calcul by:jm Date:3/30/16 Miami,FL 33174 Checked by:jm Date:3/30/16 LIC#69969,CA 25882 CHECK STAIR ALUMINUN RAILING W1 WALL BRACKET DATA ALUMINUN GOG I-TG E:= 10x 106psi modulus of Cla5tlOty Fb:= 24200psi Allowable Bending 5tr"ht round shape F,:= 7200p si Allowable Shear 5trenght • . 0000 • • 0000.. • W4rm load 0000.. • 0000.. 0:000. •«,.y�Olbf•00.00 0000. 00 ft 0000.. • 0000 ••••• •:••5span of i xi+ng b/t supports 0000.. 0 .0.000 0000 000000 0000.. •jii�;= 4ft rvac span 0:000. 0000 . . 1:•1%ndmcg Moment M:= l x w x L2 8 M=1.2x 103x lbfx in 2. 5ection Modulus SREQ= =0.05 x in M 3 try pipe Schedule 40 GOG I TG — Fb TRY 2" DIAMETER PIPE CD 4 4) D,:= 2375in Din:= 2.067m ' ^� 32 x D° S=0.56 x in check:= if(S�!S,.Q,"ok" ,"nogood" check="ok" G2 Consulting Group Inc. J b:TURK Joaquin Montesino.P.E. Sheet NoT of 8725 SW 4 th TERR. Calcul by jm Date:3/30/16/16 Miami,FL 33174 Checked by:jm Date:3/30/16 LIC#69969,CA 25882 3. Shear X:= wx1.15x L 2 D2 2 := 3.14 x D°) A=1.074 x int V 4 a .f„= A 4 D2+D°xD,i,+ Di. k:= —x fv=107.078 psi 3 D 2+D1.2 b . fv1:= 2V A W,%214.155 psi. • . 0000 0000•• • • • V.... . 'fv2:=Sc yo .. • • ••• 000000 • •41i2=213�t2�psi •090• 0 •0•••• • •••• • •0000• • 0000•• •W00z00 • := max(V,Yvl,fr2) • 0.000• 0000 •00900 • .W$x=214d55"1 • •00• • • 9.0000 0 0000 � = if(Fv z Finax,"ok" ,"nogood" check=took" 4. Check Deflection 1:= 0.049087 x (D4_D�4) 0: 5xwxL4 J 384 x E x I 0=0.043x in L ' ^ 120 5=0.4x in 5. Check support .= Lxwx1.15 V=230lbf ' G2 Consulting Group Inc. J TU Joaquin Montesino.P.E. Sheet No. of 9725 SW 4 th TERR. Calcul by:jm Dat :3/30/ 6 Miami,FL 33174 Checked by:jm Date:3W16 LIC#69969,CA 25882 2—1 in tapcon screws 4 Sau 2021bf hollow block cap:= 2 x Sap=404 1b if(cap z V,"ok" "nogood") check="ok" use 2-1/4 in X 1 .75emb tapcon screws 55 • • • . .. • •••• •••••• • • • • • • •••••• ••••• •••••• • •••••• •••••• •••• •••••• .,._._mar.-F. '—•F-------.<—.•••• .:-; D QEC �JLTY . AND 4 S®I ]E zF Off g Use 9 gg •" - � a: ity . ACP X11=TSE Eat li.®dI�G PEiI IST APP�tC�1TICN C,A �i,G r �f11r_C�1EC1c tA6 d�yEY®Q3�E�®NLl( 1�D QIl1 D`_ �R I1 FAC ';FSE PI �C�S�`1NCa - Q ;P�1( N'1'E I�APACT FEES ' "`Sifd *folio. *-.✓ �. ". �. l� *Pfri{tPfoc®ss Wumber Sgue Ft lJnits proposdtdlse` Exisng Use: laegaT'E�Sdrlpbn Lot Biotic Sabdiviai00Pg' ---- The f p�rei doffs herbb cb at#h i qn sh ±vn is irtte at�d;cs1 8Ct to the best of his khoWLedge and tieliet 1S -,.. "Slgriatu�re offeepay�� - ` - '_ OF�FIE LtOls� fi�A13E ta$05 S1W �� 'eei5m#,F1331 ' Tel 788 315 2650.. t is Hours, . T:3Q am s 00 pm, . .74 3152660 F It FFICE;:U�1 ONLY land Uge Code end on `. f Fea Per Unit - Total Road im d•Fee . . `, 1*0 Fee Total Fire Irribaot Fee -gboj.irtioad Fee Tota�.�j-Qoi'Imp Police Imc3act Fee Total Police Ithoad Fee ptrk lmgectfee Total Park1ma (Rev.2006MM) *REQUIRED FIELDS t ' I z .P m, a� M' } A2: 4.. TM Islip i r • Studio A Engineering CA 27691 • Shoring Engineers 10770 NW 86 St-8401 Doral,Florida 33178 Tel.(786)365-2523 (305)640-9850 E-mall:paWpineda@engineer com Fax.(305)840-3087 www.sWdioaeng.com NESS CARMEL, LLC SHORING CALCULATIONS FOR: TURK RESIDENCE-NEW ADDITION 1275 NE 4 St Miami,FL 33138 Calculations comply with: 2010 Florida Building Code-ACI 347-Specifications 06-15-15 FOR ALL SHEETS • PAUL PMDA,PE 61808 •.; :; % % • Professional Engineer •' : ;. Florida Special Inspector#?0262210 4 •:e : • 00 • . •• Ole . • . . .• 000 . e JOB NUMBER: SH-1497 JOB NAME TURK RESIDENCE ADDITION SLAB SHORING W/POST SHORES slab : 8 inch JOIST SIZE: depth: 3.5 inches width: 1.5 inches (1)2x4 STRINGER SIZE: depth: 3.5 inches width: 3 inches (2)2x4 Joist length - 4 ft Clear Span(1) = 3.75 It Post spacing = 3 ft Clear Span(L) = 2.33 It DEAD LOADS(DL): SLAB SELF WEIGHT: 97 psf FORMWORK 10 psf TOTAL DEAD LOADS: 107 psf LIVE LOADS (LQ: 50 psf 50 psf TOTAL LIVE LOADS: 50 psf TOTAL LOADS 157 psf a) PLYWOOD 3/4" : Using Joist @ 12 inches S = 1.00 It M= wxS"2/8= 19.58#sxft f b= M/Sx = 570.39 psi < F b =1930 psi (OK) b) JOIST: W= 156.67 plf M= wxIA2/8= 275.39#sxft f b= M/Sx = 1079.08 psi < F b =1375 psi (OK) SHEAR ONJOIST(V): 313.33#s f v= 3V/2bd= 89.52 psi < F = 175 psi (OK) c) STRINGER: W= 626.67 pIf M= wxL"2/8= 426.48#sxIt f b= M/Sx = 835.56 psi < F b =1375 psi (OK) SHEAR ON STRINGER(V): 940.00#s f v= 3V/2bd= 134.29 psi < F = 175 psi (OK) d) POST LOAD : 1880.00#s < P allow =2,880#s(Hi-Load Post Shore) h<=12' . �• •• II JOB NUMBER: 1497 JOB NAME : TURK RESIDENCE-NEW ADDITION UP TO 8 x 36 BEAM DIMENSIONS: depth: Winches width: 8 inches JOIST DIMENSIONS: depth: 3.5 inches (4") width: 1.5 inches (2") STRINGER DIMENSIONS: depth: 1.5 inches (4") width: 3.5 inches 2(2"x4") NUMBER OF JOIST: 2 and DEAD LOADS(DL): BEAM SELF WEIGHT: 300 pff TOTAL DEAD LOADS: 300 plf LIVE LOADS (LL) : 50 psf x width 33 plf ,5`T�%A/GFie TOTAL LIVE LOADS: 33 plf TOTAL LOADS ON BEAM 333 plf S&v ss ore ELLIS PV-sr a) PLYWOOD 3/4" W= 41.67p fffinch rl L = 6.5 inch M= w xL^2/8= 220.05#s x inch f b= M/Sx = 534.11 psi < F b =(Cd"-1.25)x 1,545 psi= 1,930 psi(OK) b) JOIST: Stringer Spacing 4 ft Clear Span = 3.88 It M= w xL^2/8= 625.65#s x ft f b= M/Sx = 1225.77 psi < F b =(Cd=1.25)x 1,100 psi= 1,375 psi(OK) SHEAR ON JOIST(V) : 322.92 #s f v= 3V/2bd= 92.26 psi < Fv =175 psi OK p P ( ) c STRINGER: DIRECT BEARING Bearing Area: 12.25 sq-in •. Load 666.67#s fcL 54.42 psi < Fc L=565 psi (OK) • . ' • d) POST SHORE LOAD 666.67#s < P allow =2500 Lbs (OK) •''. •� ' . • • • �• •l• • . .0. • i • ••' • i •i • i i i •• •:• • :� • • • i MUDSILLS CALCULATION: ALLOWABLE SOIL PRESSURE : 2000 PSF Assumed P(max)= 1880#s(for posts loads 8"slab) AREA= 0.94 SF USE: 12 x 12 1.00 SF ACTING PRESSURE(w) : 13.06 PSI = 156.67 P linear inch ( 12 - 6 ) / 2 = 3 inches M=w x L^2/2= 705.00#s x inch fb= M/nSx n(#plywoods) = 2 F b =[Cd=1.25]x 1,545psi fb= 855.58 PSI < Fb= 1930 PSI USE : 2 PLYWOOD 314" , 12 x 12 SQ . . . . • • •� • . a a. . ;. ;. 0. O �• • • •• 0 . • . rust bilin e5 350 un GIIU na � �r �Et.e:�: »1::a�..-?u'-v�'•..:rd�-:'wt_....:.9i':'a"rk.'7rA.'w7.'fcX.A}OE�FF? .. fZ1!L.�':'.'�,�7„'�:'%. ..«�':n-�.wx-. .?TT�bfLf.`�. o'i18.•8.'a.. Post Shore 350 DB Post Shore-M 550 Part No.: VFTP552147 Part No-- VFTP463087 Height: 6'-6°to 11'-6" Height: 10'to 18' o o Weight: 46.51bs. Weight 742 lbs. Ck Both post shores have a 3"O D-base and a 25"O.D.staff: Components PartNo. Description Weight U8EP U-Head 49 lbs. VFTA470804 TSpring Bolt 0.2 lbs. . VFTA002547 Swivel Clamp 42 lbs. VFTA107118 Counter Nut 2..2 lbs • : U8EP • • • _ • Accepts 4"ftW boom. • Height M) load (IW.l Height M) LMd OW 6'-6" 6445 10'-0" 9367 7' -0" 64455 10' -6" 8800 7' -6" 6445 lit - 0" 8176 81-011 6445 111 - 611 7475 VFTA470804 81 -6" 6445 12'-0" 6903 Required to attach 9'-0" 6445 12' -6" 6353 L1-Head LASER 91-611 6445 131 -028 5815 .10'-0" 5600 13'-6" 5316 10'-6" 5170 14'-0" 4880 ill - Off 4400 14'-6" - 4490 111 -61 3860 151-011 4160 VFTA002547 151-61' 3858 (1-9"x 3.0 • Post shares must be braced or restrained 16 -0" 3575 Reg6W to attach t-s-tubes from lateral movement by other mesas. 16' -6" 3340' to post shore base. Cxpaddesindicatedareat31 •• safety facto. i T -0" 3133 17'-5" 2924 •� Of • • 18' -0" 2732 ••: •• . . • Of AltdrawingsontblsshedamforillustWisepnrpastsontyLThissheetis : i •• . intended forgawal information pxrpases oxly.Bwaxse of the many 1; • �• ••• • oariablawhkhajedtheperformxceofthepro&dUx4someofthe VFTA107118 ' • • : ' •• ixjrwmation ix it nary notapply.Forspeerfieapphwtsox4 am&d SafoV for,to nkn • • • in bface appkaft= • . � • • • NOTt F.aedwx sLymaistenanaanddmswmblymxstconfwmto _ •• • crrrsentmenufadumesinstmetiewaswellasallfedera4stateandkwi ViF*' 463087 • • regxlatio=CopiesofoompldeSa"Gxidelinesfortheseandother AS5MRWbettcW o •e-• �• prodnttsananall kfmmSafoveryoxrSafm¢ydaalermithottttltarge tpskb lr i i • • •• C Ak= C A C<A•AV WA'V �,• °able 40 Reference Design Values for Visually Graded Southem Pine Dimens (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WrM TABLE 4B ADJUSTMENT FACTORS Design values in pounds per square incl!fpQ Tensa" shear CMV-Ssk n Camp—si- Moduus parallel paraw pe (lar parallel 0f Qed speaes argil S'rce 8enciv to grain Ingrain to grain to grain Eiastiaty Ruh =Mna wwade classifimflon Fa Ft Fv Fc. Fc E A' e Manna S Shuct�aai 3.050 1.650 170' 660 2,260 1,900.000 690.000 Selet atrium! U50 11600 175 .565 ?,100 1,80010W 65D.OW Non-DenseSdedStructumal 2.650 1= 175 480 1,950 1.700.000 62D,000 No.t berm 2,000 1,100 175 Soo 21000 1.800,000 650,E Nal 2°-4"rte IAM 1,03D 175- 565 1.650 1.700.000 620.0w N0.1 NwOense 1,700 9w 175 480 1,700 11604,0(10 580,01M1 N0.2 Dense 1,700 875 175 660 1,854 1.700,0W 62D.000 No.2 i,5!)Q 825 175 565 tam 1,600,000 580,000 0102 Nos Dense 1.350 775 1 ra 460 1,600 1,40%DW 510,000 No 3 and Stud wo 475 175 56.5 975 1,40G,004 610,000 __J 00 = 17" 1 1 Standard 4 to as 3,50 175 568 1,500 1,8 O4� 470.000 Uft 300 175 175 585 975 1,30D.WD 470,4M10 DansaSeledftuckaal 2,710 1,500 175 650 Sem SUuclural 2,150 1,9t�� 690,000 2.550 1.440 17? 565 2= 1.800,000 660ow NaIn-Dense Seiect SUucturai z3W 1204 170 480 1,651 1,700.0W 620,E Nal Dense 1.750 950 175 660 I= 1.8w.000 6mow K0.1 1.650 900 173 565 1.754 1.700,000 620,E N0.1 Non-Dense 51-(r wwe 1.500 80o 175 460 1,640 I.M.M 580.000 Na2 Dense 1,450 775 170- 660 1,750 1,7WGM 620.000 Nat 1,250 72a 175 555 1.� 1,bro 00 580,000 Nat Non-Dense 1,150 675 175 460 Imo 1,400,E 510,000 No3&rx1 Susi roo 425 175 5665 1 925 1,400.000 510,0 Dense Select Streu tet 2,450 1.350 173660 2.050 1,940.Ow 690.000 SetectSbAftw 2.300 1.300 175 565 1900 t,HQ0,000 660,000 (don-DatnsaSe�ct�rat uret 2,100 1.104 175 480 1,750 1,70D,0W 620,000 SPiI No.1 Dense 1,650 073 175 660 1,800 1,800.000 660,000 •• N0.1 6"ftle 1.500 625 175 am 1,650 1,7W,000 620.00% • N0.1 Nor(-)ense 1.350 725 115 480 1,%0 1,6w.000 580 ° • • Not Dense is W 675 175 � i.7W 1,700,OW • Idol 1.2W 650 173 565 (,5.50 1.40,000 • i • • : •• Na2N�Dense 1,100 600 175 460 i,4a0 1, • ••• , N0.3 and SW 400.W • ai0 ° 7W 400 175 565 875 7,44>�,0�3 • i °•510.ow • Deter Select SbuckW 1,200 170' 6w °• • Sect Strixtural Wo USD 1,100 175 565 1,gOp,�O ••2�OW 1,4400D ° • '• • Non-Dense Select Sttudwal 1,6M 950 175 480 1,750 1.70CNW 6tSl t O •• N0.1 DO M1,450 7r 175 660 1,750 I JWAi81 tn�p, • ° • N0.1 10°Wide 1.300 725 175 565 1.600 1,70o,ODD •i° • Nal Non-Dense 1200 ow 17; 484 1,51m 149H}, • : • • NO2 Dense 1,2DD 628 173 660 1,650 1,700.• ° 620.000 ° ° • Not ,050 875 175 565 1,500 1,600.000 • 51,000 • • • NO2Non-DP.� 9w 550 175 480 1,400 1.400jOW0 510;000• i°i °• No 3arui Stud600 925 175 585 650 1,400,400 •S11�Dw • i •• Dense SweetSirucauat 2050 1,100 1755 66 1,950 1,900,tMM1 ° }, • Sel@Ct SIrUCltrrd) 1.&00 1.0x`0 1 595 1,800 1,84MId OD ! OE8 Non-Dense Select Structural 1.750 900 175 480 1 7n 1 Inn rem S•rllroen Temporary Structures 411 From Table 4-2, the bending stress for plywoodis 1545 psi". TABLE 4-2: REPRESENTATIVE BASE DESIGN STRESSES, PSI, NORMAL LOAD DURATION, VISUALLY GRADED DIMENSION LUMBER AT 19 PERCENT MOISTURE, AND PLYWOOD USED WET Derived from recommendations,of the American Forest & Paper Assocledon (Reference 4-3) and from recommandatio* ns of the American Plywood Association (Reference*4-8). Extreme fiber Compression Ccxnnpression Horizontal ModUU8*0f bendsstress, I to grain, to grain, shear, F, sum-".. SPECIES AND GRADE Q to grain) Qtyl ww� E PLYWOOD SHEATHING USED WET: Plyform SW. n on B-B, Claw 1. (Grade stress level SO) . 1545** g 1609: 210 1'500'0()0i** *NOTE: Size adjustments apply to all W6 benifing stresses and Compression parallel to the grain except Southern Pine. The size adjustments are already Included In Southern Pins banding stresses and,compression paraw to grain on accordance with Reference 43).-This makes Southern ping sown relatively stronger In banding and-compression 1. Consult Table 428 and Chapter a for details of s&9 adjustments. Plywood stresses Include an experience factor of 1.3 to wimmended by the American Plywood Association. "Walue for rolling show in the plane of the plies;am page 6-9 for design formula. Modulus of elasticity may be increased 10 percent if shear deflection Is computed separately from banding deflection. t When size adjusted bending stress Is less than or equal to 1160 psi,no moisture adjustment is required. t When.size adjusted compression I Is less than or equal to 760 psi, no moisture adjustment is required The problem states that the forms will be us' e'd only once .SsiMle-use form), the bending stress must be muffilplied by st factor of 1 .25 for short ter,. • .•. • . m loading. Hence, he aVQL 0 Nvable stress,, f 1 .25 x 1545 ~ 193 Qp si 12 • • 00 0 0 000 0 _00.. 0* Temporary Structures f y From Table 4=3, the section modulus, S, for % go plywood 01 ® ® s : 0.412 1 n .3 TABLE 4-3: EFFECTIVE SECTION PROPERTIES FOR PLYWOOD (12-IN. WIDTHS)# FACE PLIES OF DIFFERENT SPECIES FROM INNER PLIES Motive Sanded r thick 1244 width,used with face 1244.width,used with Approxlruate wood, Mini- nese for grain � n pW to span face grainperpendicular to span weight,ib rrnuru shear, notll number � Area for Moment mmove thick- Rolling Area for Moment Effective limp Oi layers using tension of inertia section ehW tension of Inertia motion shear in. exteft and com- ! modulus oondwt and com. i modulus constant 4x&ft per P an, on S S suet sq ft glue X12 in! In.$ � p to ll.• in.s IV 3 0.267 0.996 0.008 0.059 2.010 0.348 0.001 0.008 2.018 26 0.8 % 3 0.288 1.307 0.027 0.125 3.088 0.626 0.002 0.023 3.510 35 1.1 'A 3 0.425 ' 1.947 0.077 0.236 4.466 1.240 0.009 0.087 2-752 48 1.5 are 5 0.1v 2.475 4*8 ??A . 4 1.528 0.027 0.184 3.119 58 1.8 'era 5 .568 2.884 0.412 6. , 2.081 0.063 0.285 4.079 70 2.2 ire 7 0. 2.942 2.651 0.104 0.384 5.078 83 2.6 1 7 0.817 3.721 0.423 0.664 8.882 3.163 0.185 0.591 7.031 96 3.0 "A A 7 1 0.836 1 3.854 1 0.548 0.820 * 9.883 3.180 0.271 0.744 8.428 .106 3.3 *Use listed S value In bending calculations and use/only-in deflection calculations, properties taken irom Mare 1985 edition of Rafamnoe 4.8, can be used for all sanded Group I plywoods.FB-B PLYFORM GRADE OF PLYWOOD IS USED,SLIGHTLY HKHER VALUES FROM REFERENCE 49 CAN BE USED FOR DESIGN. ••• v,%t k -f woode strip of plywood i :• '•�'''' ':' �'� 600psf .• _, w _ 600 lb/If '•''.:: :•:•::• 12 in. 12 in. 13 ... • 00 .. .• 00••• . .• STRUCTURAL CALCULATION ALUMINUM RAILINGS AND TRELLIS 1275 NE 9411 STREET, MIAMI SHORE FL . 6666.. 6666.. 6666.. 6666.. 6666 .. 6666. 6666.. . . 6666. . 66.00. 66.66 . 6666.. ...... . so . . . . ...... 6699.. . . . . 66660. .. . HERNAN RABELO, P.E. Lic. # PE 72498 13660 SW 80 ST eQ��s MIAMI ,FLORIDA,3318 Phone: (786)447 8174 INDEX 1 . ALUMINUM RAILING FOR TERRACE AND BALCONY (PAGE#1 THRU# 13) 2. ALUMINUM TRELLIS DESIGN. (PAGES#14 THRU#47) ...... . .. . .... .... . .. . ... f 1 MATERIALS 1.a)Members:Aluminum Alloy 6061-T6 Reference:Aluminum Design Manual 2005 Edition Table 2-22 6061 -T6 Allowable Stress for components: Bending: -Round or oval tubes: Fb= 24000 psi Unwelded Metal Fb= 10500 psi Welded Metal 4 -Symetric Shapes: Fb= 28000 psi Unwelded Metal Fb= 12000 psi Welded Metal Shear Fs= 12000 psi Unwelded Metal Fs = 5000 psi Welded Metal ...... . .. ...... Elasticity Modulus E = 10100 Ksi : '..' ..... ...... . . ..... .. .. . ...... 1.b)Welding:Aluminum Filler Alloy 6356 ...... . . . . ...... Allowable Stress for Welding: Fw= 7000 psi DESIGN INFORMATION: Florida Bu�lding Code 2014 Aluminum Design Manual 2005 Wind Loads,ASCE 7- 10 Sheet No. f ► HANDRAIL. DESIGN• ILI L L L s � Consider two equal continuos spans �, 4 ft Maximum Moment: Concentrated Load= 200 lbs. Mpmax:= 200•L Mpmax=200 ft-Ib 4 Uniform Load= 50 pif ...... . .. ...... Mwmax:= 0.125.50•L2 Mwmax=v t9®••ft-lb ••• .... . .. ..... Mmax:= if ftmax>Mwmax,Mpmax,Mkojmxt •••••• • .. .. . ••••t• Mmax=200 ft- Ib . :': '. . . . ...... Maximum Shear: •••••• •• • ,,Concentrated Load 200 t. Vpmax:= 200lbs Vpmax=200 Ibs Sheet No. a ► Uniform Load= 50 pif Vwmax:= 0.617.50•L Vwmax= 123.4 lbs Vmax:= if(Vpmax>Vwmax,Vpmax,Vwmax) Vmax=200 lbs Section Required: Bending Design: Section Modulus Required: Mmax•12 ` Shr:= Shr=0.2 in3 12000 Shear Design: Area Required: 1.5•Vmax 2 • Ahr:= 5000 Ahr=0.060 : i.•• ;••••• ��•:• ... .. e. . . . ...... . •. .... Section Provided: �•�� .... . .. ..... ...... . . ..... .. .. . ...... USE 2"X1"X 1/8" ALUMINUM TUBE •••••• •' . . . . ...... Sprov = 0.21 in3 Aprov= 0.687 int SE 2"X1"X 118" ALUVIINUIVI TUBE Sheet No. POST DESIC3N: Nunn h Load Cases Maximum Reaction: Concentrated Load= 200 lbs. Rpmax:= 200 lbs " • ...... . .. ...... Uniform Load= 50 plf .... . .. ..... Rwmax:= 50•L Rwmax"Idd:lbs .. .. . ...... Rmax:= if(Rpmax>Rwmax,Rpmax,Rwmax)' Rmax=200 lbs Maximum Moment: ice,:= 42 in Mpostrnax:= Rmax•hp Mpostmax = 8400 in-lb Maximum Shear: Vpostmax:= Rmax Vpostmax= 200 lbs. Sheet No. Section Required: Bending Design: Section Modulus Required: Spostreq:= Mpostmax Spostreq=0.7 in3 12000 Shear Design: Area Required: A stye i.5•Vpostmax Apostreq=0.06 int 9 _ 5000 Section Provided: Square Section Tube exterior t:= 2 in tw:= 1 in 0000..•. 8 . 0000 • 00• . 0000 . • 00 • . • ..0000..00 . 0000 0000.... 0000...• 0000.. 0000 :....� Ipt:= •[t4-(t-2tw) in 4 Ipt=0.552 4 . 00 00 12 000000 • .. 0000••. 0000•••. • • 0000..• 0000...• 0000 0000 • 0000.••. Spt:= pt Spt=0.552 in3 0000.••• • 0000 t • • • _ • • • • 0000•.•• 0000..•• 2 • • • • • • • • 0000•.•• Apt:= t2 —(t—2•tw)2 Apt=0.9375 int �� •��•�� Aptw:= 2•t•tw Aptw=0.5 int Sprov = 0.552 in3 Aprov = 0.93 int Sheet No. Section Provided: Square Section Tube interior M;= 1.751n ,:= 1 in 8 := 1•It4-(t-2tw)4] I t=0.36 in4 12 P Ipt Spt=0.411 in3 niWW'— t 2 = t2 -(t- 2•tw)2 Apt=0.8125 int := 2•t•tw Aptw=0.4375 int Sprov = 0.411 in3 Aprov= 0.81 int total Sprov=0.963> 0.76 O.K. For 2" Exterior Maximum Capacity= 0.552*12000= 6624 Ib-in Length of Interior Pipe= 42-6624--±2— =8.88 in 8400 USE 10"OF INTERIOR +4" MIN EMBEDMENT= 14" INTERIOR •••••• ...... . .. ...... .... . .. ..... ...... . . ..... .. .. . ...... . . . . ...... Sheet No. POST ANCHORAGE TO CONCRETE: Concrete strenght: fc:= 3000 Psi Minimum Embedment: emb:= 4 in Hold diameter. hd= 2 in Post Height: hp=42 in Load P:= 200 Ib Minimum Edge Distance dedge:= 3.25 in 1 0000.. 0909V .. . .. . 0 . . . 0 0000.. . .. 090009 0000.. 009000 0000 .. 99999 0000.. 0000 . 0000.. TENSION LOAD0 0000.. 0 90 9 0 0 000009 909000 Concrete Breakout0 . 009000 .. 0000 99 9 ANo:= 9•emb2 ANO= 144 int AN:= 3•emb•(1.5•emb+ dedge) AN = 111 int ANf:= if(AN > ANo,ANo,AN) ANf= 111 Sheet No. f • dedge ,�2:= if(dedge< 1.5•emb,0.7+ 0.3. 1.5•emb'1 *2 =0.8625 ,�3 := 1 Assumed cracking zone Nb:= 244f—c•emb1.5 Nb= 10516.3 lbs. Ncb:= AN ANf iP2 03 Nb Ncb=9070.3 lbs. Pu:= 1.7•P Pu=340 lbs := 0.65 Conclution:= if(Pu>4)•Ncb,"NOT OK","OK") Conclution= "OK" Concrete Side-Face Blowout Conclution2= if(dedge>0.4•emb,"NOT APPLICABLE","INCREASE dedge") SHEAR LOAD Conclution2= "NOT APPLICABLE" Concrete Breakout Diameter of Bolt do:= 2 in AVo:= 4.5•dedge AVo= 14.63 int AV:= AVo AV = 14.63 int Assume height of support > 1.5.dedge �6 1 *7:= 1 • i••••• •••••• lo:= if(emb>8•do,8•do,emb) to=4 in ..•••. : •..• •.••:• 10 1.5 • • •• ••••• Vb:= 7• �•�•dedge Vb=3649.26do ' •• •• • •••••• • Vcb:= AVo AV *7 Vb Vcb=3649.26 l • • •.•... • • . •••••• Vu:= 1.7•Rmax Vu=340 0.75 ' ' • Conclution3:= if(Vu>(0•Vcb,"NOT OK","OK") Conclution3 ="OK" rWCHORAGE PROPOSED IS APPLICABLE Sheet No. DESIGN CRITERIA: Minimum Horizontal Service Load w:= 25. lb ft Horizontal deflection under design loads shall not exceed 18 in Allowable Horizontal deflection Dallow:= 1932•in ` Two cable acting simultaneously Cables under design load shall not exceed 0.9fpy Cables shall not be spaced more than 6 in The cable system including anchors shall be protected against corrosion 0000.. 0960.. .. . .. . 0 0000.. 0000 .. 0 .09099 0699 . 00 999.• 90.90. .000... 99999 0 .. .. 9 0000.. 0000.. 6 . . . . 960699 :060:9 0 . ....99 99 99 . 9 6 9 9 1 0 TENSION PER CABLE Total cable length W= 19-ft Maximun Span w= 3.33-ft Cable Spacing Spac:= 3.87-in NCables:= 11-12 Spac 2•inSpac NCables= 11 TRY 3/16"STRANDED CABLE Eps:= 19300000•psi As:= 0.0976•in2 n:= 1 number of cables acting simultaneously BY ALLOWABLE STRESS DESIGN 25• lb 3.87-in p:= w•Spac p =8.062•Lb ft �• ft 19 .Aftww ...... = —•in . • • ...... 32 ' 33 VT64'Eps-As .p.L .•.. .. • a:= l a=0.624.in •••• • •• ••••• .. .. . ...... P-1 To=0.215•K i ' i :foe:* w•..i• 8.a . • p•I 8•Dallow T=0.226 K AT:= T-To OT=0.011•K USE Tension:= 226•1b per cable CORNER POST RAILING WITH STEEL CABLES &,•= 42-in Cable Spacing 3.87-in Zig:= 226-lb = Equivalent Cable Uniform Load Pc.= Spac Tension pc 700.775If p Point Live Load PLL:= 200•lb Moment at post due cable loads (at mid height) Mc:= 8•pc•H2 Mc= 1.073 x 103•Ib•ft Moment at post due point live loads (at bottom) MLL:= PLL•H MLL=700•lb•ft USE TUBE 2"X2"X1/4"ALUMINUM TUBE W/ INSERT Fb:= 12000•psi _ 10730 Sr Sreq =0.894 • • 12000 �•• �..... 0000.. ...�.. .. 0000:. Section Provided: • go :0000: Square Section Tube exterior t:= 2 in tw:= 8 in "" •• 0000. 0000.. 000 00• .00000 •0000 0000.. ...... Ipt:= 1•[t4-(t-2tw)4] Ipt=0.552 in4 ' 12 . 0000.. •0000. .. ... •0000. Spt:= 'Pt Spt=0.552 in3 •• t 2 Apt:= t2-(t-2•tw)2 Apt=0.938 int Aptw:= 2•t•tw Aptw=0.5 int Sprov = 0.55 in3 Aprov = 0.93 int Z Section Provided: Square Section Tube interior t,;= 1.75in w,:= 8 in 1 [t4—(t—2tw)4� Ipt=0.36 in4 '- 12' Ipt Spt=0.411 in3 2 ot = t2—(t—2 tw)2 Apt=0.813 int Atoww- 2•t-tw Aptw=0.438 int Sprov = 0.411 in3 Aprov= 0.813 n2 total Sprov=0.96> 0.892 O.K. For 2" Exterior Maximum Capacity= 0.55'12000=6600 ib-in Length of Interior Pipe= 42-6600• 42 = 16.166 in (0730 ....% USE W OF INTERIOR +4" EMBEDMENT ffi 20" INTERIOR •�•• ; 000 •••••• ...... 0 00 ...... ...... • 004,0 . . ... ...... 1� t MecaWind Std v2 . 2 . 7 . 0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 10/19/2015 Project No. JobNo Input Parameters: Directional procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) 175.00 mph C Structural Category II Exposure Category a Natural Frequency a N/A Flexible Structure No Importance Factor 1.00 Kd Directional Factor - 0.85 900.00 ft Alpha m 9.50 Zg - 1.00 At 0.11 Bt Am 0.15 BM 0.65 500.00 ft Cc 0.20 1 Epsilon m 0.20 Zmin o 15.00 ft Pitch of Roof m 0 : 12 Slope of Roof(Theta) .00 Deg 0: Roof Len along Ridge m 15.50 ft 1.00 ft L: Horize of ontal Width oof m MO22.00 Et h: Mean Roof Ht Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis a 15.00 ft Zm: 0.6*Ht a 0.23 lzm: Cc*(33/Zm)^0.167 427.06 ft Lzm: 1*(Zm/33)^Epsilon 0.94 Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Open Building-Monoslope Roof per Figure 27.4-4: Wind pressure on Components and Cladding (Ch 30 Part 5) All pressures shown are based upon ASD Design, with a Load l'a.tai of Width of Pressure Coefficient Zone "a" = 3.00 ft Description Width span Area Zone Cn Cn Max P Min P 6 • •060.0 ft ft ft^2 Max Min pof psf 0 • • 6 •6666• ---------------------- ------ - •• 0 X60 • •• MEMBER 0.50 5.50 10.1 1 0.50 1.20 14.43 34.62 06•�•• • •• 00.0i• MEMBER 0.50 5.50 10.1 2 0.80 -1.80 23.08 -51.93 0060•• • MEMBER 0.50 5.50 10.1 3 0.80 -1.80 23.08 -51.93 6006 00 0 :0006: •0006• 6 0 6 • 0 • 66 60600 0060.6 • 6 0 6•• • • •0660• •66 ••000• •00.00 • 6 • 0 6 • 0 • 6 •0.00 000000 • 66 • 6 00 • • ••• • • •606• • • • •• • t Job No sheet Pio �' 1 Ffl-k Part Software liaWMW to Snow Panther p.zOJ Ref Job Title By D8i'816-Oct-15 Chd Client Fue Structures.std Dawn- 18-Oct-201518:04 Job Information EnglneOf Cheo Approved Name: Date: 16-OCI-15 SVUCtpre SPACEFRAME Number of Nodes 82 Highest Node Y Number of Elements 125 Hl hest Beam 157 Number of Basic Load Cases 3 Number of Combination Load Cases 2 Included In this orintout are data for. All I The Whole Structure 1 l In this n r u/ts for load cos Type Name Primary 1 DL Primary 2 LL Primary 1 3 1 W • • Combination 4 1 DL+LL • Combination 5 1 0.6DL+W •. : •• • •••••• • •• ••• •• • • Print Ti nwfte:I&F11001818:11 STAAD.Pro for Windows Release 2004 Print Run 1 of 3 �'� R -- Job No Sheet No Rev A-k Pert sottwo used to snow Panow P.zol Ret Job We By 08fe16-00t-15 Chd cdem Fue Structurel.std Dwm- 18-Oct-201518:04 8 A A •••••• • •• ••• •• • •••• • •• ••••• •• •• • •••••• • 3D Rendered View Section Properties Prop Section Area lyy 6 J Material (in2) (in°) (in°) (ino) 1 12X6RECTX.250WALI 8.750 56.600 167.000 130.420 ALUMINUM 2 12X4RECTX.250WAL1 7.750 22.900 132.000 62.629 ALUMINUM 3 6X2RECTX.1875WALI 0.443 0.048 0.286 0.000 ALUMINUM Pdnt TuneroM 10/10/2016 18:11 STAAD.Pro for Windows Release 2004 PrInt Run 2 or 3 � S Job No Sheet No Rev Pert Software Il==d to Snow Panarer(LZOI Ret Job nde BY Dat616-Oct-15 Chd ci t File Structurel.std DWeM- 18-00-2015 18:04 materials t Name E v Density a (Np/in� (kip/in) (1/°K) 1 STEEL 29E 3 0.300 0.000 3.61 E-6 2 ALUMINUM 10E 3 0.330 0.000 7.11 E-6 3 CONCRETE 3.15E 3 0.170 0.000 3.06E-6 Basic Load Cases r Number Nam « 1 DL 2 LL 3 W Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 4 DL+LL 1 DL 1.00 2 LL 1.00 5 0.6DL+W 1 DL 0.60 • • 3-1 W • L-3.5-51 • •.. •. ...... . .. ... .. Reaction Summar_rr ' . . Horizontal Vertical lHortzontal Moment •..• • .• •. • Node UC FX FY FZ MX MY omitM • • •.. • pb) (lb) (lb) (kion) (kip'ln) (Icip'im. ••• •• • Max FX 1 1:DL 0.000 565.999 0.000 0.000 0.000 •'fl • . Min FX 1 1:DL 0.000 565.999 0.000 0.000 0.000 • 0.000 :*9609 • • Max FY 49 4:131-+LL 0.000 4.84E 3 0.000 0.000 0.000 • 0.00 • :9919: • ... • • Min FY 92 4:DL+LL 0.000 4.61E 3 0.000 0.000 0.000 0.000 • •• Max FZ 1 1:DL 0.000 565.999 0.000 0.000 0.000 0.000 Min FZ 1 1:131- 0.000 565.999 0.000 0.000 0.000 0.000 Max MX 1 1:DL 0.000 565.999 0.000 0.000 0.000 0.000 Min MX 1 1:DL 0.000 565.999 0.000 0.000 0.000 0.000 Max MY 1 1:DL 0.000 565.999 0.000 0.000 0.000 0.000 Min MY 1 1:DL 0.000 565.999 0.000 0.000 0.000 0.000 Max MZ 1 1:DL 0.000 565.999 0.000 0.000 0.000 0.000 Min MZ 1 1:DL 0.000 565.999 0.000 0.000 0.000 0.000 Print Tlme/cete:t&tarots ts:n STAAD.Pro for Windows Release 2004 Prbtt Run 3 of 3 Sunday, October 18, 2015, 06:12 PM -_ ---------_ __ --------------------------PAGE NO. 1 •rrrttr+r+rwtr**,r+rrerw+r*+t****+►wrt***,e+►+trt*tr,rw**+r+r**w*w*r*r►• w • * STAAD.Pro • Version 2004 old 1001.I11DXA * Proprietary Program of * Research ongineera, Intl. * Date= OGT 18, 2018 " * Time= 18: 4:14 • s s US= ID: Snow Panther [LZ0] ' rrt,►rt*tr,wr***+t**rtw**�rtr*t*+ewr****+►**w+r+r*w**+rtr*,trru+w+r**** INPUT FILE: Structurel.STD 1. STAAD SPACE TRELLIS DESIGN 2. START JOB INFORMATION 3. ENGINEER DATE 16-OCT-15 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET POUND 7. JOINT COORDINATES 8. 1 0 0 21; 2 5.5 0 21; 3 0 0 20.17; 4 5.5 0 20.17; 5 0 0 19.34; 6 5.5 0 19.34 9. 7 0 0 18.51; 8 5.5 0 18.51; 9 0 0 17.68; 10 5.5 0 17.68; 11 0 0 16.85 10. 12 5.5 0 16.85; 13 0 0 16.02; 14 5.5 0 16.02; 15 0 0 15.19; 16 5.5 0 15.19 11. 17 0 0 14.36; 18 5.5 0 14.36; 19 0 0 13.53; 20 5.5 0 13.53; 21 0 0 12.7 12. 22 5.5 0 12.7; 23 0 0 11.87; 24 5.5 0 11.87; 25 0 0 11.04; 26 5.5 0 11.04 13. 27 0 0 10.21; 28 5.5 0 10.21; 29 0 0 9.38; 30 5.5 0 9.38; 31 0 0 8.55 14. 32 5.5 0 8.55; 33 0 0 7.72; 34 5.5 0 7.72; 35 0 0 6.89; 36 5.5 0 6.89 15. 37 0 0 6.06; 38 5.5 0 6.06; 39 0 0 5.23; 40 5.5 0 5.23; 41 0 0 -0.270003 16. 42 5.5 0 -0.270003; 43 0 0 4.4; 45 0 0 3.57; 47 0 0 2.74; 49 0 0 1.91 17. 51 0 0 1.08; 53 0 0 0.249997; 59 6.33 0 5.23; 60 6.33 0 -0.270003 18. 61 7.16 0 5.23; 62 7.16 0 -0.270003; 63 7.99 0 5.23; 64 7.99 0 -0.270003 • • 19. 65 8.82 0 5.23; 66 8.82 0 -0.270003; 67 9.65 0 5.23; 68 9.65 0 -0.270003 ••.••• 5.23; 72 11.31 0 -0.270003 20. 69 10.48 0 5.231 70 10.48 0 -0.270003; 71 11.31 0 • • • •'•••• • • • • 21. 73 12.14 0 5.23; 74 12.14 0 -0.270003; 75 12.97 0 5.23; 76 12.97 0 -0.270003 •• • •• • • 22. 77 13.8 0 5.23; 78 13.8 0 -0.270003; 79 14.63 0 5.23; 80 14.63 0 -0.270003 •••••• • •• •••••• • 23. 82 4.67 0 -0.270003; 84 3.84 0 -0.270003; 86 3.01 0 -0.270003 •••••• • • • 24. 88 2.18 0 -0.270003; 90 1.35 0 -0.270003; 92 0.52 0 -0.270003 •••• •• • • • 25. 93 4.65667 0 4.4; 94 3.82696 0 3.57; 95 2.96308 0 2.74; 96 2.18 0 1.8835 •••••• • •••• ••�••• 26. 97 1.35 0 1.035; 98 0.52 0 0.20465 •••••• • • ••••• 27. MEMBER INCIDENCES •• •• • •••••• 28. 1 1 2; 2 3 4; 3 5 6; 4 7 8; 5 9 10; 6 11 12; 7 13 14; 8 15 16; 9 17 18 •••••• • •• • 29. 10 19 20; 11 21 22; 12 23 24; 13 25 26; 14 27 28; 15 29 30; 16 31 32; 17 33 34, • �•••:• •••••• 30. 18 35 36; 19 37 38; 21 41 92; 29 1 3; 30 3 5; 31 5 7; 32 7 9; 33 9 11 • . • • • 31. 34 11 13; 35 13 15; 36 15 17; 37 17 19; 38 19 21; 39 21 23; 40 23 25; 41 25 27•••• • ••• �••••� 32. 42 27 29; 43 29 31; 44 31 33; 45 33 35; 46 35 37; 47 37 39; 48 39 43; 49 43 45 0•• • 33. 50 45 47; 51 47 49; 52 49 51; 53 51 53; 54 41 53; 55 40 38; 56 38 36; 57 36 34 34. 58 34 32; 59 32 30; 60 30 28; 61 26 28; 62 26 24; 63 24 22; 64 22 20; 65 20 18 35. 66 18 16; 67 16 14; 68 14 12; 69 12 10; 70 10 8; 71 8 6; 72 6 4; 73 4 2 36. 78 59 61; 79 60 62; 80 60 59; 81 61 63; 82 62 64; 83 62 61; 84 63 65; 85 64 66 37. 86 64 63; 87 65 67; 88 66 68; 89 66 65; 90 67 69; 91 68 70; 92 68 67; 95 70 69 38. 96 72 71; 97 74 73; 98 76 75; 99 78 77; 100 80 79; 101 70 72; 102 72 74 39. 103 74 76; 104 76 78; 105 78 80; 106 79 77; 107 77 75; 108 75 73; 109 73 71 40. 110 71 69; 111 59 40; 112 60 42; 114 82 42; 117 84 82; 120 86 84; 123 88 86 E:\2015 MARTA MACHIN BUSSINES\erick trellis\Structurel.anl Page I of 25 C1 Sunday, October 18, 2015, 06:12 PM - -- - PAGE NO. 2 TRELLIS DESIGN 41. 126 90 88; 129 92 90; 132 40 93; 134 93 94; 136 94 95; 138 95 96; 140 96 97 42. 142 97 98; 143 98 41; 144 93 43; 145 93 82; 146 42 40; 147 84 94; 148 94 45 43. 149 86 95; 150 95 47; 151 88 96; 152 96 49; 153 90 97; 154 97 51; 155 92 98 44. 156 98 53; 157 40 39 45. DEFINE MATERIAL START 46. ISOTROPIC ALUMINUM 47. E 1.44E+009 48. POISSON 0.33 49. DENSITY 169.344 50. ALPHA 1.28E-005 51. DAMP 0.03 52. END DEFINE MATERIAL 53. CONSTANTS 54. MATERIAL ALUMINUM MEMS 1 TO 19 21 29 TO 73 78 TO 92 95 TO 112 114 117 120 - 55. 123 126 129 132 134 136 138 140 142 TO 157 56. MEMBER PROPERTY ALUMINUM 57. 1 10 17 55 TO 73 78 81 84 86 87 90 100 106 TO 111 132 134 136 138 140 142 - 58. 143 TABLE ST 12X6RECTX.250WALL 59. 21 29 TO 54 79 82 85 88 91 101 TO 105 112 114 117 120 123 126 - 60. 129 TABLE ST 12X4RECTX.250WALL 61. 2 TO 9 11 TO 16 18 19 80 83 89 92 95 TO 99 144 TO 156 - 62. 157 TABLE ST 6X2RECTX.1875WALL 63. SUPPORTS ` 64. 1 5 9 13 17 21 25 29 35 39 42 45 49 53 62 66 68 72 76 80 84 88 92 PINNED 65. LOAD 1 DL 66. MEMBER LOAD 67. 1 TO 19 21 29 TO 73 78 TO 92 95 TO 112 114 117 120 123 126 129 132 134 136 - 68. 138 140 142 TO 157 UNI GY -12.5 69. LOAD 2 LL 70. MEMBER LOAD 71. 1 TO 19 21 29 TO 73 78 TO 92 95 TO 112 114 117 120 123 126 129 132 134 136 - 72. 138 140 142 TO 157 UNI GY -15 73. LOAD 3 w 74. MEMBER LOAD 75. 1 TO 19 21 29 TO 73 78 TO 92 95 TO 112 114 117 120 123 126 129 132 134 136 - • 0 76. 138 140 142 TO 157 UNI GY 26 4444•• • • • 4444•• 77. LOAD COMB 4 DL+LL • • • • •• • •• • • 78. 1 1.0 2 1.0 • • • • 4444•• • •• 4444•• 79. LOAD COMB 5 0.6DL+W • 4444•• • • • 80. 1 0.6 3 1.0 •••+•• 81. PERFORM ANALYSIS PRINT STATICS LOAD 4000 •• • 4• • 4444 • 444• •• 4444•• • • 4444• • • 4444•• •• •• • 4444•• PROBLEM STA TI ST ICS :••:•: • •0 4444•• • • • • 82/ 125/ 23 • 000 •00.0• NpMs$R or ,70INTS/MEMSEg+ELEMEN'PS/St1B80RT8 = •• • • ••• • • ORIGINAL/FINAL HAND-WIDTH- 41/ 4/ 30 DOF • • • TOTAL PRIMARY LOAD CASES a 3, TOTAL DEGREES OF FREEDOM 423 SIZE OF STIFFNESS MATRIX o 13 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE m 12.3/ 19567.2 MB, EXMEM m 4096.0 MH E:\2015 MARTA MACHIN BUSSINES\er.ick trellis\Structurel.anl Page 2 of Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE NO. 3 FOR LOADING - 1 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 0.00000E+00-3.95625E+01 0.00000E+00- .17603E-01 0.00000E+00-3.15104E+01 2 0.00000E+00-3.95625E+01 0.00000E+00-7.17603E-01 0.00000E+00 3.15104E+01 3 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00-3.15104E+01 4 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00 3.15104E+01 5 0.00000E+00-4.47500E+01 0.00000E+00 7.76102E-08 0.00000E+00-3.15104E+01 6 0.00000E+00-4.47500E+01 0.00000E+00 7.76102E-08 0.00000E+00 3.15104E+01 7 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00-3.15104E+01 8 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00 3.15104E+01 9 0.00000E+00-4.47500E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.15104E+01 10 0.00000E+00-4.47500E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.15104E+01 11 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00-3.15104E+01 12 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00 3.15104E+01 13 0.00000E+00-4.47500E+01 0.00000E+00 7.76102E-08 0.00000E+00-3.15104E+01 14 0.00000E+00-4.47500E+01 0.00000E+00 7.76102E-08 0.00000E+00 3.15104E+01 15 0.00000E+00-4.47500E+01 0.00000E+00 7.76102E-08 0.00000E+00-3.15104E+01 16 0.00000E+00-4.47500E+01 0.00000E+00 7.76102E-08 0.00000E+00 3.15104E+01 17 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00-3.15104E+01 18 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00 3.15104E+01 19 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00-3.15104E+01 20 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00 3.15104E+01 21 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00-3.15104E+01 22 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00 3.15104E+01 23 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00-3.15104E+01 24 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00 3.15104E+01 25 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00-3.15104E+01 26 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00 3.15104E+01 27 0.00000E+00-4.47500E+01 0.00000E+00-2.25070E-06 0.00000E+00-3.15104E+01 28 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00 3.15104E+01 29 0.00000E+00-4.47500E+01 0.00000E+00 2.17309E-06 0.00000E+00-3.15104E+01 30 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00 3.15104E+01 • 31 0.00000E+00-4.47500E+01 0.00000E+00 2.25070E-06 0.00000E+00-3.15104E+01 • �••••• 0000•• 32 0.00000E+00-4.47500E+01 0.00000E+00-2.17309E-06 0.00000E+00 3.15104E+01 • • • • 33 0.00000E+00-4.47500E+01 0.00000E+00 1.08654E-06 0.00000E+00-3.15104E+01 " ' •• • • 34 0.00000E+00-4.47500E+01 0.00000E+00 1.16415E-06 0.00000E+00 3.15104E+01 "'•'• ' '• 0000•• • 35 0.00000E+00-4.47500E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.15104E+01 """ • 0000•• 36 0.00000E+00-4.47500E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.15104E+01 37 0.00000E+00-4.47500E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.15104E+01 "" ' " '•��' • • 38 0.00000E+00-4.47500E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.15104E+01 """ • • ""' 39 0.00000E+00-4.47500E+01 O.00000E+00 0.00000E+00 0.00000E+00-3.15104E+01 00 0* 40 0.00000E+00-8.65204E+01 0.00000E+00 3.18159E+01 0.00000E+00 3.18323E+01 00:0: • '0 41 0.00000E+00-1.09004E+01 0.00000E+00 6.29773E-01 0.00000E+00-6.63031E-01 • 0 �•••�• 000.00 42 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 •0• • 0��•�0 43 0.00000E+00-3.94792E+01 0.00000E+00 5.43271E-07 0.00000E+00-2.25881E+01 00 • • 000 • • • 45 0.00000E+00-3.42935E+01 0.00000E+00 5.43271E-07 0.00000E+00-1.52559E+01 00 • 47 0.00000E+00-2.88942E+01 0.00000E+00 2.32831E-07 0.00000E+00-9.14567E+00 49 0.00000E+00-2.40010E+01 0.00000E+00 6.01814E-02 0.00000E+00-4.95078E+00 51 0.00000E+00-1.88172E+01 0.00000E+00 6.33220E-02 0.00000E+00-1.89949E+00 53 0.00000E+00-1.16999E+01 0.00000E+00 4.11287E-01 0.00000E+00-2.82736E-01 59 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 60 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 61 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 E:12015 MARTA MACHIN BUSSINESIerick trellisStructurel.anl Page 3 of 25 1 ni Sunday, October 18, 2015, 06:12 PM ------- ----- -- PAGE NO. 4 TRELLIS DESIGN APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 62 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 63 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00 0.00000E+00 64 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 65 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00 0.00000E+00 66 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 67 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00 0.00000E+00 68 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 0.00000E+00 69 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00-1.08654E-06 70 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00-1.16415E-06 71 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00 7.76102E-08 72 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00-7.76102E-08 73 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00 2.25070E-06 74 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 2.17309E-06 75 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00-2.17309E-06 76 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00-2.25070E-06 77 0.00000E+00-4.47500E+01 0.00000E+00-3.15105E+01 0.00000E+00 2.25070E-06 78 0.00000E+00-4.47500E+01 0.00000E+00 3.15105E+01 0.00000E+00 2.17309E-06 79 0.00000E+00-3.95625E+01 0.00000E+00-3.15105E+01 0.00000E+00 7.17603E-01 80 0.00000E+00-3.95625E+01 0.00000E+00 3.15105E+01 0.00000E+00 7.17603E-01 82 0.00000E+00-3.95626E+01 0.00000E+00 2.27177E+01 0.00000E+00 6.48449E-02 84 0.00000E+00-3.43752E+01 0.00000E+00 1.53601E+01 0.00000E+00 5.21582E-02 86 0.00000E+00-2.91898E+01 0.00000E+00 9.43877E+00 0.00000E+00 1.47131E-01 88 0.00000E+00-2.38344E+01 0.00000E+00 4.83081E+00 0.00000E+00 0.00000E+00 90 0.00000E+00-1.85313E+01 0.00000E+00 1.77399E+00 0.00000E+00 3.10441E-01 92 0.00000E+00-1.14041E+01 0.00000E+00 2.34683E-01 0.00000E+00-4.35938E-01 93 0.00000E+00-7.30222E+01 0.00000E+00-2.27094E+01 0.00000E+00 2.24981E+01 94 0.00000E+00-6.27411E+01 0.00000E+00-1.53812E+01 0.00000E+00 1.52674E+01 95 0.00000E+00-5.20748E+01 0.00000E+00-9.43841E+00 0.00000E+00 8.86714E+00 96 0.00000E+00-4.17571E+01 0.00000E+00-4.78431E+00 0.00000E+00 5.03035E+00 97 0.00000E+00-3.13547E+01 0.00000E+00-1.67707E+00 0.00000E+00 1.88833E+00 98 0.00000E+00-1.79670E+01 0.00000E+00 4.57354E-01 0.00000E+00-3.50960E-01 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 DL 0000•• • • • 0000•• ***TOTAL APPLIED LOAD ( POUN FEET ) SUMMARY (LOADING 1 ) • • • • SUMMATION FORCE-X g 0.00 • • • • 0000•• • •• 0000•• SUMMATION FORCE-Y m -3444.17 • 0000•• • • • SUMMATION FORCE-Z 0.00 0000•• 0000 •• • • • SUMMATION OF MOMENTS AROUND THE ORIGIN- 0000 • •• 0000• 0000•• • • •0i0•• MX_ 27082.02 MY- 0.00 MZ@ -16900.29 • • 0000•• 0000•• ***TOTAL REACTION LOAD( POUN FEET ) SUMMARY (LOADING 1 ) • • • 0.0•• 000000 •0 SUMMATION FORCE-X - 0.00 • 0 0 • 0 SUMMATION FORCE-Y - 3444.17 •• • • 000 0 0 SUMMATION FORCE-Z - 0.00 •• • SUMMATION OF MOMENTS AROUND THE ORIGIN- MXm -27082.02 MY- 0.00 MZm 16900.29 E:\2015 MARTA MACHIN BUSSINES\erick trellis\StructureI.anl Page 4 of 25 6�) Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE N0. 5 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 1) MAXIMUMS AT NODE X - 0.00000E+00 0 Y m -4.56858E-01 2 Z e 0.00000E+00 0 RXa 4.77323E-03 80 RY® 0.00000E+00 0 RZm -6.93516E-03 1 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( POUN FEET )- JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ SUPPORT-1 1 0.00 -39.56 0.00 -0.72 0.00 -31.51 0.00 -526.44 0.00 0.72 0.00 31.51 111000 5 0.00 -44.75 0.00 0.00 0.00 -31.51 0.00 235.74 0.00 0.00 0.00 31.51 111000 9 0.00 -44.75 0.00 0.00 0.00 -31.51 0.00 -60.68 0.00 0.00 0.00 31.51 111000 13 0.00 -44.75 0.00 0.00 0.00 -31.51 0.00 -127.47 0.00 0.00 0.00 31.51 111000 17 0.00 -44.75 0.00 0.00 0.00 -31.51 0.00 -377.11 0.00 0.00 0.00 31.51 111000 21 0.00 -44.75 0.00 0.00 0.00 -31.51 0.00 206.93 0.00 0.00 0.00 31.51 111000 25 0.00 -44.75 0.00 0.00 0.00 -31.51 .00 0.00 31.51 1 11000 • • 0.00 24.36 0.00 0 •••••• 29 0.00 -44.75 0.00 0.00 0.00 -31.51 •• • •• • • •••••• i •••• ••••i• 0.00 -508.82 0.00 0.00 0.00 31.51 111000 • 35 0.00 -44.75 0.00 0.00 0.00 -31.51 •••• •• • ��•••� 0.00 43.72 0.00 0.00 0.00 31.51 111000 •••• • •• ••••• •••••• • • ••••• 39 0.00 -44.75 0.00 0.00 0.00 -31.51 •••••• i••••• •••••• 0.00 -45.80 0.00 0.00 0.00 31.51 111000 �••�•� • • 420.00 -44.75 0.00 31.51 0.00 0.00 • • • • 0.00 -66.40 0.00 -31.51 0.00 0.00 111000 • • • •••••• 45 0.00 -34.29 0.00 0.00 0.00 -15.26 0.00 -263.80 0.00 0.00 0.00 15.26 111000 49 0.00 -24.00 0.00 -0.06 0.00 -4.95 0.00 -2175.86 0.00 0.06 0.00 4.95 111000 53 0.00 -11.70 0.00 0.41 0.00 -0.28 0.00 2061.83 0.00 -0.41 0.00 0.28 111000 62 0.00 -44.75 0.00 31.51 0.00 0.00 0.00 159.21 0.00 -31.51 0.00 0.00 111000 66 0.00 -44.75 0.00 31.51 0.00 0.00 0.00 -340.51 0.00 -31.51 0.00 0.00 111000 E:12015 MARTA MACHIN $OS SINES1er.ick trellis\Structurel.ant Page 5 of 25 ne'�, Sunday, October 18, 2015, 06:12 PM ----TRELLIS DESIGN ' � � ^ -- PAGE N0._-- 6 ----- - 84 0.00 -34.38 0.00 15.36 0.00 0.05 0.00 -237.81 0.00 -15.36 0.00 -0.05 111000 88 0.00 -23.83 0.00 4.83 0.00 0.00 0.00 -2159.49 0.00 -4.83 0.00 0.00 111000 92 0.00 -11.40 0.00 0.23 0.00 -0.44 0.00 2106.51 0.00 -0.23 0.00 0.44 111000 FOR LOADING - 2 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 0.00000E+00-4.74750E+01 0.00000E+00-8.61124E-01 0.00000E+00-3.78125E+01 2 0.00000E+00-4.74750E+01 0.00000E+00-8.61124E-01 0.00000E+00 3.78125E+01 3 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00-3.78125E+01 4 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00 3.78125E+01 5 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.78125E+01 6 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.78125E+01 7 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00-3.78125E+01 8 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00 3.78125E+01 9 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.78125E+01 + + + 10 0.00000E +00-5.37000E+01 0.00000E+00 0.00000E 00 0.00000E00 3.78125E01 11 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00-3.78125E+01 12 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00 3.78125E+01 13 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00 000E+00-3.78125E+01 14 0.00000 E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E +00 3.78125E+01 15 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.78125E+01 16 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.78125E+01 17 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00-3.78125E+01 18 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00 3.78125E+01 19 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00-3.78125E+01 20 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00 3.78125E+01 21 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00-3.78125E+01 - 22 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00 3.78125E+01 23 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00-3.78125E+01 24 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00 3.78125E+01 25 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00-3.78125E+01 26 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00 3.78125E+01 • • 0000•• 27 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00-3.78125E+01 ••� • 0000•• 28 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00 3.78125E+01 •• • 00 • 0� 29 0.00000E +00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00-3.78125E+01 •00000 • •• 00.0•• 30 0.00000E+00-5.37000E+01 0.00000E+00 2.63875E-06 0.00000E+00 3.78125E+01 ••0.• 0• • :9604 31 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00-3.78125E+01 0000 0• 0 0 32 0.00000E+00-5.37000E+01 0.00000E+00-2.63875E-06 0.00000E+00 3.78125E+01 ' ' ' • • 0000 • •• 0000• 33 0.00000E+00-5.37000E+01 0.00000E+00 1.31937E-06 0.00000E+00-3.78125E+01 0••00• • 0 0•i•00 34 0.00000E+00-5.37000E+01 0.00000E+00 1.31937E-06 0.00000E+00 3.78125E+01 • ""00 •• •• 0000•• 35 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.78125E+01 •00••• 0 �• 36 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.78125E+01 • 0 • ••••i0 E+00 0.00000E+00 0.00000E+00-3.78125E+01 0000•• 37 0.00000E+00-5.37000E+01 0.00000 • • 0 38 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.78125E+01 '•0. 0•� :••0•: 39 0.00000E+00-5.37000E+01 0.00000E+00 0.00000E+00 0.00000E+00-3.78125E+01 • • • 40 0.00000E+00-1.03824E+02 0.00000E+00-3.81791E+01 0.00000E+00 3.81987E+01 •• • 41 0.00000E+00-1.30804E+01 0.00000E+00 7.55726E-01 0.00000E+00-7.95637E-01 42 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 0.00000E+00 43 0.00000E+00-4.73750E+01 0.00000E+00-6.20882E-07 0.00000E+00-2.71057E+01 45 0.00000E+00-4.11522E+01 0.00000E+00 6.20882E-07 0.00000E+00-1.83070E+03 47 0.00000E+00-3.46731E+01 0.00000E+00-3.10441E-07 0.00000E+00-1.09748E+01 49 0.00000E+00-2.88012E+01 0.00000E+00-7.22177E-02 0.00000E+00-5.94094E+00 E:12015 MARTA MACHIN BUSSINESIerick trellis\Structurel.anl Page 6 of 25 0 Sunday, October 18, 2015, 06:12 PM _ ----- --- ----- - PAGE NO. 7 TRELLIS DESIGN APPLIED JOINT EQUIVALENT LOADS MOM-Z CE-Z MOM-X MOM-Y JOINT FORCE-X FORCE-Y FOR 51 0.00000E+00-2.25806E+01 0.00000E+00-7.59864E-02 0.00000E+00-2.27939E+00 53 0.00000E+00-1.40398E+01 0.00000E+00 4.93544E-01 0.00000E+00-3.39283E-01 59 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+0l 0.00000E+00 0.00000E+00 60 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 0.00000E+00 61 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00 0.00000E+00 62 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 0.00000E+00 63 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00 0.00000E+00 64 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 0.00000E+00 65 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00 0.00000E+00 66 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 0.00000E+00 67 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00 0.00000E+00 68 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 0.00000E+00 69 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00-1.31937E-06 70 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00-1.31937E-06 71 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00 0.00000E+00 72 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 0.00000E+00 73 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00 2.63875E-06 Y 74 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 2.63875E-06 75 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00-2.63875E-06 76 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00-2.63875E-06 77 0.00000E+00-5.37000E+01 0.00000E+00-3.78125E+01 0.00000E+00 2.63875E-06 ` 78 0.00000E+00-5.37000E+01 0.00000E+00 3.78125E+01 0.00000E+00 2.63875E-06 79 0.00000E+00-4.74750E+01 0.00000E+00-3.78125E+01 0.00000E+00 8.61124E-01 80 0.00000E+00-4.74750E+01 0.00000E+00 3.78125E+01 0.00000E+00 8.61124E-01 82 0.00000E+00-4.74752E+01 0.00000E+00 2.72613E+01 0.00000E+00 7.78138E-02 84 0.00000E+00-4.12502E+01 0.00000E+00 1.84321E+01 0.00000E+00 6.25898E-02 86 0.00000E+00-3.50278E+01 0.00000E+00 1.13265E+01 0.00000E+00 1.76557E-01 88 0.00000E+00-2.86013E+01 0.00000E+00 5.79697E+00 0.00000E+00 0.00000E+00 90 0.00000E+00-2.22375E+01 0.00000E+00 2.12879E+00 0.00000E+00 3.10441E-07 92 0.00000E+00-1.36849E+01 0.00000E+00 2.81619E-01 0.00000E+00-5.23125E-01 93 0.00000E+00-8.76266E+01 0.00000E+00-2.72512E+01 0.00000E+00 2.69977E+01 94 0.00000E+00-7.52893E+01 0.00000E+00-1.84575E+01 0.00000E+00 1.83209E+01 95 0.00000E+00-6.24897E+01 0.00000E+00-1.13261E+01 0.00000E+00 1.06406E+01 96 0.00000E+00-5.01085E+01 0.00000E+00-5.74118E+00 0.00000E+00 6.03642E+00 97 0.00000E+00-3.76256E+01 0.00000E+00-2.01249E+00 0.00000E+00 2.26600E+00 98 0.00000E+00-2.15605E+01 0.00000E+00 5.48825E-01 0.00000E+00-4.21152E-01 • • STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 •• • •• • • •••••• • •• •••••• LL • ***TOTAL APPLIED LOAD ( POUN FEET ) SUMMARY (LOADING 2 ) •••• • •• ••••• SUMMATION FORCE-X 0.00 so:**: ••••• • • • •• • SUMMATION FORCE-Y -4133.00 • • •••••• •• • •••••• SUMMATION FORCE-Z m 0.00 •••••• 0• • • • • • •••••• SUMMATION OF MOMENTS AROUND THE ORIGIN- • • i••••• MXm 32498.42 MY- 0.00 MZ= -20280.34 •• • • ••••: E:%2015 MARTA MACHIN BUSSINESIerlck trellis%Structurel.anl Page 7 of 25 Sunday, October 18, 2015, 06:12 PM -----� _ ------- - -- PAGE NO. 8 TRELLIS DESIGN ***TOTAL REACTION LOAD( POUN FEET ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X - 0.00 SUMMATION FORCE-Y - 4133.00 SUMMATION FORCE-Z - 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX- -32498.42 MY- 0.00 MZ= 20280.34 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 2) MAXIMUMS AT NODE X - 0.00000E+00 0 Y - -5.48230E-01 2 Z - 0.00000E+00 0 RX- 5.72787E-03 80 Ry- 0.00000E+00 0 RZ- -8.32219E-03 1 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( POUN FEET )- ° JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ SUPPORT-1 1 0.00 -47.47 0.00 -0.86 0.00 -37.81 0.00 -631.72 0.00 0.86 0.00 37.81 111000 5 0.00 -53.70 0.00 0.00 0.00 -37.81 0.00 282.88 0.00 0.00 0.00 37.81 111000 9 0.00 -53.70 0.00 0.00 0.00 -37.81 • • • • 0.00 -72.81 0.00 0.00 0.00 37.81 111000 •• • •' ' ' •••••• • •• •••••• • 13 0.00 -53.70 0.00 0.00 0.00 -37.81 ••�"• • ' ' 0.00 -152.96 0.00 0.00 0.00 37.81 111000 �••••• �•• •• • • •••• • •• ••••• 17 0.00 -53.70 0.00 0.00 0.00 -37.81 •••••• • • ••i••' 0.00 -452.53 0.00 0.00 0.00 37.81 111000 •• •• • •••••• • 21 0.00 -53.70 0.00 0.00 0.00 -37.81 • • • • •••••• 0.00 248.32 0.00 0.00 0.00 37.81 111000 25 0.00 -53.70 0.00 0.00 0.00 -37.81 • • • 0.00 29.23 0.00 0.00 0.00 37.81 111000 29 0.00 -53.70 0.00 0.00 0.00 -37.81 0.00 -610.58 0.00 0.00 0.00 37.81 111000 35 0.00 -53.70 0.00 0.00 0.00 -37.81 0.00 52.46 0.00 0.00 0.00 37.81 111000 39 0.00 -53.70 0.00 0.00 0.00 -37.81 0.00 -54.96 0.00 0.00 0.00 37.81 111000 42 0.00 -53.70 0.00 37.81 0.00 0.00 0.00 -79.67 0.00 -37.81 0.00 0.00 111000 45 0.00 -41.15 0.00 0.00 0.00 -18.31 0.00 -316.56 0.00 0.00 0.00 18.31 111000 49 0.00 -28.80 0.00 -0.07 0.00 -5.94 0.00 -2611.03 0.00 0.07 0.00 5.94 111000 E:12015 MARTA MACHIN BUSSINESIerick trellis\Structurel.anl Page 8 of 250 Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE NO. 9 66 0.00 -53.70 0.00 37.81 0.00 0.00 0.00 -408.62 0.00 -37.81 0.00 0.00 111000 68 0.00 -53.70 0.00 37.81 0.00 0.00 0.00 -142.37 0.00 -37.81 0.00 0.00 111000 72 0.00 -53.70 0.00 37.81 0.00 0.00 0.00 -97.95 0.00 -37.81 0.00 0.00 111000 76 0.00 -53.70 0.00 37.81 0.00 0.00 0.00 296.98 0.00 -37.81 0.00 0.00 111000 80 0.00 -47.48 0.00 37.81 0.00 0.86 0.00 -659.45 0.00 -37.81 0.00 -0.86 111000 84 0.00 -41.25 0.00 18.43 0.00 0.06 0.00 -285.37 0.00 -18.43 0.00 -0.06 111000 88 0.00 -28.60 0.00 5.80 0.00 0.00 0.00 -2591.38 0.00 -5.80 0.00 0.00 111000 92 0.00 -13.68 0.00 0.28 0.00 -0.52 0.00 2527.81 0.00 -0.28 0.00 0.52 111000 FOR LOADING - 3 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 0.00000E+00 8.22900E+01 0.00000E+00 1.49261E+00 0.00000E+00 6.55417E+01 2 0.00000E+00 8.22900E+01 0.00000E+00 1.49261E+00 0.00000E+00-6.55417E+01 3 0.00000E+00 9.30800E+01 0.00000E+00 4.65661E-06 0.00000E+00 6.55417E+01 4 0.00000E+00 9.30800E+01 0.00000E+00 4.50139E-06 0.00000E+00-6.55417E+0l 5 0.00000E+00 9.30800E+01 0.00000E+00 1.55220E-07 0.00000E+00 6.55417E+01 6 0.00000E+00 9.30800E+01 0.00000E+00-1.55220E-07 0.00000E+00-6.55417E+01 • • 9999•• 7 0.00000E+00 9.30800E+01 0.00000E+00-4.50139E-06 0.00000E+00 6.55417E+01 9 0 0 9600•0 8 0.00000E+00 9.30800E+01 0.00000E+00-4.65661E-06 0.00000E+00-6.55417E+01 0® • 96 • 0 9 0.00000E+00 9.30800E+01 0.00000E+00 0.00000E+00 0.00000E+00 6.55417E+01 09.000 • 00 000.90 10 0.00000E+00 9.30800E+01 0.00000E+00 0.00000E+00 0.00000E+00-6.55417E+01 •00:0• 0 0 0 11 0.00000E+00 9.30800E+01 0.00000E+00 4.65661E-06 0.00000E+00 6.55417E+01 •00• •• 0 :0000: 12 0.00000E+00 9.30800E+01 0.00000E+00 4.50139E-06 0.00000E+00-6.55417E+01 ' ' ' ' •00• • •• •000• 13 0.00000E+00 9.30800E+01 0.00000E+00 1.55220E-07 0.00000E+00 6.55417E+01 •0'.0•• 00000• • • 14 0.00000E+00 9.30800E+01 0.00000E+00-1.55220E-07 0.00000E+00-6.55417E+01 • • •""' •• •• • 00000• 15 0.00000E+00 9.30800E+01 0.00000E+00 1.55220E-07 0.00000E+00 6.55417E+01 •' •0000• • 16 0.00000E+00 9.30800E+01 0.00000E+00-1.55220E-07 0.00000E+00-6.55417E+01 • 0 • 0000:0 17 0.00000E+00 9.30800E+01 0.00000E+00-4.50139E-06 0.00000E+00 6.55417E+01 9999•• 18 0.00000E+00 9.30800E+01 0.00000E+00-4.65661E-06 0.00000E+00-6.55417E+01 • • • 9999•• 19 0.00000E+00 9.30800E+01 0.00000E+00 4.65661E-06 0.00000E+00 6.55417E+01 • • • 20 0.00000E+00 9.30800E+01 0.00000E+00 4.50139E-06 0.00000E+00-6.55417E+01 •• • 21 0.00000E+00 9.30800E+01 0.00000E+00-4.50139E-06 0.00000E+00 6.55417E+01 22 0.00000E+00 9.30800E+01 0.00000E+00-4.65661E-06 0.00000E+00-6.55417E+01 23 0.00000E+00 9.30800E+01 0.00000E+00 4.65661E-06 0.00000E+00 6.55417E+01 24 0.00000E+00 9.30800E+01 0.00000E+00 4.50139E-06 0.00000E+00-6.55417E+01 25 0.00000E+00 9.30800E+01 0.00000E+00-4.50139E-06 0.00000E+00 6.55417E+01 26 0.00000E+00 9.30800E+01 0.00000E+00-4.65661E-06 0.00000E+00-6.55417E+01 27 0.00000E+00 9.30800E+01 0.00000E+00 4.65661E-06 0.00000E+00 6.55417E+01 28 0.00000E+00 9.30800E+01 0.00000E+00 4.50139E-06 0.00000E+00-6.55417E+01 29 0.00000E+00 9.30800E+01 0.00000E+00-4.50139E-06 0.00000E+00 6.55417E+01 30 0.00000E+00 9.30800E+01 0.00000E+00-4.65661E-06 0.00000E+00-6.55417E+01 31 0.00000E+00 9.30800E+01 0.00000E+00 4.65661E-06 0.00000E+00 6.55417E+01 32 0.00000E+00 9.30800E+01 0.00000E+00 4.50139E-06 0.00000E+00-6.55417E+01 33 0.00000E+00 9.30800E+01 0.00000E+00-2.17309E-06 0.00000E+00 6.55417E+01 34 0.00000E+00 9.30800E+01 0.00000E+00-2.48353E-06 0.00000E+00-6.55417E+01 35 0.00000E+00 9.30800E+01 0.00000E+00 1.55220E-07 0.00000E+00 6.55417E+01 36 0.00000E+00 9.30800E+01 0.00000E+00-1.55220E-07 0.00000E+00-6.55417E+01 E:12015 MARTA MACHIN BUSSINESIerick trellis\StructureI.anl Page 9 of 25 �" Sunday, October 18, 2015, 06:12 PM PAGE NO. 10 TRELLIS DESIGN APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 37 0.00000E+00 9.30800E+01 0.00000E+00 1.55220E-07 0.00000E+00 6.55417E+01 38 0.00000E+00 9.30800E+01 0.00000E+00-1.55220E-07 0.00000E+00-6.55417E+01 39 0.00000E+00 9.30800E+01 0.00000E+00 1.55220E-07 0.00000E+00 6.55417E+01 40 0.00000E+00 1.79962E+02 0.00000E+00 6.61770E+01 0.00000E+00-6.62111E+01 41 0.00000E+00 2.26727E+01 0.00000E+00-1.30993E+00 0.00000E+00 1.37910E+00 42 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00 0.00000E+00 43 0.00000E+00 8.21167E+01 0.00000E+00 1.24176E-06 0.00000E+00 4.69833E+01 45 0.00000E+00 7.13305E+01 0.00000E+00-1.08654E-06 0.00000E+00 3.17322E+01 47 0.00000E+00 6.01000E+01 0.00000E+00 6.20882E-07 0.00000E+00 1.90230E+01 49 0.00000E+00 4.99221E+01 0.00000E+00 1.25177E-01 0.00000E+00 1.02976E+01 51 0.00000E+00 3.91398E+01 0.00000E+00 1.31710E-01 0.00000E+00 3.95094E+00 53 0.00000E+00 2.43357E+01 0.00000E+00-8.55476E-01 0.00000E+00 5.88090E-01 59 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00 0.00000E+00 60 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00 0.00000E+00 61 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00 1.55220E-07 62 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00 1.55220E-07 63 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00 1.55220E-07 64 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00 1.55220E-07 j 65 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00 1.55220E-07 66 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00 1.55220E-07 67 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00 1.55220E-07 68 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00 1.55220E-07 69 0.00000E+00 9.30801E+01 0.00000E+00 6.55417E+01 0.00000E+00 2.32831E-06 70 0.00000E+00 9.30801E+01 0.00000E+00-6.55417E+01 0.00000E+00 2.48353E-06 71 0.00000E+00 9.30801E+01 0.00000E+00 6.55417E+01 0.00000E+00-1.55220E-07 72 0.00000E+00 9.30801E+01 0.00000E+00-6.55417E+01 0.00000E+00 1.55220E-07 73 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00-4.65661E-06 74 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00-4.50139E-06 75 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00 4.50139E-06 76 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00 4.65661E-06 77 0.00000E+00 9.30800E+01 0.00000E+00 6.55417E+01 0.00000E+00-4.65661E-06 78 0.00000E+00 9.30800E+01 0.00000E+00-6.55417E+01 0.00000E+00-4.50139E-06 • • 79 0.00000E+00 8.22900E+01 0.00000E+00 6.55417E+01 0.00000E+00-1.49261E+00 ••• • ••••�• 80 0.00000E+00 8.22900E+01 0.00000E+00-6.55417E+01 0.00000E+00-1.49261E+00 •• • �•• •• •• 82 0.00000E+00 8.22903E+01 0.00000E+00-4.72529E+01 0.00000E+00-1.34877E-01 •••�•• • •• •••••• 84 0.00000E+00 7.15003E+01 0.00000E+00-3.19490E+01 0.00000E+00-1.08489E-01 •*••0• 0 ��•�•� 86 0.00000E+00 6.07148E+01 0.00000E+00-1.96326E+01 0.00000E+00-3.06033E-01 •09•0� 0•• •• • • 88 0.00000E+00 4.95755E+01 0.00000E+00-1.00481E+01 0.00000E+00 1.55220E-07 •••• • •� •••�• 90 0.00000E+00 3.85450E+01 0.00000E+00-3.68990E+00 0.00000E+00-4.65661E-07 • 92 0.00000E+00 2.37205E+01 0.00000E+00-4.88140E-01 0.00000E+00 9.06750E-01 • • •••••� •• •• • •••••• 93 0.00000E+00 1.51886E+02 0.00000E+00 4.72355E+01 0.00000E+00-4.67961E+01 • 94 0.00000E+00 1.30501E+02 0.00000E+00 3.19929E+01 0.00000E+00-3.17563E+01 • • • • • • • • •••••• 95 0.00000E+00 1.08316E+02 0.00000E+00 1.96319E+01 0.00000E+00-1.84437E+01 •""• 96 0.00000E+00 8.68548E+01 0.00000E+00 9.95138E+00 0.00000E+00-1.04631E+01 • • • •••••• 97 0.00000E+00 6.52177E+01 0.00000E+00 3.48831E+00 0.00000E+00-3.92773E+00 •• • •�•�•� • 98 0.00000E+00 3.73715E+01 0.00000E+00-9.51297E-01 0.00000E+00 7.29997E-01 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 3 W E:V015 MARTA MACHIN BUSSINESIerick trellis 1Structurel.anl Page 10 of 25 • s •••••• • •• •••••• • •••• • •• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• r f Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE NO. 11 ***TOTAL APPLIED LOAD ( POUN FEET ) SUMMARY (LOADING 3 ) SUMMATION FORCE-X m 0.00 SUMMATION FORCE-Y = 7163.87 SUMMATION FORCE-Z 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX® -56330.60 MY- 0.00 MZ= 35152.60 ***TOTAL REACTION LOAD( POUN FEET ) SUMMARY (LOADING 3 ) SUMMATION FORCE-X - 0.00 SUMMATION FORCE-Y = -7163.87 SUMMATION FORCE-Z - 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 56330.60 MY- 0.00 MZ- -35152.60 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 3) o MAXIMUMS AT NODE X = 0.00000E+00 0 Y = 9.50266E-01 2 Z = 0.00000E+00 0 RX= -9.92831E-03 80 RY= 0.00000E+00 0 RZ= 1.44251E-02 1 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( POUN FEET j- JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INTFX INT FY INT FZ INT MX INT MY INT MZ • • 0000•••• • • • 0000•••• SUPPORT=1 • • • • 0000 • 0000 • • 1 0.00 82.29 0.00 1.49 0.00 65.54 • • • 0 0000•••• • 0000 0000•••• 0.00 1094.99 0.00 -1.49 0.00 -65.54 111000 • 0000•••• • • • 0000•• 0000 • • • 5 0.00 93.08 0.00 0.00 0.00 65.54 • • • • + 0000•• • 0000 000.0 0.00 -490.33 0.00 0.00 0.00 -65.54 111000 • • 0000•••• • • 0000••• • • 0000•••• 0000 0000 • 9 0.00 93.08 0.00 0.00 0.00 65.54 00.00• 0.00 126.21 0.00 0.00 0.00 -65.54 111000 .•0.0. • 00•• 13 0.00 93.08 0.00 0.00 0.00 65.54 • • • • • 0.00 265.13 0.00 0.00 0.00 -65.54 111000 0000 • • 0000• • 0 0000 • 17 0.00 93.08 0.00 0.00 0.00 65.54 0.00 784.38 0.00 0.00 0.00 -65.54 111000 5 21 0.00 93.08 0.00 0.00 0.00 65.54 0.00 -430.42 0.00 0.00 0.00 -65.54 111000 25 0.00 93.08 0.00 0.00 0.00 65.54 0.00 -50.67 0.00 0.00 0.00 -65.54 111000 29 0.00 93.08 0.00 0.00 0.00 65.54 0.00 1058.34 0.00 0.00 0.00 -65.54 111000 35 0.00 93.08 0.00 0.00 0.00 65.54 0.00 -90.93 0.00 0.00 0.00 -65.54 111000 39 0.00 93.08 0.00 0.00 0.00 65.54 0.00 95.27 0.00 0.00 0.00 -65.54 111000 E:12015 MARTA MACHIN BUSSINESIerick trellis\Structurel.anl Page 11 of 25 rd4) Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN _-- ---- - -- -' PAGE NO. 12 45 0.00 71.33 0.00 0.00 0.00 31.73 0.00 548.70 0.00 0.00 0.00 -31.73 111000 49 0.00 49.92 0.00 0.13 0.00 10.30 0.00 4525.78 0.00 -0.13 0.00 -10.30 111000 53 0.00 24.34 0.00 -0.86 0.00 0.59 0.00 -4288.61 0.00 0.86 0.00 -0.59 111000 62 0.00 93.08 0.00 -65.54 0.00 0.00 0.00 -331.16 0.00 65.54 0.00 0.00 111000 66 0.00 93.08 0.00 -65.54 0.00 0.00 0.00 708.27 0.00 65.54 0.00 0.00 111000 68 0.00 93.08 0.00 -65.54 0.00 0.00 0.00 246.77 0.00 65.54 0.00 0.00 111000 72 0.00 93.08 0.00 -65.54 0.00 0.00 0.00 169.77 0.00 65.54 0.00 0.00 111000 76 0.00 93.08 0.00 -65.54 0.00 0.00 0.00 -514.77 0.00 65.54 0.00 0.00 111000 80 0.00 82.29 0.00 -65.54 0.00 -1.49 0.00 1143.05 0.00 65.54 0.00 1.49 111000 84 0.00 71.50 0.00 -31.95 0.00 -0.11 0.00 494.65 0.00 31.95 0.00 0.11 111000 88 0.00 49.58 0.00 -10.05 0.00 0.00 0.00 4491.73 0.00 10.05 0.00 0.00 111000 92 0.00 23.72 0.00 -0.49 0.00 0.91 0.00 -4381.55 0.00 0.49 0.00 -0.91 111000 ************ END OF DATA FROM INTERNAL STORAGE ************ """ • " """ • 82. PARAMETER •••• • •• ••••• 83. CODE ALUMINUM • • •••••• • • ••••• 84. BEAM 1 ALL '• " ' "" 85. KY 1 ALL • 86. KT 1 ALL • • • • • • • • •••••• 87. KZ 1 ALL • • • • • 88. ALLOY 34 ALL • • • •••••• 89. DMAX 1000 ALL • • • 90. PRODUCT 2 ALL 91. TRACK 1 ALL 92. STRUCTURE 1 ALL 93. WELD 1 ALL 94. CHECK CODE ALL E:\2015 MARTA MACHIN BUSSINES\erick trellis\Structurel.anl Page I2 of 25 r Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE N0. 13 STAAD.Pro CODS CBBCRING - (ALUM) ••••••wrtrt•w•,r•••••w••*• ---------------------------------------------f MEMBER # 1 SECTION - 12X6RectX.250Wa11 I I RATIO - 0.031 STATUS - PASS I---------------------------------------------------------------------I I-----------------------------------------------------------------------I I MEMBER # 2 SECTION - 6X2RectX.1875Wa11 I I RATIO - 0.015 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I i MEMBER # 3 SECTION - MRectX.1875Wall I I RATIO - 0.016 STATUS - PASS �I----------------------------------------------------------------------I I---------------------------------------------------------------------I • I MEMBER # 4 SECTION - 6X2RectX.1875Wall I I RATIO - 0.016 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 5 SECTION - MRectX.1875Wall I I RATIO - 0.016 STATUS - PASS i I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 6 SECTION - MRectX.1875Wall I I RATIO - 0.016 STATUS - PASS I I---------------------------------------------------------------------I i•••i• I---------------------------------------------------------------------I •• • •• • • I MEMBER # 7 SECTION - MRectX.1875Wall I •••••• • •• •••••• • I RATIO - 0.016 STATUS - PASS I •••••• • • • •••••• --------------------------------------------------------------------- --------------------------------------------------------------------- •••• • •• ••••• • • I MEMBER # 8 SECTION = MRectX.1875Wall I • • •••••• •• •• • •••••• I RATIO - 0.014 STATUS - PASS--------------------------------------------------------------------- I •••••• • •• • • • • -------------------------------------I • • • •••••• I-------------------------------- •• • • ••• • • I MEMBER # 9 SECTION - 6X2RectX.1875Wa11 I • • • I RATIO - 0.013 STATUS - PASS I I----------------------------------------------------------------------I I---------------------------------------------------------------------I MEMBER # 10 SECTION - 12X6RectX.250Wa11 I I RATIO - 0.014 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 11 SECTION - MRectX.1875Wall I I RATIO - 0.013 STATUS - PASS I I---------------------------------------------------------------------I E:12015 MARTA MACHIN BUSSINESIerick trellis 1Structurel.anl Page 13 of 25 Sunday, October 18, 2015, 06:12 PM .---TRELLIS DESIGNPAGE N0. — 19 ------ -------------------------------I I MEMBER # 12 SECTION - 6X2RectX.1875Wa11 I I RATIO - 0.015 STATUS = PASS I---------------------------------------------------------------------I ---------------------------------------------------------I I MEMBER # 13 SECTION - 6X2RectX.1875Wal1 I I RATIO - 0.016 STATUS - PASS I----------------------------------------------------------------------I ----------------------------------I I MEMBER # 14 SECTION = 6X2RectX.1875Wa11 I RATIO = 0.017 STATUS - PASS I---------------------------------------------------------------------I I----------------------------------------------------------------------I I MEMBER # 15 SECTION - 6X2RectX.1875Wal1 I RATIO = 0.017 STATUS - PASS I---------------------------------------------------------------------I -----------------------------I I MEMBER 1 16 SECTION = WRectX.1875Wall I • I RATIO = 0.017 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I MEMBER # 17 SECTION - 120RectX.250Wall I RATIO - 0.035 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 18 SECTION - 6X2RectX.1875Wal1 I I RATIO - 0.037 STATUS = PASS I I---------------------------------------------------------------------I • • 0000•• I---------------------------------------------------------------------I • • • 0000•• I MEMBER # 19 SECTION - WRectX.1875Wa11 I •• • •• • • RATIO - 0.066 STATUS - PASS I •006•• • •• 0•066• • i---------------------------------------------------------------------I 000000 6 • • 0000•• • 0000 ••• • • • • • • I---------------------------------------------------------------------I 0000 • 0 6 •0.00 I MEMBER # 21 SECTION - 12X4RectX.250Wa11 1 0000•• • • 0•i••0 RATIO - 0.180 STATUS - PASS I 0000•• :6000• 000000 ---------------------------------I 000000 • •• • • • • •000.0 �- I------------------------------------------ --------------------------I :900:0 I MEMBER # 29 SECTION = 12X4RectX.250Wall I • • • •0600• RATIO = 0.034 STATUS - PASS I • • • I----------------------------------------------------------------------i I---------------------------------------------------------------------I I MEMBER # 30 SECTION - 12X4RectX.250Wall I 1 RATIO = 0.017 STATUS - PASS I I---------------------------------------------------------------------I E:12015 MARTA MACHIN BUSSINESIerick trellis\Structurel.anl Page 14 of 25 C?4)) Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE NO. 15 ----------------------------------I I MEMBER # 31 SECTION 12X4RectX.250Wal1 I RATIO m 0.002 STATUS m PASS I----------------------------------------------------------------------I --------------------------------i I MEMBER # 32 SECTION 12X4RectX.250Wa11 RATIO = 0.001 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I MEMBER # 33 SECTION - 12X4RectX.250Wa11 I I RATIO ® 0.002 STATUS m PASS I----------------------------------------------------------------------I --------------------------------I I MEMBER # 34 SECTION 1WRectX.250Wall I I RATIO a 0.000 STATUS = PASS I---------------------------------------------------------------------I ---------------------------------------I I MEMBER # 35 SECTION 12X4RectX.250Wal1 I •I RATIO = 0.005 STATUS m PASS I---------------------------------------------------------------------I ------------------------Q--------------------------------I I MEMBER # 36 SECTION 12X4RectX.250Wa11 I I RATIO m 0.007 STATUS - PASS I---------------------------------------------------------------------I --------------------- -- ----------------------- --------- - I I MEMBER # 37 SECTION 12X4RectX.250Wa11 I RATIO m 0.028 STATUS @ PASS I---------------------------------------------------------------------I • • -------------------------i • • • •••••• I MEMBER # 38 SECTION 1WRectX.250Wall I •• • •• • • RATIO - 0.025 STATUS ® PASS •••••• • •• •••••• • --------------------I I---------------------------------------------------------------------I •••••• i •••• ••••• MEMBER # 39 SECTION - 12X4RectX.250Wa11 I •••••• • • ••:••• I RATIO s 0.009 STATUS ® PASS I • • •••••• •• •• • •••••• • I---------------------------------------------------------------------I •••••• • • • • • • • •••••• I-----•----------------------------------------------------------------I •••••• i MEMBER # 40 SECTION ® 12X4RectX.250Wa11 I • • • •••••• I RATIO m 0.004 STATUS m PASS I • • • I---------------------------------------------------------------------I •• • I---------------------------------------------------------------------I I MEMBER # 41 SECTION - 12X4RectX.250Wa11 I I RATIO - 0.002 STATUS - PASS i I---------------------------------------------------------------------I E:\2015 MARTA MACHIN BUSSINES\erick trellis\Structurel.anl Page 15 of 25 �, Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE N0. 1 ------- --------------------------------I MEMBER # 42 SECTION ® 12X4RectX.250Wa11 I RATIO - 0.002 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I MEMBER # 43 SECTION = 12X4RectX.250Wa11 I RATIO - 0.021 STATUS - PASS I---------------------------------------------------------------------I ---------------------------------------------------------I i MEMBER # 44 SECTION - 12X4RectX.250Wa11 RATIO - 0.041 STATUS - PASS I---------------------------------------------------------------------I -------------------------�--------------------------------I MEMBER # 45 SECTION 12X4RectX.250Wa11 I I RATIO - 0.029 STATUS - PASS I---------------------------------------------------------------------I I---------------------------------------------------------------------I MEMBER # 46 SECTION - 12X4RectX.250Wa11 I ` I RATIO - 0.016 STATUS - PASS I---------------------------------------------------------------------I -------------------------------------------------I MEMBER # 47 SECTION - 1WRectX.250Wall I I RATIO - 0.007 STATUS - PASS I---------------------------------------------------------------------{ I---------------------------------------------------------------------I MEMBER # 48 SECTION - 12X4RectX.250Wa11 I I RATIO - 0.003 STATUS - PASS I I---------------------------------------------------------------------I • • ---------------------------------------------------I • • • •••••• MEMBER # 49 SECTION - 12X4RectX.250Wa11 I •• • •• • • RATIO - 0.000 STATUS - PASS I •••••• • •• •••••• • --------------------------------------------------------------------- I---------------------------------------------------------------------I •••••• i •••• ••••• I MEMBER # 50 SECTION - 12X4RectX.250Wa11 I ••:••� :••�:• ••:••• RATIO - 0.006 STATUS - PASS I •• •• • •••••• I---------------------------------------------------------------------I ' • • • • •••••• I---------------------------------------------------------------------I •••••• I MEMBER # 51 SECTION - 12X4RectX.250Wa11 I • • • •••••• I RATIO - 0.004 STATUS - PASS I • • • I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 52 SECTION - 12X4RectX.250Wa11 I I RATIO - 0.102 STATUS - PASS I I---------------------------------------------------------------------I E:12015 MARTA MACHZN BUSSZNESIerick trellis 1Structurel.anl Page 16 of 25 0?2- Sunday, October 18, 2015, 06:12 PM — TRELLIS DESIGN —�— --_- -- PAGE NO. 17 --------------------------------I MEMBER # 53 SECTION - 12X4RectX.250Wa11 I I RATIO - 0.186 STATUS - PASS I---------------------------------------------------------------------I -----------------------------------------------------------I 1 MEMBER # 54 SECTION - 12X4RectX.250Wa11 I f RATIO m 0.180 STATUS - PASS 1 f---------------------------------------------------------------------I ---------------------------------------------------I I MEMBER # 55 SECTION = 12X6RectX.250Wa11 I I RATIO m 0.039 STATUS m PASS 1 I---------------------------------------------------------------------I -----------------------a--------------------------------I I MEMBER # 56 SECTION 12X6RectX.250Wa11 I I RATIO ® 0.051 STATUS - PASS I I----------------------------------------------------------------------I I---------------------------------------------------------------------I MEMBER # 57 SECTION = 12X6RectX.250Wa11 I �I RATIO = 0.061 STATUS ® PASS I I----------------------------------------------------------------------I I---------------------------------------------------------------------I 1 MEMBER # 58 SECTION = 1WRectX.250Wall I RATIO m 0.022 STATUS m PASS I I---------------------------------------------------------------------I I----------------------------------------------------------------------I MEMBER # 59 SECTION = 1WRectX.250Wall I I RATIO m 0.033 STATUS - PASS I I---------------------------------------------------------------------I 0000•• I---------------------------------------------------------------------I • • . 0000•• MEMBER # 60 SECTION - 12X6RectX.250Wa11 1 0000 �•• •• •� RATIO - 0.044 STATUS = PASS I 000000 • •• 0000•• i------------------------------------------------------------------------I •00••• • • • 0000•• • 0000 •• • • • --------_I • • • • ------------------------------------- 0000 • •• 0000• 1 MEMBER # 61 SECTION 1WRectX.250Wall 1 000.00 • • 000•0• 1 RATIO = 0.053 STATUS - PASS I 00•00 0 ••0••• 900000 ••000• • • • • . • • .0000• I----------------------------------------------------------------------I 00.00• I MEMBER # 62 SECTION - 1WRectX.250Wall I • • • ••00•• I RATIO - 0.061 STATUS = PASS I • • • •• • --------------------------------------------------------------------- I---------------------------------------------------------------------I I MEMBER # 63 SECTION - 1WRectX.250Wall I I RATIO m 0.067 STATUS = PASS I I---------------------------------------------------------------------I E:\2015 MARTA MACHIN BUSSINES\erick trellis\Structurei.anl Page 17 of 25 6�) Sunday, October 18, 2015, 06:12 PM t TRELLIS DESIGN --- �'— -- PAGE N0. 18 `---------- ..----^ --------------------------------I MEMBER # 64 SECTION - 12X6RectX.250Wa11 RATIO - 0.072 STATUS = PASS I-----------------------------------------------------------------------I --------------------------------1 MEMBER # 65 SECTION 12X6RectX.250Wa11 I RATIO - 0.037 STATUS = PASS I-----------------------------------------------------------------------I --------------------------------I I MEMBER # 66 SECTION = 12X6RectX.250Wa11 I RATIO = 0.041 STATUS = PASS I---------------------------------------------------------------------I --------------------------------I MEMBER # 67 SECTION - 12X6RectX.250Wa11 RATIO - 0.043 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I I MEMBER # 68 SECTION 12X6RectX.250Wa11 RATIO = 0.043 STATUS - PASS I---------------------------------------------------------------------I ----------------------------------I MEMBER # 69 SECTION a 1WRectX.250Wall I RATIO - 0.043 STATUS - PASS I---------------------------------------------------------------------I ----------------------------------I MEMBER # 70 SECTION = 12X6RectX.250Wa11 I • • RATIO - 0.041 STATUS = PASS I 9999•• • • • 9999•• • • 9999•• • •• 9999•• ------ ---------------------------------I • I----------------- -------------_ 9999•• • MEMBER # 71 SECTION 12X6RectX.250Wall 1 9999 •• • �••••� RATIO - 0.040 STATUS = PASS I 09 • • • • 999 • •• 9999• --------------------------------------------I • • 1------'------------------ 90.00• • • 00.00 •• •• • 6000•• MEMBER # 72 SECTION 1WRectX.250Wall I �•��•� • • RATIO - 0.036 STATUS = PASS ••••6• 9999•• • • • • • --------------------------------------------------------------------- -----------------------------------------I •• • MEMBER # 73 SECTION = 12X6RectX.250Wa11 I RATIO = 0.032 STATUS - PASS I---------------------------------------------------------------------I I---------------------------------------------------------------------I MEMBER # 78 SECTION = 12X6RectX.250Wa11 I RATIO - 0.082 STATUS - PASS I---------------------------------------------------------------------I E:12015 MARTA MACHIN BUSSINESIerick trellis\Structurel.anl Page 18 of 25 Sunday, October 18, 2015, 06:12 PM _ TRELLIS DESIGN -- PAGE NO. 19 --------------------------------I I MEMBER # 79 SECTION - 12X4RectX.250Wall I RATIO - 0.010 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I I MEMBER # 80 SECTION = 6X2RectX.1875Wall 1 RATIO - 0.041 STATUS - PASS 1 I---------------------------------------------------------------------I ------ --------------------------------I MEMBER # 81 SECTION - 12X6RectX.250Wall I RATIO - 0.083 STATUS - PASS I---------------------------------------------------------------------1 I----------------------------------------------------------------------- I I MEMBER # 82 SECTION 1WRectX.250Wall I RATIO - 0.025 STATUS - PASS I I----------------------------------------------------------------------I -----------------------------------------------------I MEMBER # 83 SECTION - MRectX.1875Wa11 I ~I RATIO - 0.026 STATUS - PASS 1---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 84 SECTION - 12X6RectX.250Wall I RATIO - 0.045 STATUS - PASS I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 85 SECTION a 12X4RectX.250Wall I • • I RATIO - 0.030 STATUS - PASS I • • �••••• --------------------------------------------------------------------- I---------------------------------------------------------------------1 • I MEMBER # 86 SECTION 12X6RectX.250Wall I •••••• RATIO - 0.028 STATUS - PASS I •••• •• • • • •••• • •• ••••• --------------------------------------------------------------------- •• •• • •••••• I MEMBER # 87 SECTION 12X6RectX.250Wall I :••:•; • • I RATIO - 0.047 STATUS - PASS 1 • • • • •••••• I---------------------------------------------------------------------I • • • • • I---------------------------------------------------------------------1 •• • I MEMBER # 88 SECTION - 12X4RectX.250Wall I RATIO - 0.008 STATUS - PASS I I---------------------------------------------------------------------I I----------------------------------------------------------------------I I MEMBER # 89 SECTION - 6X2RectX.1875Wall I RATIO - 0.016 STATUS - PASS I I---------------------------------------------------------------------I E A 2015 MARTA MACHIN BUSSINES\er3ck tre111s1Structurel.anl T Page 19 of 25 Cv;6)- Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE NO. 20 --------------------------------I I MEMBER 90 SECTION - 12X6RectX.250Wa11 RATIO - 0.047 STATUS - PASS I----------------------------------------------------------------------I --------------------------------I MEMBER # 91 SECTION - 12X4RectX.250Wa11 RATIO - 0.003 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I MEMBER # 92 SECTION a 6X2RectX.1875Wa11 i I RATIO - 0.017 STATUS a PASS I---------------------------------------------------------------------I ------------------------------------------I MEMBER # 95 SECTION = 6X2RectX.1875Wa11 I RATIO a 0.017 STATUS = PASS I---------------------------------------------------------------------I -------------------------------I MEMBER # 96 SECTION m 6X2RectX.1875Wa11 I •I RATIO - 0.017 STATUS m PASS I I----------------------------------------------------------------------I ---------------------------------------I MEMBER # 97 SECTION - 6X2RectX.1875Wa11 I I RATIO - 0.017 STATUS = PASS I---------------------------------------------------------------------I I-----------------------------------®--------------------------------I MEMBER # 98 SECTION MRectX.1875Wall I • • RATIO - 0.016 STATUS a PASS I •••••• I---------------------------------------------------------------------I •••• i �•• •• •• •••••• • •• ••••i• --------------------------------I ------------ • MEMBER # 99 SECTION 6X2RectX.1875Wa11 I • • RATIO - 0.015 STATUS = PASS • • •••• • •• ••••• --------------------------------I •• •• • •••••• I MEMBER # 100 SECTION 12X6RectX.250Wa11 I • • • • • RATIO - 0.032 STATUS = PASS I •••••• •••••• -------------I I-------------------------------------------------------- • • • • • I---------------------------------------------------------------------I •• • I MEMBER # 101 SECTION - 12X4RectX.250Wa11 I RATIO - 0.003 STATUS - PASS I I---------------------------------------------------------------------I ---------------------------------------------------------------------I MEMBER # 102 SECTION 12X4RectX.250Wa11 I I RATIO - 0.001 STATUS = PASS I---------------------------------------------------------------------I E:12015 MARTA MACHIN BUSSINESIerick trellis 1Structurel.anl Page 20 of 25 NO Sunday, October 18, 2015, 06:12 PM TRELLIS DESIGN -- PAGE NO. 21 --------------------------------I I MEMBER # 103 SECTION - 12X4RectX.250Wa11 I RATIO = 0.002 STATUS - PASS I---------------------------------------------------------------------I -------------------------�--------------------------------I I MEMBER # 104 SECTION 12X4RectX.250Wa11 I I RATIO = 0.017 STATUS - PASS I----------------------------------------------------------------------I --------------------------------------------------------1 MEMBER # 105 SECTION - 1WRectX.250Wall I RATIO - 0.035 STATUS = PASS I---------------------------------------------------------------------I ----------------------�--------------------------------I I MEMBER # 106 SECTION 12X6RectX.250Wa11 I RATIO - 0.033 STATUS - PASS I---------------------------------------------------------------------I ----------------------------------------I MEMBER # 107 SECTION - 1WRectX.250Wall I 'I RATIO - 0.038 STATUS = PASS I---------------------------------------------------------------------I -------------------------------------I MEMBER # 108 SECTION - 12X6RectX.250Wa11 I RATIO - 0.042 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 109 SECTION - 12X6RectX.250Wa11 I • • I RATIO - 0.044 STATUS = PASS I •••••• I----------------------------------------------------------------------I • • • • •••••• • •• •••••• I-----------------------------------�--------------------------------1 • MEMBER # 110 SECTION 12X6RectX.250Wa11 I •••• •• • •••••• RATIO = 0.046 STATUS - PASS I • • • • • --------------------------------------------------------------------- I----I -------------------------------v--------------------------------I •••••• MEMBER # 111 SECTION 12X6RectX.250Wa11 I . . • • • • • • • I RATIO = 0.080 STATUS - PASS I •••••• :00*00 I---------------------------------------------------------------------I • • • • I---------------------------------------------------------------------I •• • I MEMBER # 112 SECTION - 12X4RectX.250Wa11 I I RATIO = 0.004 STATUS - PASS I I---------------------------------------------------------------------1 I---------------------------------------------------------------------I I MEMBER # 114 SECTION - 12X4RectX.250Wal1 I I RATIO = 0.003 STATUS - PASS I I---------------------------------------------------------------------I E:12015 MARTA MACHIN BUSSINESIerick trellis%Structurel.anl Page 21 of 25 0 Sunday, October I8, 2015, 06:12 PM TRELLIS DESIGN —� -- PAGE NO. 22 -------- --------------------------------I I MEMBER # 117 SECTION = 12X4RectX.250Wa11 I I RATIO - 0.000 STATUS - PASS I---------------------------------------------------------------------I ----------------------------------------------------------I MEMBER # 120 SECTION - 12X4RectX.250Wa11 I RATIO - 0.006 STATUS - PASS I---------------------------------------------------------------------I --------------------------------------------------I I MEMBER # 123 SECTION - 12X4RectX.250Wa11 I RATIO - 0.004 STATUS - PASS I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 126 SECTION - 1WRectX.250Wall I 1 RATIO - 0.101 STATUS - PASS I----------------------------------------------------------------------I 1----------------------------------------------------------------------I 1 MEMBER # 129 SECTION - 12X4RectX.250Wall I �I RATIO - 0.185 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 132 SECTION - 12X6RectX.250Wa11 I RATIO - 0.099 STATUS - PASS I I---------------------------------------------------------------------I I---------------------------------------------------------------------I I MEMBER # 134 SECTION - 12X6RectX.250Wa11 I i RATIO - 0.134 STATUS - PASS I • �••••• I---------------------------------------------------------------------I • • • 0000•• • --------------------------------------------------------------------- 0000•• • •• 0000•• I MEMBER # 136 SECTION 1WRectX.250Wall I 0000•• • • • 0000 •• • �••••� RATIO - 0.164 STATUS - PASS I • • • I---------------------------------------------------------------------I 0000 • •• 0000• 0000•• • • 0000• • • 0000•• I----------------------------------^------------------ ---------------I •• •• • 000000 I MEMBER # 138 SECTION - 12X6RectX.250Wa11 •0 RATIO - 0.185 STATUS - PASS I • • ��•��• 0660•• ---------------I �•6 • • • I--------- ----------------------------------------i • • • MEMBER # 140 SECTION - 12X6RectX.250Wa11 I I RATIO - 0.203 STATUS - PASS I I----------------------------------------------------------------------1 I---------------------------------------------------------------------I I MEMBER # 142 SECTION - 1WRectX.250Wall I I RATIO - 0.203 STATUS o PASS i I---------------------------------------------------------------------I E:12015 MARTA MACHIN BUSSINESIerick trellis\Structurel.anl Page 22 of 25 30 Sunday, October 18, 2015, 06:12 PM r . -------------------- PAGE N0. 23 ^--------- TRELLIS DESIGN ---------------------------------- --------------I ---------------- MEMBER # 143 SECTION - 12X6RectX.250Wa11 RATIO - 0.165 STATUS - PASS I---------------------------------------------------------------------I -------------I MEMBER # 144 SECTION = 6X2RectX.1875Wa11 I RATIO - 0.098 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I MEMBER # 145 SECTION 6X2RectX.1875Wa11 I I RATIO - 0.069 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I MEMBER # 146 SECTION 6X2RectX.1875Wa11 RATIO - 0.062 STATUS - PASS I---------------------------------------------------------------------I ------------------------------------------- --------------I MEMBER # 147 SECTION - WRectX.1875Wa11 � I RATIO - 0.078 STATUS - PASS I---------------------------------------------------------------------I ---------I MEMBER # 148 SECTION - MRectX.1875Wall RATIO - 0.098 STATUS - PASS I---------------------------------------------------------------------I ---------------------------------------------I I MEMBER # 149 SECTION - 6X2RectX.1875Wa11 I RATIO - 0.094 STATUS - PASS I • • �•••i• --------------------------I • • • •••••• __I •••�•• • •• •••••• MEMBER # 150 SECTION = WRectX.1875Wa11 I •••••• I RATIO - 0.104 STATUS - PASS • • • • • -----------------I •••• • •• ••••• --------------------------------I •• •• • •••••• SECTION - WRectX.1875Wa11 I •••••• • • I MEMBER # 151 • • • • I RATIO - 0.111 STATUS - PASS •••••• ---------------------I • • • • • ------------------------------------------ ------I • • • MEMBER # 152 SECTION - WRectX.1875Wall I RATIO - 0.122 STATUS - PASS I---------------------------------------------------------------------I ----------------------------------I MEMBER # 153 SECTION - WRectX.1875Wa11 RATIO - 0.098 STATUS - PASS i---------------------------------------------------------------------I r E:%2015 MARTA MACHIN BUSSINESierick trellis 1Structurel.anl Page 23 of Sunday, October 28, 2015, 06:12 PM r TRELLIS DESIGN -- PAGE NO. 24 --------------------------------I I MEMBER # 154 SECTION 6X2RectX.1875Wa11 RATIO a 0.109 STATUS m PASS I----------------------------------------------------------------------I --------------------------------I MEMBER # 155 SECTION m 6X2RectX.1875Wa11 RATIO 0.046 STATUS - PASS I---------------------------------------------------------------------I --------------------------------I MEMBER # 156 SECTION 6X2RectX.1875Wa11 RATIO m 0.063 STATUS - PASS I---------------------------------------------------------------------I ---------------------------------------------I MEMBER # 157 SECTION ® 6X2RectX.1875Wa11 RATIO ® 0.105 STATUS - PASS m I---------------------------------------------------------------------I 0 0 • 00 •••• •• • •••••• •••• • •• ••••• •••••• • • • • •• •• • •••••• • • • • •••••• • • • • • r E:\2015 MARTA MACHIN BUSSINES\erick trellis\Structurel.anl Page 24 of 25 0 Sunday, October 18, 2015, 06:12 PM -- - -- PAGE NO. 25 TRELLIS DESIGN 95. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE- OCT 18,2015 TIME® 18: 4:18 **** + * For questions on STAAD.Pro, + * Please contact : Research Engineers Ltd. * E2/4,Slock GP, Sector-V,Salt Lake, KOLKATA - 700 091 India TEL:(033)2357-3575 FAX:(033)2357-3467 * email support@calcutta.reiusa.com * us Ph-(714) 974-2500, Fax-(714) 921-0683 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ •••••• • •• •••••• • •••• • •• ••••• •• •• • •••••• •••••• • • • • • • • •••••• s E:\2015 MARTA MACHIN BUSSINES\erick trellis\Structurel.anl Page 25 of 25 LE Profls Anchor 2.4.9 www hIId.us Company: proe. 1 Ste: Sub�Project I Pos.No.: Address: Date: 10/19/2015 Phone I Fax: E-Mail: specBlees commente: 1 Input data Anchor"and diameter. Kwik Bolt TZ-CS 314 113 314) Effective embedment depth: ho=3.750 in.,h„w=4.313 in. Material: Carbon Steel Evaluation Servioe Report: ESR-1917 Issued I Valid: 5/1/201315/1/2015 Proof, design method ACI 3181 ACI 93 Stand-off Installation: eb=0.000 In.(no stand-off):t=0.250 in. Anchor plate: I%x ly x t=12.000 in.x 16.000 in.x 0.250 In.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,f;m 2500 psi;h=420.000 In. Reinforoement: tension:condition B,shear.condition S;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Selsrrdc loads(cat.C,D,E,or F) no Geometry pn.]S Loading Ob,In.lb] , Z� •• • •• . • O • • • • • •••• • •• ••••• •••••• • • • • •••••• ••••• Oy o • •••� • { x f ` h1rW lobe end re81d18 m.t be k for agreement With the e)datlng=XIMMS and for OMAW ' POFIB Anchor(c)2003.2009 FII AO.FL-9494 Sdumn HM Is a registered Trademark of HM AG,Sdum Profls Anchor 2.4.9 www.hlltLus 2 Comparty: Page: Project. Specifier Address: Sub-Project 1 Pos.No.: Phone i Fax: I Date: 10/19/2015 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Y Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force max.concrete compressive strain: -[° ] x max.concrete compressive stress: -[psi] resulting tension force in(x1y)=(0.000/0.000): 0(Ib] resulting compression force In(x/&(0.000/0.000):0 pb] 3 Tension load Load N.,Pb] Capac4 „[Ib] UtiUzation Nual „ status _ tee n Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength- N/A N/A NIA N/A 'anchor having the highest loading "anchor group(anchors in tension) • • • 0000•• •• • ••0 • • • • • 0 0000•• • •• 0000•0 •00• •• • 0.000• • • • 0 9*000 •0000• 0 0 0 • • • 00.0• • •0000• •00.00 • • •0.00• • 0 x•0.0• •• • • ••• 0000• c MInput de mid resrdts must be decked for eFewradwdh To aldSft pond WM WW for PWJ$W pyl ` S Ardw(c)2003.2009 Hips AO,FL-9484 Schaen Hips is a registered Tmdwrark of M AO,adman Profts Anchor 2.4.9 www.hilti.us Page: 3 Company: Project: Specifier. Sub-Project I Pos.No.: Address: Date: 1011912015 Phone I Fax: I E-Mail: 4 Shear load Load V1 a[Ib] Capacity Ve Ob] Utilization =V18I V„ Status of ee Steel failure(with lever arm)* NIA NIA NIA NIA Pryout Strength'* 5000 8842 58 OK Concrete edge failure In direction*" NIA NIA NIA NIA *anchor having the highest loading `*anchor group(relevant anchors) 4.1 Steel Strength V. w ESR value refer to ICC-ES ESR-1917 $Vmew 2 V18 ACI 318-08 Eq.(D-2) Variables n A.,v Pn.21 fuw[psi] Calculations _� (4 Results :•••:• VeB Iib] Vsa Ub) Ve8[IbJ . . 0 0 0 0 0 0 4.2 Pryout Strength •0000• • • • •0000• VOP kcp[(')W N] ACI 318-08 Eq.(D-30) '*0000 : '.•a 0 0 0 0. V a ad,N y1e,N WeP.N D • • �Vap 2 V88 ACI 318-08 Eq.(D-2) 90:96: 0000.• AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) *0 •• m 9t ACI 318-08 Eq.(D-8)AWO ti •• • • •, 1 ' ' i...i• "0000 !_ ACI 318-08 Eq.(D-9) • . • • • Wee.N m � 1 1+�r�5 1.0 • • • 0000.• • • • 1(1ed,N 0.7+0.3(1 5ner)51.0 ACI 318-08 Eq.(D-11) •• • WaP,N=MAXC. \ - .5h.'):% 5her)51,0 ACI 318-08 Eq.(D-13) fr ACI 31808 Eq.(D-7) ND -kc Variables ee, n.] e.2,N Pn J ca M•] OU o N qac Pn•] ka fe]psi] 2500 1. Calculations ND bbl A AND[In2] AN,*[in.2] -1,N ec2,N ed N 1. 1. !%do 6173 Results VbJ V1e[Ib] v paJ v Input data and resWts moat be checked rot agremnent wfth the e)dsthrg oandW"ars for pinus KYI PROFIS Andra(c)2003 8 FNId AO,FL•9494 MSM is a registered Trademark or Kid A0.Sdwn E=1 Profls Anchor 2.4.8 www.hltti.ua Page: 4 Company: Project: Specifier. Sub-Project I Pos.No.: Address: Date: 1011912015 Phone 1 Fax: E-Mail: 6 Warnings • Load redistributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading) • Condition A applies when supplementary reinforcement is used.The m factor Is Increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength.Refer to w your local standard. • Refer to the manufacturer's product literature for cleaning and Installation instructions. • Checldng the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 0000.. 0000.. 0000.. 0000.. 0000 .. . . 0000 . .. 00000 0000.. . . 00000.000.0 .. .. 6 0.00.6 0000.. 0 0 . . 0 . . . . 666666 0000.. 6 . 6 . . 0000.. 66 6 6 666 6 6 6 6 6 t input data WW MURS Must be d*dced nor agreement with ft exls**mdum and for PIVAb I PRoFis ardw(c)2oos-2ore Krd Ao,FL-9494 Sdman win is a raostered Trademark of Hilo Ao.Sdmn Profis Anchor 2.4.8 www.hllu.us Page: 5 Company: Project: Spedfler. Sub-Project I Pos.No.: Address: Date: 10/19/2015 Phone I Fax: I E-Mail: 6lnstallation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 314(3 314) Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque: base tori Hole diameter in the fixture:dr m 0.813 In. Hole diameter in the base material:0.760 In. Plate tiameess the f:ure: in. Hole depth in the base material:4.500 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to Instructions for use is required. y 6.000 6.000 • W • •• •• • •• •••••• •• • • •• ••••• •• •• • • ••••• • • •9•••• • • • x • 900000 9••9•• O G ad Cd 6.000 6.000 Coordinates Anchor in. c Anchor x f c' cx CRY C+Y Input dam and mSub rust be checked far agreemeru wkh the eft"COMM"WW for plausibakyl PROMS Arum(c)2003.2009 H IU AO.FL-9494 Schaen HIIB la a registered Trademark of MU AG.Sd=n Profls Anchor 2.4.9 trdmNw.hUti.us Page: 8 company: Project: Specifier. Sub-Project I Pos.No.: Address: Date: 1 011 91201 5 Phone I Fax: I E-Mail: 7 Remarks;Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of Hilt products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly compiled with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilts product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Him on a regular basis.if you do not use r the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilts will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 0000•• • • • • 0000•• • 90 000000 • 0000•• 0000 •• • • • 0600 • •• 0000• 60.00• • • 09.66 • 0 66••0• 60 60 • 0.0090 • • • • 6 ••696• 66••6• • • • • • • • •666••• 09 0 i t Irt�xxdd data and recuts must be d*ckad for a¢reemerd Witt the SO"ins arid for t>Iaueft4Atyt pkoFIS Andra(c)200.3.2008 KM A0.FL-9494 Schaan Htt is a registered Trademark of Hitt A0.Sd=n