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CC-16-3041BUILDING Miami Shores Village Building Department OV2016 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 - __ i Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 g FBC 20I - Master Permit NoC C I (0 - Du 1 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: /0)00 B/SLayNQ &lvd — rp4424L City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): k IQ}.^\ S\kce•ec . , ePrV--. [ s • Phone�3, ' "22 041 D Address: \ St ti ' , City: ra k S-4•- 2 -g -' State: r 31�E Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Q'2- GLI /de12.S W G Address: 588 / lv(.c/ l t5'I ST # /Oy Phone#: 305- 975'&331 City: I "A IAM I Ll�1CPs /l State: FL Zip: ".'3 0 1y Qualifier Name: 1Zoco\ C O R (4 .CSkik-Q •- Phone#: "7,O - Q ". - 60331 State Certification or Registration #: eC� L i c) `3 9&e3 Certificate of Competency #: 142 — (3k.)14 -1 2S '9A fco .0 C»^l DESIGNER: Architect/Engineer: Phone#: Address: -3? z, ) • Value of Work for this Permit: $Si 'i350 r� ,_1I' Type of Work: ID Addition Alteration Ng New ❑ Repair/Replace ❑ Demolition Description of Work: COtkr_A_.E . MS 7" CPoOpy -l-oUwda 1 ICWS &fa Pr QV. •Rivikko l ffl- `LQ1Y11-r — - Z lOCis.i1 G City: State: Zip: Square/Linear Footage of Work: 56'0 5F, Specify color of color thru tile: Submittal Fee$' �.- Permit Fee '$ 1 1 Scanning Fee $ tS • ©-° Radon Fee $ 5 o CCF$ ISrcPo CO/CC$ 10d DBPR $ t1 (4' `e Notary $ 5 Technology Fees $ '22 ' 8'1) Training/Education Fee $ S. ' �7 Double Fee $C.---&--- Structural Reviews $ ' `9-) 1 eZAD Bond $ TOTAL FEE NOW DUE $ I 1 ZS S 3,?, - CCF $ ' - (Revised02/24/2014) 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 the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this a day of N c)J , 20 , by , who is perfgnally knovato' Signature • The foregoing instrument was acknowledged before me this LIT+r day of FJ MM ►2 , 20 t� i0 , by Qo(9oj,o Qoda&Ley , who is personally known to me or who has produced as me or who has produced Ft •L - identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: identification and who did take an oath. NOTARY PUBLIC: as e 1.11 Sign: y`�9q �e� Fad:•ir`S Print: �uiiSSA 1�ocQru;d1 /141///111111110 ��SUEZ SSIW �••'`\���� Seal: Commission,,.:...��:�%4 JLISSA RODRIG aoo 141/// fN31 1q`��� <<1 My Commission Expires March 05. 2018 **************************************************************** APPROVED BY Plans Examiner (Revised02/24/2014 Structural Review l( 7 Zoning Clerk N0V-0?-2016(M0N) 11:03 FRIRFAX SRMMONS STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION P. 001/001 CONSTRUCTION ,INDUSTRY LICENSING BOARD (850) 487-1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 RODRIGUEZ, RODOLFO RAFAEL R2 BUILDERS INC 5881 NW 151 STREET SUITE 104 MIAMI LAKES FL 33014 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep -Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please tog onto.www.myfloridalicense.com. There you can find more inforniation'about our divisions and the regulations that impact : you, subscribe -to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: Ucense Efficiently. Regulate Fairly. We constantly strive to serve you better so that you can serve •your 'customers. Thank you for doing business in Florida, and congratulations on your new license! RICK SCOTT, GOVERNOR • '•I.�f':tF/ N I°:. . '• AO..t Y„•Hr , ♦ � 3Y•”? It�.��1! R.f;.• rlX�' ..'P`•°'iyr+i :.1�%t:,r.rt STATE CFFLORiDAk= „�DEPARTIVI mow.:-BUSINtSS AND .` CATION - -- • • -CGC151398 ' :CEFTI�D-G •, '"P " WT • ..15/201'6. 7f,Ag) LS plr�rls�.d�tflYAy,sa��20'i� ...r---'�r'6160B75DOb73ZY'-'-- yF1lklwy It# r,1�S:,y^`.sr.r i},",!M'•ti£:?w.si,f.t� ;[;.',o,tPf� r;.i. "".til .i:p;y. SW' .r,"s,ri Aid wf 'a. �,L":'.k':"'t. DETACH HERE KEN LAWSON, SECRETARY DEPARTMENT OF'BUSJt ESS-AND•FRQFFSS:IONAL�REGUtAY'ION''•' ;NDUST...C••-•. • LICENSE NUMBER .�YyE�S1N _Ka ei-b law�tS R -LED==�:.:--- .—�.. � � .•••••• •-:-= -.,� • 71.34.— "_ • f � O Gl7E-f-R01501:F • -,�A " ``• �.\� ;..."� si.wC.Tq. w:Ot �Ai :74. nG.�w:pM4; ) t aR,yt .ficW t • _ }i .. W .'�•,e, \ q,E:',. J ix;. ,'fid' . Y . _Ka ei-b law�tS R -LED==�:.:--- .—�.. � � .•••••• •-:-= -.,� • 71.34.— "_ • f � O Gl7E-f-R01501:F • -,�A " ``• �.\� ;..."� si.wC.Tq. w:Ot �Ai :74. nG.�w:pM4; ) t aR,yt .ficW t • _ }i .. W .'�•,e, \ q,E:',. J ix;. ,'fid' . NOV-07-2016(MON) 11:56 FRIRFAX SAMMONS 6601 Main Street Miami Lakes, FL 33016 (305) 512-7132 P. 001/001 Town of. Miami .Lakes Business Tax Receipt Address of Licensee: R2 BUILDERS INC 5881 NW 151 ST MIAMI LAKES, FL 33014 License Categories: ":.BUSINESS OFFICE /CONSULT CONTRACTOR/GENERAL BUSINESS. 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Xnxwponw.x•••x, w11•111111wrwn.www„ w .,w.w •••••••• w l w_ w:»- ..: . __pow lWuwrwrw.4•ww,.xlwwitM• ' rwMw IwW *xwrN.,.M.,ww»r• .• • mg. 714•••.•,,w _ _ "+I •w.: •.-• •• _ 41- _.* iwwrx xNlxwl rXR."1"•• xwlxwx"•-Ir.-,wrwwMi,• uwwwr.,.. -_..• M wwwlw 1111-w-wuxpou-nlwalxwuMXwx.,1-w•rwiw,xnitlWlNr-AX6MIMNM. W r-ulwwwpow-apo-Mwwnr�wMwr,ww.11,-r This license MUST BE DISPLAXEI►affil�'rrw::» ,1.r�; CONSPICUOUS PLACE IN YOURBF�F' ESTABLISHMENT. The Town of Miami , must be notified of any changes of use, address or wr r ownership. This License is not transferrable and is subject to revocations. This License must be renewed au or before September 30 of each year. - Nnbwrlwrl1wMwwMRYNu1wIwrlwrl,�•-wwwww -•--r= •.ww«1, ..•.....1 wow*. .., , W �.•,11.1111111A.18* __ r. '•1•111 110111 C $40.00 $30.00 $70.00 Miami Shores Viiiage Building Department RECEIPT PERMIT #: ('c_i -3 b I DATE: I I, CA -V--4_3 o Contractor o Owner o Architect (Name) Picked up 2 sets of plans and (other) 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 1 CI L?Nev Address: ( L)Okta (P4(2-1<— From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Signature: ( IGNATURE) PERMIT CLERK INITIAL: RESUBMITTED DATE: ilk PERMIT CLERK INITIAL: -e 91) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING CRITIQUE DATE: 01-09-2017 PERMIT NUMBER: 16-3041 1. DERM, Fire, WASA and Health Department approval required. 2. Site plans reflect the location of the required accessible parking as per chapter 5 of the 2012 Accessibility code and accessible route to and from each bench as required under section 402 of the 2012 Florida Accessibility code. 3. According to the information provided on the site plan 2 new parking Tots are being added on the west, NW section of the property. Please clearly identified the edge of pavement and the location of the accessible driveway to each parking space. Also please reflect the location of the parking lot lighting and provide details and specifications for the parking lot illumination 4. The description of work under the permit application is only for the concrete pads and the canopy foundation. who is doing the rest of the work. clearly mark on the plans the scope of work to be cover under this permit and the requirement for additional permits for the rest of the project. Ismael Naranjo, BO, CFM Building Director. Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 January 11, 2017 Permit No: CC16-3041 ELECTRICAL REVIEWER COMMENTS need electrical plan showing Gate circuit, water fountain if cold water and any and all lighting. Michael Devaney Chief Electrical Inspector Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami Shores Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 January 11, 2017 Permit No: CC16-3041 PLUMBING — Rafael Hernandez • Provide info/ detail for drainage. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ! Date: /-/b-// Permit No: CG /‘ J 3 b ` / PLUMBING - RAFAEL HERNANDEZ Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING CRITIQUE DATE: 11-14-2016 PERMIT NUMBER: 16-3041 1. Provide a complete set of plans signed and sealed by a Florida license engineer or architect. The plans should comply with the requirements of section 107.2 of the 2014 Florida Building Code and section 8-10 of the Miami Dade County Code as applicable for this project. 2. Outside agencies approval required. DERM, Fire and Health Departments 3. Reflect accessible route to the park. Ismael Naranjo, B.O, CFM Building Director Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type COMMERCIAL CONSTRUCTION Bldg. Permit No. CC -11-16-3041 Owner MIAMI SHORES VILLAGE Contractor R2 BUILDERS INC Subdivision/Project MIAMI SHORES SEC 8 REV IN PB 31-41 1 Date Issued Occupancy Construction Type N/A Load Occupancy Square Footage 200 Type Description of PARK CANOPY Applicable Work Code • �'��• ` Location 10200 BISCAYNE BLVD 03/09/2017 N/A 2014 FLORIDA BUILDING Building Officia s-ApproGal Not Transferable POST IN A CONSPICUOUS PLACE Ismael Naranjo, CBO APger ffnguard Shade Innovators FWN8A Frank W. Neal & Assoc., Inc. 1015 W. Broadway Ave. 817-332-1944 • Fort Worth, TX 76104 fwna-eng.com'.. • : Frank W. Neal, P.E. Lic. No. 37082 . ' • Florida firm reg. no. 26540 •••• • • •••• ••.. • • • •••• • • • • •••• ••.• • • •• •• CALCULATION SET Miami Shores Village 9617 Park Drive Miami Shores, FL 33138 • • • • • •• •• • • • • • • • • ••• • SCRUCTUrsPI REVilTV DAT— . r •: 414Z; ..37082 +` C 2' 2016 1 O� STATE OF /ij/ S \r, REVISED 7:00 am, Dec 12, 2016 [HE 5r Fifth Edition (2014) IfW'r __ItIiiiiiiiiuIiiiiiiiii :-'' '''til rlliA1111111110- IIIc] lia fall" 111 111 i�r - 111 111 111 I REPAIR EXIIVIN-*. ROOF. VEN114ATOI4S (ORR SPCOS) el0/N4NT R4t1tC OCVL/TUl4! RELOCATRO FROM LoIT. CONT. lEE AmOWANCE A N! W £Tt,1GCp ono Ni' (p.4C- ASCE STANDARD ASCE/SEI 7-10 American Society of Civil Engineers .. • . • . . . •••• Minimum Design Loads: • for Buildings and .••••. Other Structures •••••• • • • • . . .••• • . • • .• .. • • • • • .• •• • • • •••• • • • • • This document uses both the International System of Units (SS) • and customary units. • • • •• • ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS • ••• • STRUCTURAL ENGINEERING INSTITUTE • 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:42 AM Load Case: Wind loads ASCE7-10- UPLIFT A IES VisualAnalysis 12.00.0020 •• ••• •• • • • •• . • • • • • ••• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • • • • • • • • • • • ••• •• •• • • • • • • • • • • • • • • • • • •• •• 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:42 AM Load Case: Wind loads ASCE7-10- UPLIFT B IES VisualAnalysis 12.00.0020 •• •0• • • • • . •• • • • • • • • • • •• ••• •• • 0 • •• • • 410 • • • • • • • • • . • • • • • • • • • • • • • • • • • • • • 00 • • • • • • ••• • 0010 • • • • • • • • • • • 0 • • • • • • • • • • • • • 10 0 • • • • • • • • • • • • • • •• 0• • • • •• •• 00. • • • 00• • • 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:39 AM Result Case: Wind Toads ASCE7-10- UPLIFT B IES VisualAnalysis 12.00.0020 • .. ... .. . .... • • •• • • • •• • • • • • • • • • • • ••••••••• • •• • • • ••• • ••• •• 1S• • • • •••• ••••••• • • • • ••••• • ••• • •.•••• • • • 1 • •••• • • •••• • 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:39 AM Result Case: Wind Toads ASCE7-10- UPLIFT A IES VisualAnalysis 12.00.0020 X • •• •• • .. ... .. . .... • • ••••• • • •• • • • •• • • • • • • • •• •• • • • •• • • • ••• • ••• •• ••• • • • ••• • • • • ••• ••••••• • • • • • . • •lIS • • • ••.• • • • • ••••1 • 1151 • . 115• • 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:42 AM Design View, Unity Checks IES VisualAnalysis 12.00.0020 X•• ••• • • • • • •• •• • • • • • • • • • • • • • Ungrouped Failed •• • • • •• • • • • • • • • • • • •• • • • •• • • ••• • ••• • • • 0.00 0.25 0,50 0.75 • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • •• •• • • • •• •• • • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\204618 KorKat Miami Shores Village DOUBLE X-11 12 X 24P X 8H.vap Company: SOLAR DYNAMICS CORP. Billing: 204618 KorKat Miami Shores Village DOUBLE X-11 VisualAnalysis 12.00.0020 Report Table of Contents Project Header Project Notes Table of Contents Design Criteria Design Groups Load Case Summary Load Combination Summary Load Cases Area Loads Design Group Results Member Unity Checks Design Criteria Building Code Load Combinations: ASCE 7-10 ASD Vertical Direction: Y, Ground Elevation = 0.00 ft Occupancy Category: II Seismic Data (For load combination generation): Spectral Acceleration (SDS) = 0.150 Seismic Design Category: A Overstrength Omega0:X=2.5, Z=2.5 Seismic Redundancy Rho: X=1, Z=1 Wind Data: Speed = 105.0 mph, Gust Factor = 0.85, Roof Height = 10.0 ft Service Case: Wind loads ASCE7-10- UPLIFT B: Exposure: Category C, Class: Partial Enclosure Projected Width, B: 12.00, Side Length, L: 20.00 Service Case: Wind loads ASCE7-10- UPLIFT A: • Exposure: Category C, Class: Partial Enclosure Projected Width, B: 12.00, Side Length, L: 20.00 Design Groups .•• • • • •••• • • • • •• . • • • • • • •••• •••. • • • • • •••• •••• • • •• •• • • • • • •• •• • • • • • • • • • • • • •• • • • • • • • • • ••• • • • •• Group/Mesh Elements LL Factor Unity Design Shape Overstrength Specification BOOM 44 1.00 0.11 HSS4x4x1/8 No AISC ASD (2010) COLUMN 4 1.00 0.96 HSS5x5x3/16 No AISC ASD (2005) PURLIN 6 1.00 0.04 HSS2.875x.125 No AISC ASD (2010) Load Case Summary 3 Service Load Cases 8 Equation Combinations Load Combination Summary Equation Combination: .6D+.6W »+X Design Category: Allowable (ASD) Combination: 0.60D + 0.60W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores \Tillage DOUBLE X-11 C:\Users\ernesto\Desktop\ Equation Combination: .6D+.6W »+Z Design Category: Allowable (ASD) Combination: 0.60D + 0.60W+Z Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT B (W+Z) Equation Combination: .6D+.7Di Design Category: Allowable (ASD) Combination: 0.60D Contributing Cases & Source Dead loads (D) Equation Combination: D+.6H Design Category: Allowable (ASD) Combination: D Contributing Cases & Source Dead loads (D) Equation Combination: D+.6W »+X Design Category: Allowable (ASD) Combination: D + 0.60W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Equation Combination: D+.6W »+Z Design Category: Allowable (ASD) Combination: D + 0.60W+Z Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT B (W+Z) Equation Combination: D+.75(L+.6W+Lr) »+X Design Category: Allowable (ASD) Combination: D + 0.45W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Equation Combination: D+.75(L+.6W+Lr) »+Z Design Category: Allowable (ASD) Combination: D + 0.45W+Z Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT B (W+Z) Load Cases 0000 • • . . •00• • • . •• • • • • • • • 0011• 0000 • • • • • • •00• 0000 . . .. •• •• .. • • • • • • • • • • • • • • • 0 • • .• • • •.• • •• Load Case Design Checks Seismic Type Results Analyze? Envelope? ( 2)Dead loads -NA- -NA- Yes Yes Yes ( 3)Wind loads ASCE7-10- UPLIFT B -NA- -NA- Yes Yes No (4)Wind loads ASCE7-10- UPLIFT A -NA- -NA- Yes Yes Yes ( 5).6D+.6W »+X Allowable (ASD) -NA- Yes Yes No (6).6D+.6W »+Z Allowable (ASD) -NA- Yes Yes No Page 2 VisualAnalysis 12.00.0020 (www.iesweb.com) Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C: \Users\ernesto\Desktop\ ( 7).6D+.7Di Allowable (ASD) -NA- Yes Yes No (8)D+.6H Allowable (ASD) -NA- Yes Yes No (9)D+.6W »+X Allowable (ASD) -NA- Yes Yes No (10)D+.6W »+Z Allowable (ASD) -NA- Yes Yes No (11)D+.75(L+.6W+Lr) »+X Allowable (ASD) -NA- Yes Yes No (12)D+.75(L+.6W+Lr) »+Z Allowable (ASD) -NA- Yes Yes No Area Loads Load Case Area Type Span Direction Load What? Magnitude #1 psf Wind loads ASCE7-10- UPLIFT A A005 Wind - Windward Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A A006 Wind - Windward Roof 1 -way: Z Members 3.49 Wind loads ASCE7-10- UPLIFT A A007 Wind - Windward Roof 1 -way: Z Members 6.45 Wind loads ASCE7-10- UPLIFT A A008 Wind - Windward Roof 1 -way: Z Members 13.62 Wind loads ASCE7-10- UPLIFT A A013 Wind - Windward Roof 1 -way: Z Members 3.49 Wind loads ASCE7-10- UPLIFT A A014 Wind - Windward Roof 1 -way: Z Members 6.45 Wind loads ASCE7-10- UPLIFT A A015 Wind - Windward Roof 1 -way: Z Members 13.62 Wind loads ASCE7-10- UPLIFT A SIab00 1 Wind - Windward Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A SIab00 2 Wind - Windward Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A SIab00 3 Wind - Windward Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A SIab00 4 Wind - Windward Roof 1-way:Z Members • • .•"••• ••.. 15.58 •. Wind loads ASCE7-10- UPLIFT A SIab00 5 Wind - Windward Roof 1 -way: Z Memlles • • • • 15.58 •• Wind loads ASCE7-10- UPLIFT B A005 Wind - Flat Roof 1 -way: Z • Merr,bers • • • 15.58 Wind loads ASCE7-10- UPLIFT B A006 Wind - Flat Roof 1 -way: Z Members •••• 15.`3' Wind loads ASCE7-10- UPLIFT B A007 Wind - Flat Roof 1 -way: Z Mernhars • • "••••• 15.5$• Wind loads ASCE7-10- UPLIFT B A008 Wind - Flat Roof 1 -way: Z Members.• . , 15.54 Wind loads ASCE7-10- UPLIFT B A013 Wind - Flat Roof 1 -way: Z Meryl r5.• •.,•.; 15.43. Wind loads ASCE7-10- UPLIFT B A014 Wind - Flat Roof 1 -way: Z MerVIZP,rs.• 15.58 Wind loads ASCE7-10- UPLIFT B A015 Wind - Flat Roof 1 -way: Z MerQberS at 15. ,8 Wind loads ASCE7-10- UPLIFT B SIab00 1 Wind - Flat Roof 1 -way: Z Merybers• • • • • • 15..8 .. Wind loads ASCE7-10- UPLIFT B SIab00 2 Wind - Flat Roof 1 -way: Z • Members • � � • • •• 15.A Wind loads ASCE7-10- UPLIFT B SIab00 3 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT B SIab00 4 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT B SIab00 5 Wind - Flat Roof 1 -way: Z Members 15.58 Design Group Results Design Group: COLUMN per AISC ASD (2005) Designed As: HSS5x5x3/16, Material: \SteeIWSTM A500 Grade B (Fy = 46ksi) Members Included (4): M002, M001, M012, M013 Combined Check Member Result Offset Code Unity Name Case ft Ref. Check Details Page 3 VisualAnalysis 12.00.0020 (www_iesweb.com) • •• •••• • • • • ••• •••• • • •••• • ••• • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M002 D+.6W »+Z 2.00 H1 -1b 0.13 OK KLz = 1.85 ft, KLy = 2.00 ft, Kz=0.93, Ky=1.00, Cb=1.00, Lb=2.00ft M001 D+.6W »+Z 7.50 H1 -1b 0.96 0K KL = 6.54 ft, Cb=1.00, Lb = 7.50 ft M012 D+.6W »+Z 7.50 H1 -1b 0.96 OK KL = 6.54 ft, Cb=1.00, Lb = 7.50 ft M013 D+.6W »+Z 2.00 H1 -1b 0.13 OK KLz = 1.85 ft, KLy = 2.00 ft, Kz=0.92, Ky=1.00, Cb=1.00, Lb = 2.00 ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check M002 .6D+.6W »+X 0.00 241.87 90347.30 D2-1 0.00 OK M001 .6D+.6W »+X 0.00 951.84 90347.30 D2-1 0.01 OK M012 .6D+.6W »+X 0.00 951.99 90347.30 D2-1 0.01 OK M013 .6D+.6W »+X 0.00 240.97 90347.30 D2-1 • 0.09 OK •••• • • •••• • • Strong Flexure Check •• • Member Result Offset Demand Mz Capacity Mz Code Unity, • Details • Name Case ft Ib -ft Ib -ft Ref. ChecJ••• •••• M002 D+.6W »+Z 2.00 -1728.88 13519.96 F7-1 0.13 OK• • • • Lb = 24» • Cb = 1.00 • M001 D+.6W »+Z 7.50 -12993.92 13519.96 F7-1 0.96 OJT •. • Lb = 964A„ Cb = 1.0% M012 D+.6W »+Z 7.50 -12994.81 13519.96 F7-1 0.96 OK • : Lb = Z.50 ft., Cb =01100,•g M013 D+.6W »+Z 2.00 -1728.56 13519.96 F7-1 0.13 OK • • • Lb = X1.00 ft, •• • Cb=•1`.d4 • • ••• • • • • • • • ••••. • • • • • • • •• Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check M002 M001 M012 M013 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 0.00 7.50 7.50 0.00 -0.01 0.01 -0.01 0.01 13519.96 13519.96 13519.96 13519.96 F7-1 F7-1 F7-1 F7-1 0.00 OK 0.00 OK 0.00 OK 0.00 OK Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Name Case ft Ib Ib Ref. Unity Check Details M002 D+.6W »+Z 2.00 -911.44 25754.67 G2-1 0.04 OK M001 .6D+.6W »+Z 7.50 -1406.13 25754.67 G2-1 0.05 OK M012 .6D+.6W »+Z 7.50 -1406.28 25754.67 G2-1 0.05 OK M013 D+.6W »+Z 2.00 -911.23 25754.67 G2-1 0.04 OK Design Group: PURLIN per AISC ASD (2010) Page 4 VisualAnalysis 12.00.0020 (www.iesweb.com) Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ Designed As: HSS2.875x.125, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (6): BmZ002, BmZ001, BmX007, BmX008, BmX001-c89, BmX001-c88 Combined Check Member Result Offset Code Unity Name Case ft Ref. Check Details BmX007 D+.6W »+Z 6.00 H1 -lb 0.04 OK Cb = 1.00 , Lb = 12.00 ft BmX008 D+.6W »+Z 6.00 H1 -lb 0.04 OK Cb = 1.00 , Lb = 12.00 ft Axial Check Member Result Name Case Offset Demand Fx Capacity Fx Code Unity Details ft Ib Ib Ref. Check BmX007 .6D+.6W »+Z 10.20 0.02 6942.25 BmX008 D+.6W »+Z 10.20 0.02 27820.36 E3-3FB 0.00 OK D2-1 0.00 OK Lu = 12.00 ft, KL = 12.00 ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check BmZ002 D+.6H 6.00 61.96 BmZ001 D+.6H 6.00 61.96 BmX007 D+.6H 6.00 61.97 BmX008 D+.6H 6.00 61.97 BmX001-c89 D+.6H 6.00 61.96 BmX001-c88 D+.6H 6.00 61.96 Weak Flexure Check 2029.14 F8-1 0.03 OK Lb = 12.0Q J • Cb = 1.00 • 2029.14 F8-1 0.03 OK: • ib = 12.08r • •.Cb=1.010•••:• 2029.14 F8-1 0.03 OK' • • VC) = 12.00 ft, ••••f)b=1.00 • 2029.14 F8-1 0.03 OK • • • &b = 12.0t• •.•.Lb=1.0'b.•••• 2029.14 F8-1 0.03 OK... • l..b = 12.00 ft, . . • 2029.14 F8-1 0.03 OK • • • • 1_¢ = 12.00 ft. • •Ob=1.00 • • • • . . Member Result Name Case Offset Demand My Capacity My Code ft Ib -ft Ib -ft Ref. Unity • Check •• • • •• •• •• • • • •••• .• •••• • •••• • ••• • • •••• �• •••• • Detgls BmX007 .6D+.6W »+Z 6.00 BmX008 .6D+.6W »+Z 6.00 -17.27 -17.27 2029.14 2029.14 F8-1 F8-1 0.01 OK 0.01 OK Strong Shear Check Member Result Name Case Offset Demand Vy Capacity Vy Code Unity Details ft Ib Ib Ref. Check BmZ002 D+.75(L+.6W+Lr) »+Z BmZ001 D+.75(L+.6W+Lr) »+Z BmX007 D+.75(L+.6W+Lr) »+Z BmX008 D+.75(L+.6W+Lr) »+Z BmX001-c8 D+.75(L+.6W+Lr) »+Z 9 BmX001-c8 D+.75(L+.6W+Lr) »+Z 8 12.00 12.00 12.00 12.00 12.00 -20.65 -20.65 -20.66 -20.66 -20.65 12.00 -20.65 8346.11 8346.11 8346.11 8346.11 8346.11 G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 8346.11 G6-1, 2b 0.00 OK Weak Shear Check Member Result Name Case Offset Demand Vz Capacity Vz Code Unity Details ft Ib Ib Ref. Check BmX007 D+.6W »+Z 12.00 5.90 8346.11 G6-1, 2b 0.00 OK BmX008 D+.6W »+Z 12.00 5.90 8346.11 G6-1, 2b 0.00 OK Page 5 VisualAnalysis 12.00.0020 (www.iesweb.com) • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C: \Users\ernesto\Desktop\ Design Group: BOOM per AISC ASD (2010) Designed As: HSS4x4x1/8, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (44): BmX001-c106, BmX001-c105, BmX001-c104, BmX001-c103, BmX001-c102, BmX001-c101, BmX001-c100, BmX001-c107, BmX001-c85-2, BmX001-3, BmX001-2, BmX001-c85-3, BmX001-c87, BmX001-c90, BmX001-c86, BmX001-c99, BmX001-c98, BmX001-c97, BmX001-c96, BmX001-c95, BmX001-c93, BmX001-c94-2, BmX003, BmX002, BmX006, BmX001-c94-3, BmX001-c92, M005, M003-3, M006, M003-2, M007, M010, M009, M004-3, M011, M015-3, M016, M017, M018, M019, M020, M021, M022 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check BmX001-c106 .6D+.6W »+X 0.00 H1 -lb 0.10 OK Cb = 1.00 , Lb = 1.72 ft BmX001-c105 .6D+.6W »+X 1.72 H1 -1b 0.10 OK Cb = 1.00 , Lb = 1.72 ft BmX001-c104 .6D+.6W »+X 1.72 H1 -1b 0.08 OK Cb = 1.00 , Lb = 1.72 ft BmX001-c103 D+.6W »+Z 1.72 H1 -1b 0.08 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72ft•••• BmX001-c102 D+.6W »+Z 1.72 H1 -1b 0.05 OK • KL = 1.72 L•...• '..Cbz 1.00• • ...Ij•1.72Q BmX001-c101 D+.6W »+Z 0.86 H1 -1b 0.00 0K ...1:1,-,V).86 ft, . Cb=1.00, •**LI%0.86fi.•••• BmX001-c100 D+.6W »+Z 1.72 H1 -lb 0.02 OK •'ICL'= 1.72 km. ••:C1/: 1.00 ,. • • •• Lb'=1.72ft•• •• BmX001-c107 D+.6W »+Z 1.72 H1 -1b 0.10 OK •• OLP. 1.72 ft, • eba1.00 • • • Lb.=1.72fC BmX001-c85-2 .6D+.6W »+X 0.00 H1 -1b 0.09 OK •.xL i 3.05 ft, • • • • Cb=1.00, •.• Lb = 3.05 ft BmX001-3 .6D+.6W »+X 3.05 H1 -1b 0.06 OK KLz = 2.47 ft, KLy = 3.05 ft, Kz = 0.81 , Ky=1.00, Cb=1.00, Lb = 3.05 ft BmX001-2 .6D+.6W »+X 0.00 H1 -1b 0.09 OK KL = 3.05 ft, Cb=1.00, Lb = 3.05 ft BmX001-c85-3 .6D+.6W »+X 3.05 H1 -1b 0.06 OK KLz = 2.47 ft, KLy = 3.05 ft, Kz = 0.81 , Ky=1.00, Cb=1.00, Lb = 3.05 ft BmX001-c87 .6D+.6W »+X 0.00 H1 -lb 0.11 OK KL = 0.40 ft, Cb=1.00, Lb = 0.40 ft BmX001-c90 .6D+.6W »+X 1.32 H1 -1b 0.08 OK Cb = 1.00 , Lb = 1.32 ft BmX001-c86 D+.6W »+Z 0.40 H1 -lb 0.04 OK KL = 0.40 ft, Cb=1.00, Lb = 0.40 ft Page 6 VisualAnalysis 12.00.0020 (www.iesweb.com) Project: 204618 , SOLAR DYNAMICS 204618 KorKat Miami C:\Users\ernesto\Desk BmX001-c99 KorKat Miami Shores Village DOUBLE X-11 CORP. December 12, 2016 Shores Village DOUBLE X-11 top\ .6D+.6W »+X 1.72 H1 -1b BmX001-c98 BmX001-c97 BmX001-c96 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX003 BmX002 BmX006 BmX001-c94-3 BmX001-c92 M005 M003-3 M006 M003-2 M007 M010 M009 M004-3 M011 M015-3 M016 D+.6W »+Z 1.72 D+.6W »+Z 1.72 D+.6W »+Z 0.86 D+.6W »+Z 1.72 D+.6W »+Z 1.72 .6D+.6W »+X 0.00 .6D+.6W »+X 0.00 .6D+.6W »+X 1.32 .6D+.6W »+X 0.00 .6D+.6W »+X 3.25 .6D+.6W »+X D+.6H .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+Z .6D+.6W »+X .6D+.6W »+Z D+.6H 0.00 1.72 3.25 1.72 0.00 1.72 0.00 1.72 0.86 1.72 0.86 1.72 H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b Page 7 VisualAnalysis 12.00.0020 (www.iesweb.com) 0.100K Cb=1.00, Lb = 1.72 ft 0.08 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft 0.10 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft 0.00 OK KL = 0.86 ft, Cb=1.00, Lb = 0.86 ft 0.05 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft 0.02 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft 0.11 OK KL=3.25 ft, Cb=1.00, Lb = 3.25 ft 0.04 OK Cb=1.00, Lb = 0.40 ft 0.08 OK Cb=1.00, Lb= 1.32ft.... 0.11 OK . Kl. = 0.40 ft,....' • ▪ eb : 1.00. . Lb 0.40 ft �� 0.06 OK • I�.Lz = 2.62 ft, ' L'P=3.25 ft, .••IKt;0.81 ,••••.• • Illy'=1.00, •••• ••i3tsy 1.00, • • ••14:J3.25ft ••'•• 0.10 OK 1.00, Lb 41.72 ft. • 0.01 OK • Cb.= 1.00 ,. • Lb P1.72 ft... . � 0.06 OK i<Lz = 2.62 ft, • •• KLy=3.25 ft, •• Kz = 0.81 , Ky=1.00, Cb=1.00, Lb = 3.25 ft 0.03 OK Cb=1.00, Lb = 1.72 ft 0.11 OK KL=3.25 ft, Cb=1.00, Lb = 3.25 ft 0.07 OK Cb=1.00, Lb = 1.72 ft 0.100K Cb=1.00, Lb = 1.72 ft 0.100K Cb=1.00, Lb = 1.72 ft 0.00 OK Cb=1.00, Lb = 0.86 ft 0.09 OK Cb=1.00, Lb = 1.72 ft 0.00 OK Cb=1.00, Lb = 0.86 ft 0.01 OK Cb=1.00, Lb = 1.72 ft Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M017 .6D+.6W »+X 1.72 H1 -1b M018 M019 M020 M021 M022 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 1.72 1.72 1.72 0.00 1.72 H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b 0.03 OK 0.07 OK 0.08 OK 0.10 OK 0.10 OK 0.09 OK Cb=1.00, Lb = 1.72 ft Cb=1.00, Lb = 1.72 ft Cb=1.00, Lb = 1.72 ft Cb=1.00, Lb = 1.72 ft Cb=1.00, Lb = 1.72 ft Cb=1.00, Lb = 1.72 ft Axial Check Member Name Result Case Offset ft Demand Fx Ib Capacity Fx Ib Code Ref. Unity Details Check BmX001-c106 BmX001-c105 BmX001-c104 BmX001-cl 03 BmX001-cl 02 BmX001-c101 .6D+.6W »+Z 0.86 40.34 48613.52 BmX001-c100 .6D+.6W »+Z 1.72 127.13 48193.03 BmX001-c107 .6D+.6W »+X 0.00 1381.15 48754.49 BmX001-c85-2 .6D+.6W »+X 0.00 1335.61 47019.51 BmX001-3 .6D+.6W »+X 0.00 1335.61 47019.51 .6D+.6W »+X 0.00 1423.09 48754.49 .6D+.6W »+X 0.00 1431.66 48754.49 .6D+.6W »+X 0.00 1406.58 48754.49 .6D+.6W »+Z 1.72 334.94 48193.03 .6D+.6W »+Z 1.72 229.49 48193.03 BmX001-2 .6D+.6W »+X 0.00 1335.61 47019.51 BmX001-c85-3 .6D+.6W »+X 0.00 1335.61 47019.51 BmX001-c87 .6D+.6W »+X 0.00 1335.61 48685.80 BmX001-c90 .6D+.6W »+X 0.00 1404.86 48754.49 BmX001-c86 .6D+.6W »+X 0.00 1404.97 48754.49 BmX001-c99 .6D+.6W »+X 0.00 1430.00 48754.49 BmX001-c98 .6D+.6W »+Z 1.72 334.94 48193.03 BmX001-c97 .6D+.6W »+X 0.00 1379.52 48754.49 BmX001-c96 .6D+.6W »+Z 0.86 40.34 48613.52 BmX001-c95 .6D+.6W »+Z 1.72 229.49 48193.03 BmX001-c93 .6D+.6W »+Z 1.72 127.13 48193.03 BmX001-c94-2 .6D+.6W »+X 0.00 1334.03 46788.57 BmX003 .6D+.6W »+X 0.00 1404.97 48754.49 BmX002 .6D+.6W »+X 0.00 1404.86 48754.49 BmX006 .6D+.6W »+X 0.00 1335.61 48685.80 BmX001-c94-3 .6D+.6W »+X 0.00 1334.03 46788.57 BmX001-c92 .6D+.6W »+X 0.00 1421.43 48754.49 Page 8 VisualAnalysis 12.00.0020 (www.iesweb.com) D2-1 D2-1 D2-1 E3-2FB E3-2FB E3-2FB E3-2FB 0.03 OK 0.03 OK 0.03 OK 0.01 OK 0.00 OK 0.00 OK • •D 000K D2-1 •.o.baOK E3-2FB .QOZ OK • • •••• E3-2FB ••Q.Q447K .KLz s 2.47 Lu = 1.72 ft, KL=1.72ft Lu = 1.72 ft, KL=1.72ft • • Lu =•0.86 ft, • ki.. 0.86 ft • •.Iu -.1.72 ft, •• • KL = 1.72 ft •' • • • •i •.•. •Ili.• 3.05 ft • ft • • • • •• •• •KLy=3.05ft E3-2FB : •dtt bK Lu = 3.05 ft, • • :.KI6:43.05 ft E3-2FB : 0.Q3 QK • KLz = 2.47 • •• • .•R• • • KLyAP 3.05 ft E3-2FTB 0.03 OK Lu = 0.40 ft, KL = 0.40 ft D2-1 D2-1 D2-1 E3-2FB D2-1 0.03 OK 0.03 OK 0.03 OK 0.01 OK 0.03 OK E3-2FB 0.00 OK E3-2FB E3-2FB E3-2FB 0.00 OK 0.00 OK 0.03 OK Lu= 1.72 ft, KL = 1.72 ft Lu = 0.86 ft, KL = 0.86 ft Lu = 1.72 ft, KL = 1.72 ft Lu = 1.72 ft, KL = 1.72 ft Lu = 3.25 ft, KL = 3.25 ft D2-1 0.03 OK D2-1 0.03 OK E3-2FTB 0.03 OK Lu = 0.40 ft, KL = 0.40 ft E3-2FB 0.03 OK KLz = 2.62 ft, KLy = 3.25 ft D2-1 0.03 OK • • • • • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M005 D+.6W »+Z 1.72 148.28 48754.49 02-1 0.00 OK M003-3 .6D+.6W »+X 0.00 1334.03 46788.57 E3-2FB 0.03 OK KLz = 2.62 ft, KLy = 3.25 ft M006 D+.6W »+Z 1.72 246.06 48754.49 02-1 0.01 OK M003-2 .6D+.6W »+X 0.00 1334.03 46788.57 E3-2FB 0.03 OK Lu = 3.25 ft, KL = 3.25 ft M007 D+.6W »+Z 1.72 341.74 48754.49 D2-1 M010 .60+.6W »+X 0.00 1421.43 48754.49 02-1 M009 .60+.6W »+X 0.00 1430.00 48754.49 02-1 M004-3 D+.6W »+Z 0.86 44.49 48754.49 D2-1 M011 .6D+.6W »+X 0.00 1379.52 48754.49 D2-1 M015-3 D+.6W »+Z 0.86 44.49 48754.49 D2-1 M016 D+.6W »+Z 1.72 148.28 48754.49 D2-1 M017 D+.6W »+Z 1.72 246.06 48754.49 02-1 M018 D+.6W »+Z 1.72 341.74 48754.49 D2-1 M019 .6D+.6W »+X 0.00 1406.58 48754.49 02-1 M020 .6D+.6W »+X 0.00 1431.66 48754.49 D2-1 M021 .6D+.6W »+X 0.00 1423.09 48754.49 D2-1 M022 .6D+.6W »+X 0.00 1381.15 48754.49 02-1 0.01 OK 0.03 OK 0.03 OK 0.00 OK 0.03 OK 0.00 OK 0.00 OK 0.01 OK 0.01 OK 0.03 OK 0.03 OK 0.03 OK 0.03 OK Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check .•••• BmX001-c106 BmX001-c105 BmX001-cl 04 BmX001-c103 BmX001-cl 02 BmX001-c101 BmX001-c100 BmX001-c107 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z 0.00 471.53 5482.64 1.72 471.53 5482.64 1.72 365.21 5482.64 F7-2 1.72 400.37 5482.64 F7-2 1.72 -266.65 5482.64 F7-2 0.86 -12.34 5482.64 F7-2 1.72 -122.96 5482.64 F7-2 1.72 528.50 5482.64 F7-2 F7-2 F7-2 BmX001-c85-2 .6D+.6W »+X 0.00 438.53 5482.64 F7-2 BmX001-3 .6D+.6W »+X 3.05 234.83 5482.64 F7-2 BmX001-2 .6D+.6W »+X 0.00 438.53 5482.64 F7-2 BmX001-c85-3 .6D+.6W »+X 3.05 234.83 5482.64 F7-2 BmX001-c87 .6D+.6W »+X 0.00 517.88 5482.64 F7-2 BmX001-c90 .6D+.6W »+X 1.32 365.10 5482.64 F7-2 BmX001-c86 D+.6W »+Z 0.40 -165.63 5482.64 F7-2 BmX001-c99 .6D+.6W »+X 1.72 471.15 5482.64 F7-2 BmX001-c98 .6D+.6W »+X 1.72 400.38 5482.64 F7-2 BmX001-c97 D+.6W »+Z 1.72 528.99 5482.64 F7-2 BmX001-c96 D+.6W »+Z 0.86 -12.34 5482.64 F7-2 Page 9 VisualAnalysis 12.00.0020 (www.iesweb.com) 0.040K.• . .• • 0.09.®K••• • Lb = 1!/"71, Cb =;1.44;. Lb =01.72 ft, Cb = 1.00 0.07 pit.. Lb = 1.7•2•6, '••••• Cb='1.(411.• 0.07a • • • Lb = 1.72 ft,. • • Cb=.1 qp • 0.056K•• Lb=172 • • • Cb=1.00 0.00 DK • Lb = %VA. • .•. Cb =1.00 •0.02 0I1 • Lb = 1.•12 ft, ; Cb=1.00 •• 0.10 OK Lb = 1.72 ft, Cb = 1.00 0.08 OK Lb = 3.05 ft, Cb = 1.00 0.04 OK Lb= 3.05 ft, Cb = 1.00 0.08 OK Lb = 3.05 ft, Cb = 1.00 0.04 OK Lb = 3.05 ft, Cb = 1.00 0.09 OK Lb = 0.40 ft, Cb = 1.00 0.07 OK Lb = 1.32 ft, Cb = 1.00 0.03 OK Lb = 0.40 ft, Cb = 1.00 0.09 OK Lb = 1.72 ft, Cb = 1.00 0.07 OK Lb = 1.72 ft, Cb = 1.00 0.10 OK Lb = 1.72 ft, Cb = 1.00 0.00 OK Lb = 0.86 ft, Cb = 1.00 •• • • • • • • .. •• • •• • • • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ern esto\Desktop\ BmX001-c95 D+.6W »+Z 1.72 -266.62 5482.64 F7-2 0.05 OK Lb = 1.72 ft, Cb = 1.00 BmX001-c93 D+.6W »+Z 1.72 -122.93 5482.64 F7-2 0.02 OK Lb = 1.72 ft, Cb = 1.00 BmX001-c94-2 .6D+.6W »+X 0.00 517.31 5482.64 F7-2 0.09 OK Lb = 3.25 ft, Cb=1.00 BmX003 .6D+.6W »+Z 0.00 131.15 5482.64 F7-2 0.02 OK Lb = 0.40 ft, Cb = 1.00 BmX002 .6D+.6W »+X 1.32 365.10 5482.64 F7-2 0.07 OK Lb = 1.32 ft, Cb = 1.00 BmX006 .6D+.6W »+X 0.00 517.88 5482.64 F7-2 0.09 OK Lb = 0.40 ft, Cb = 1.00 BmX001-c94-3 .6D+.6W »+X 3.25 235.09 5482.64 F7-2 0.04 OK Lb = 3.25 ft, Cb = 1.00 BmX001-c92 .6D+.6W »+X 0.00 471.15 5482.64 F7-2 0.09 OK Lb = 1.72 ft, Cb = 1.00 M005 D+.6H 1.72 -51.79 5482.64 F7-2 0.01 OK Lb = 1.72 ft, Cb = 1.00 M003-3 .6D+.6W »+X 3.25 235.09 5482.64 F7-2 0.04 OK Lb = 3.25 ft, Cb = 1.00 M006 .6D+.6W »+X 1.72 143.63 5482.64 F7-2 0.03 OK Lb = 1.72 ft, Cb = 1.00 M003-2 .6D+.6W »+X 0.00 517.31 5482.64 F7-2 0.09 OK Lb = 3.25 ft, Cb=3400. M007 .6D+.6W »+X 1.72 400.38 5482.64 F7-2 0.0'4 OK • Lb ='14Z $' • • • Cb - 1.00 M010 .6D+.6W »+X 0.00 471.15 5482.64 F7-2 0.09 OK Lb =•1!F2 t? . Cb=1.00 M009 .6D+.6W »+X 1.72 471.15 5482.64 F7-2 0.0/ Okm Lb = 1.72 ft, •••••a Cb- ?VI'• M004-3 .6D+.6W »+Z 0.86 9.23 5482.64 F7-2 0.00 EYK• • Lb = O.86 ft, Cb,t.04: M011 .6D+.6W »+X 1.72 -442.43 5482.64 F7-2 0.080k. • Lb = 1. 2 k. Cb = 1.00 M015-3 .6D+.6W »+Z 0.86 9.23 5482.64 F7-2 0.0Q0K' : Lb =4.86 tt, Cb ;?.t10" M016 D+.6H 1.72 -51.80 5482.64 F7-2 0.0-1:2;•*: Lb =1 .2 ft,. Cb = 1.00 • M017 .6D+.6W »+X 1.72 143.62 5482.64 F7-2 0.03 OK Lb = 1.72 ft,. Cb = 1.00 M018 .6D+.6W »+X 1.72 400.37 5482.64 F7-2 0.07 OK Lb = 1.72 ft, Cb = 1.00 M019 .6D+.6W »+X 1.72 365.21 5482.64 F7-2 0.07 OK Lb = 1.72 ft, Cb = 1.00 M020 .6D+.6W »+X 1.72 471.53 5482.64 F7-2 0.09 OK Lb = 1.72 ft, Cb = 1.00 M021 .6D+.6W »+X 0.00 471.53 5482.64 F7-2 0.09 OK Lb = 1.72 ft, Cb = 1.00 M022 .60+.6W »+X 1.72 -442.76 5482.64 F7-2 0.08 OK Lb = 1.72 ft, Cb = 1.00 • • • Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check BmX001-c106 D+.6W »+Z 0.00 BmX001-c105 D+.6W »+Z 0.00 BmX001-c104 D+.6W »+Z 0.00 BmX001-c103 D+.6W »+Z 1.72 BmX001-c102 D+.6W »+Z 1.72 BmX001-c100 D+.6W »+Z 1.72 BmX001-c107 D+.6W »+Z 0.00 BmX001-c85-2 D+.6W »+Z 3.05 0.00 5482.64 0.00 5482.64 0.00 5482.64 -0.01 5482.64 -0.00 5482.64 -0.00 5482.64 0.00 5482.64 0.02 5482.64 Page 10 VisualAnalysis 12.00.0020 (www.iesweb.com) F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ BmX001-3 .6D+.6W »+Z BmX001-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX003 BmX002 BmX006 BmX001-c94-3 BmX001-c92 M005 M003-3 M006 M003-2 M007 M010 M009 M011 M016 M017 M018 M019 M020 M021 M022 .6D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z D+.6W »+Z D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+X .6D+.6W »+Z .6D+.6W »+X .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+Z .6D+.6W »+X 0.00 3.05 0.00 0.00 0.00 0.00 0.00 1.72 0.00 1.72 1.72 3.25 0.00 0.00 0.00 0.00 0.00 1.72 0.00 1.72 3.25 1.72 1.72 0.00 1.72 1.72 1.72 1.72 0.00 0.00 0.00 1.72 0.01 0.01 0.02 -0.01 - 0.00 -0.01 -0.00 0.01 - 0.00 0.00 0.00 -0.02 -0.00 - 0.00 - 0.01 -0.02 - 0.00 0.00 -0.01 0.00 - 0.01 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK • 0.0Q OK • •Q.B0 :DK 0.00 OK • d.a6bK •'CM bK • scr.ec S1 •• ...• .(ADO OK •d:9@OK ••• •••• • • • • Strong Shear Check •• •• Member Name Result Case Offset Demand Vy Capacity Vy Code ft Ib Ib Ref. BmX001-c106 BmX001-c105 BmX001-c104 BmX001-c103 BmX001-c102 BmX001-c101 BmX001-c100 BmX001-c107 BmX001-c85-2 BmX001-3 BmX001-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c96 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX003 BmX002 BmX006 BmX001-c94-3 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6W »+Z D+.6W »+Z .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6W »+Z .6D+.6W »+X D+.6W »+Z .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 1.72 0.00 0.00 1.72 1.72 0.86 1.72 1.72 0.00 3.05 0.00 3.05 0.00 0.00 0.00 0.00 1.72 1.72 0.86 1.72 1.72 0.00 0.00 0.00 0.00 3.25 - 160.51 64.71 283.10 194.15 107.15 -28.63 -86.62 -375.40 -187.30 120.49 - 187.30 120.49 -208.31 281.25 282.69 64.55 194.15 - 375.07 -28.63 107.15 -86.62 -207.77 282.69 281.25 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 -208.31 13557.91 120.94 13557.91 Page 11 VisualAnalysis 12.00.0020 (www.iesweb.com) G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 •••• • • • • • •• •• • •• .••• •• • • • • • Unity( :,,jails • Clnk • •9.01,0K 0.00 OK 0.02 OK 0.01 OK 0.01 OK 0.00 OK 0.01 OK 0.03 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.02 OK 0.02 OK 0.02 OK 0.00 OK 0.01 OK 0.03 OK 0.00 OK 0.01 OK 0.01 OK 0.02 OK 0.02 OK 0.02 OK 0.02 OK 0.01 OK ••• • • • •• • •• • • •• • •••• • •••• • Project: 204618 KorKat Mia , SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village C:\Users\ernesto\Desktop\ BmX001-c92 .6D+.6W »+X M005 M003-3 M006 M003-2 M007 M010 M009 M004-3 M011 M015-3 M016 M017 M018 M019 M020 M021 M022 D+.6H .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6W »+Z .6D+.6W »+Z .6D+.6W »+X .6D+.6W »+Z D+.6H .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6W »+Z .6D+.6W »+X .6D+.6W »+X 1 1 3 1 0 1 0 1 0 0 mi Shores Village DOUBLE X-11 December 12, 2016 DOUBLE X-11 .72 .72 .25 .72 .00 .72 .72 .72 .86 .72 .86 .72 .72 .72 .00 .72 .72 .72 -160.42 - 33.76 120.94 107.15 - 207.77 194.15 -160.42 -74.46 21.42 -375.07 21.42 -33.76 107.15 194.15 283.10 -74.20 - 160.51 -375.40 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 0.01 OK 0.00 OK 0.01 OK 0.01 OK 0.02 OK 0.01 OK 0.01 OK 0.01 OK 0.00 OK 0.03 OK 0.00 OK 0.00 OK 0.01 OK 0.01 OK 0.02 OK 0.01 OK 0.01 OK 0.03 OK Member Unity Checks Member Unit Controlling y Case Check Model Shape Design Shape Material Referen Specificatio ce ••rl• BmX001- 2 0.09 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B 4Fy =• H1 -lb • ..41C ASD•• 46ksi) • • • (2410) BmX001- 3 0.06 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B iFy = H1 -1b "••MEC ASD • • 46ksi) • (2010) BmX001- c85-2 0.09 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B Ws' 11-1b ASC ASD:• 46ksi) • • • • • • • " (2I 1A) • BmX001- c85-3 0.06 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Pys•H1-1b • VISC ASD '• 46ksi) • (i0' J) • • BmX001- c86 0.04 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (�F'y • H 1-1 b • • 1418e ASD • • 46ksi) (5010) BmX001- c87 0.11 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B y = 01-1b • AISC ASD •• 46ksi) : • 12d1b) • BmX001- c88 0.03 D+.6H Strong Flexure Check HSS2.875 x.125 HSS2.875x. 125 ASTM A500 Grade B (IFy; 1;8-1 • • AISC ASD 46ksi) (2Q1p) BmX001- c89 0.03 D+.6H Strong Flexure Check HSS2.875 x.125 HSS2.875x. 125 ASTM A500 Grade B (Fy = F8-1 AISC ASD 46ksi) (2010) BmX001- c90 0.08 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c92 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c93 0.02 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb AISC ASD 46ksi) (2010) BmX001- c94-2 0.11 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c94-3 0.06 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c95 0.05 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c96 0.00 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c97 0.10 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c98 0.08 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001- c99 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb AISC ASD 46ksi) (2010) BmX001- 0.02 D+.6W »+Z Combined Check HSS4x4x1 HSS4x4x1/ ASTM A500 Grade B (Fy = H1 -1b AISC ASD Page 12 VisualAnalysis 12.00.0020 (www.iesweb.com) ••• • • • •••• • ••• • • ••• • • ••• ••• • • • • •••• •••• • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ c100 /8 8 46ksi) (2010) BmX001- c101 0.00 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001- c102 0.05 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001- c103 0.08 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001- c104 0.08 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb 46ksi) AISC ASD (2010) BmX001- c105 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001- c106 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001- c107 0.10 D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX002 0.08 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb 46ksi) AISC ASD (2010) BmX003 0.04 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX006 0.11 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX007 0.04 D+.6W »+Z Combined Check HSS2.875 x.125 HSS2.875x. 125 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX008 0.04 D+.6W »+Z Combined Check HSS2.875 x.125 HSS2.875x. ASTM A500 Grade B (Fy = H1 -1b •' A\S1 ASD 125 46ksi) •• • T2U10) • • BmZ001 0.03 D+.6H Strong Flexure Check HSS2.875 x.125 HSS2.875x. ASTM A500 Grade B (Fye I'8-1 125 46ksi) :.ikact ASD • (2010) • • BmZ002 0.03 D+.6H Strong Flexure Check HSS2.875 x.125 HSS2.875x. 125 ASTM A500 Grade B (f..1 8-1 46ksi) •••• AISC ASD :, • (a0.10) • M001 0.96 D+.6W »+Z Combined Check HSS5x5x3 /16 HSS5x5x3/ 16 ASTM A500 Grade B . •H1-1 b ' • g1S4 ASD • • 46ksi) • (2005) . • M002 0.13 D+.6W »+Z Combined Check HSS5x5x3 /16 HSS5x5x3/ 16 ASTM A500 Grade B (FYI. •F11-1 b 46ksi) • •41'S(•' ASD • • (2205) M003-2 0.11 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B ly =• I-41-lb.AISC 46ksi) ' ASD •0046) �• M003-3 0.06 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (1;y =.1.11-1b ' AISC ASD :• 46ksi) • •••72,018) • M004-3 0.00 .6D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb AISt'ASD 46ksi) (2010) M005 0.01 D+.6H Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb 46ksi) AISC ASD (2010) M006 0.03 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) M007 0.07 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) M009 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) M010 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb 46ksi) AISC ASD (2010) M011 0.09 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) M012 0.96 D+.6W »+Z Combined Check HSS5x5x3 /16 HSS5x5x3/ 16 ASTM A500 Grade B (Fy = H1 -lb 46ksi) AISC ASD (2005) M013 0.13 D+.6W »+Z Combined Check HSS5x5x3 /16 HSS5x5x3/ 16 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2005) M015-3 0.00 .6D+.6W »+Z Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) M016 0.01 D+.6H Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) M017 0.03 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = H1 -lb 46ksi) AISC ASD (2010) Page 13 VisualAnalysis 12.00.0020 (www.iesweb.com) •••• • •• •••• • .••. • ••• • • ••• •••• • • • •••• • •••• • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M018 0.07 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) M019 0.08 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M020 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) M021 0.10 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M022 0.09 .6D+.6W »+X Combined Check HSS4x4x1 /8 HSS4x4x1/ 8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) •••• • • • • •••• • • • • •• • • • • • • • • •••• •••• • • • • •••• •.•• • • • . • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • •• • Page 14 VisualAnalysis 12.00.0020 (www.iesweb.com) • • • ••• • • • Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Design Detail Check Summary T LO N 1 LX �- 3.25 ft -H{ 25 ft-. N 1 T W- 1� 1 Ratio Check Provided Required Combination - Footing -- ,/ 0.004 -,/0.004 X Flexure (-Z) 321694 ft•lb 1278 ft•lb 1.4D /0.004 X Flexure (+Z) 321694 ft•lb 1278 Mb 1.4D /0.004 Z Flexure (-X) 330604 ft•lb 1278 ft -lb 1.4D /0.004 Z Flexure (+X) 330604 ft•lb 1278 ft•lb 1.4D /0.000 Shear (-Z) 89.32 k 0 k 1.4D /0.000 Shear (+Z) 89.32 k 0 k 1.4D /0.000 Shear (-X) 91.72 k 0 k 1.4D /0.000 Shear (+X) 91.72 k 0 k 1.4D /0.851 Min Steel Z 2.64 in' 2.25 in' 1.4D /0.851 Min Steel X 2.64 in' 2.25 in' 1.40 /0.096 Min Strain Z 0.0416 0.0040 1.4D /0.093 Min Strain X 0.0428 0.0040 1.4D /0.016 Punching Shear 164.3 psi 2.69 psi 1.4D -- Stability - - - /0.296 Bearing Pressure 1500 psf _ 443.9 psf 1.00 /0.001 Overtuming-X 1416.409 1.000 0.6D + 0.6Wpx /0.001 Overturning -Z 1416.409 1.000 0.6D + 0.6Wpx /0.001 Sliding -X 958.800 1.000 0.6D + 0.6Wpx /0.001 Sliding -Z 958.800 1.000 0.60 + 0.6Wpx /0.433 Uplift 2.311 1.000 0.6D + 0.6Wpx Loads Summary (Service Loads) X Bars: 6 - #6 (@ -6.45 in) Z Bars: 6 - #6 (@ -6.45 in) ••• • • • • • •••• Criteria • • •• • • • • Building Code • IBC 2012 Strength Load Combinations IBC 2012(Strength) Stability Load Combinations ASCE1 10 (ASD) Allowable Bearing Pressure • •••• • 15 l psf • • Gross / Net •••• Gross • • • Overturning F.S. 1.00 Sliding F.S. 1.00• • Uplift F.S. • • 1.dt) • • Additional Uplift Resistance • • • • 0 k • • • • Friction Coefficient 0.40 • Passive Soil Resistance • • • 0 Ib Concrete Weight • • 154Ib/ft' • Parme beta (for biaxial) O. Include footing weight in strength beaig prssyte Yes Include overburden in strength bearing pr96sure• Yes • • • • • •• •. • • • • • • •• • • Load Set Name Source P Mx Mz Vx Vz Overburden Node 002 Dead 0.46 k 0 ft•lb 0 ft•lb -0 k 0 k 0 psf Node 002 Wnd (+Z) -2.29 k -0.08 ft•lb -0.08 ft•lb 0 k -0 k 0 psf Node 002 Wnd (+X) -2.29 k -0.08 ft•lb -0.08 ft•lb 0 k -0 k 0 psf QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 1 of 10 Friday 12/09/16 8:23 AM • Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Capacity Calcs FootingX-Direction Capacity LZ f • •• 3.25 ft General Section Calcs (ACI 318-11 10.2.7) a = As fy _ (2.64 in') (60000 psi) = 1.59 in 0.85 F'0 bN, 0.85 (3000 psi) (39 in) pt = 0.850 (Fn s 4000 psi) x = a / (31 = (1.59 in) / (0.850) = 1.87 in Capacity Calcs (ACI 318-11 7.12.2.1, 8.6.1, 10.2, 10.3. 10.5.4, 11.2.1.1 = 1.0 (normal weight concrete) �Mn = 0 As fy (d - a / 2) = (0.90) (2.64 in') (60000 psi) [(28.63 in) - (1.59 in) / 2] = 330604 ft.lb ilVn = 2 x d = (0.750) 2 (1.0) 43000 psi (39 in) (28.63 in) = 91.72 k 60000 Amin = 0.0018 60000 A9 = 0.0018 (60000 psi) (8.67 ft') = 2.25 in' Y Et = 0.003 d - 1) = 0.003 r(28.63 i nin) - 1 = 0.0428 Development (ACI 318-11 12.2) Wt = 1.0 We = 1.0 w Ws = 0.80 5 = 1.0 (12 inches or less cast below - 3.00 inches) (bar not epoxy coated) (bars are #6 or smaller) (normal weight concrete) s / 2 = (5.38 in) / 2 = 2.69 in cover + db / 2 = (3 in) + (0.75 in) / 2 = 3.38 in cb = 2.69 in (lesser of half spacing, ctr to surface) Kt = 0.0 (no transverse reinforcement) cb + Kir = (2.69 in) + (0.0) = 3.5833 db (0.75 in) •••• • • • • •••• • • • •• • • • • •••• • • •••• • • •• •• Id = / 3. Wt We W,\ db = I- 3. (60000 psi) (1.0) (1.0) (0.80)1 (0.75 in: = 419.12 in \40 X F n 2.5 ) L40 (1.0) 43000 psi 2.5 • • • • • • • •• • • •• • • • • •••• • • •••• • • • • • • • •• •• • • • • • • • • ••• • • • QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 2 of 10 Friday 12/09/16 8:23 AM Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Capacity Calcs (continued) Footing Z -Direction Capacity 3.25 ft General Section Calcs (ACI 318-11 10.2.71 a = As fy = (2.64 in') (60000 psi) _ 1 59 in 0.85 Fc bW 0.85 (3000 psi) (39 in) pt = 0.850 (Fc s 4000 psi) x = a / pt = (1.59 in) / (0.850) = 1.87 in Capacity Calcs (ACI 318-11 7.12.2.1. 8.6.1, 10.2. 10.3. 10.5.4. 11.2.1.1 ) • = 1.0 (normal weight concrete) OMn = As fy (d - a / 2) = (0.90) (2.64 in') (60000 psi) [(27.88 in) - (1.59 in) / 2] = 321694 ft -lb cloVc = 2 x Ji c b. d = (0.750) 2 (1.0)113000 psi (39 in) (27.88 in) = 89.32 k Asmin = 0.0018 60000 Ag = 0.0018 60000 (8.67 ft') = 2.25 in' fy (60000 psi) • = 0.003 (X _1) = 0.003 [((, 87 in)) 1, = 0.0416 T Development (ACI 318-11 12.2) Wf = 1.0 We = 1.0 ys = 0.80 • = 1,0 (12 inches or less cast below - 3.00 inches) (bar not epoxy coated) (bars are #6 or smaller) (normal weight concrete) s / 2 = (5.38 in) / 2 = 2.69 in cover + db / 2 = (3 in) + (0.75 in) / 2 = 3.38 in 4000• • • • • •••• l • • • • •• • • • • • • • • h • cb = 2.69 in (lesser of half spacing, ctr to surface) • rhos* • • voodoo • • Kir = 0.0 •••• ••s• ern (no transverse reinforcement) • • • • •••• cb + Ktr _ (2.69 in) + (0.0) = 3.5833 • • • • • db (0.75 in) •• •s •• •• Id = (40 We 2We .5W�\ db [40 (60000 psi) (1.0)(1.0)(0.801 (0.75 in) •= 1 %722in F � J (1.0)1/3000 psi • • • • • 00 • •• QuickFooting 4.0 (iesweb.com) C:\Users\ernesta\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 3 of 10 Friday 12/09/16 8:23 AM Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Capacity Calcs (continued) n Footing Punching Shear Capacity 39 in L_J 3.25 ft Punching Shear (ACI 318-11 11.11.1.2. 11.11.2.1 bo = 78 in (perimeter of critical section) p = 1.0 (column width ratio) as = 20.0 (comer column) x = 1.0 (normal weight concrete)rr (a) V.= (2 + -) x bo d = [2 + (14 0)] (1.0) 3000 psi (78 in) (28.25 in) = 724.1 k (b) V.= (b +/ 2) bo d = [(20.0)7(28.25 in) + 2] (1.0) 3000 psi (78 in) (28.25 in) = 1116 k a L (78 in) (c) V.= 4 a Fc bo d = 4 (1.0) V3000 psi (78 in) (28.25 in) = 482.8 k ¢Vn = 0 V. = (0.750) (482.8 k) = 362.1 k = 4,Vn / (bo d) = (362.1 k) / [(78 in) (28.25 in)] = 164.3 psi Values needed for check CACI 318-11 11.11.7.1, R11.11.7.1, eon 13-1, R11.11.7.21 • Yvz=1- 1 ~ 1+3. Yvz=1' bX 24bb JX = 154024 in ^ 4 Jz = 154024 in^4 - 1 + 2 I(39 in) 3. (39 in) - 1 1 + 2V(39in) 3. (39 in) (calculated from ACI R11.11.7.2) (calculated from ACI R11.11.7.2) - 0.40 - 0.40 • a • . •••• • • • •• • • • • • • •••• •••• • • • • •••• •••• • • •• •• • •• • • • • • • • • • • • •• •• •••••• • • • • • • • • • • • • • • • • • • •• • ••• • QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 4 of 10 Friday 12/09/16 8:23 AM • Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Strength Checks [Load Set: Node 002 Combination: 1.4D] Factored Loads Axial Force 0.65 k Moment X 0 ft.lb Moment Z O ft'lb Shear X -0 k Shear Z 0 k Overburden 0 psf Footing Weight 5.92 k Pedestal Weight 0 k Footing Flexure 777K 621.5 psf 621.5 psf Reinforcement Limits Min Steel Check (ACI 318-11 Ch 10.5.4. 7.12.2.1) A5 = 2.64 in' z Asmin = 2.25 in' ✓ Min Steel Check (ACI 318-11 Ch 10.5.4. 7.12.2.1) I As = 2.64 in' 2 Asmin = 2.25 in' ✓ i Resultant = 6.56 k (factored) I I / Min Strain Check (ACI 318-11 Ch 10.3.5) i� i X 1 Et = 0.0428 2 Etmin = 0.0040 ✓ Min Strain Check (ACI 318-11 Ch 10.3.5) I t I Et = 0.0416 Z Etmin = 0.0040 ✓ 621.5 psf 621.5 psf Max pressure (factored) = 621.5 psf (Includes effects of overburden and footing weigh:) 2 27 k 2 27 k 2 27 k 2 -Flexure (+X side) M,2 = Rz2 d,2 = (2272 Ib) (6.75 in) = 1278 ft•Ib (I)Mn = 330604 ft•Ib z Mu = 1278 ft -lb ✓ Z -Flexure (-X side) Mzt = Rzi dZi = (2272 Ib) (6.75 in) = 1278 ft -lb �Mn = 330604 ft•Ib 2 Mu = 1278 nib ✓ X -Flexure (+Z side) Mx1 = Rx1 dx1 = (2272 Ib) (6.75 in) = 1278 ft lb 4,1\nn = 321694 ft•Ib z M„ = 1278 ft•Ib ✓ X -Flexure (-Z side) Mx2 = Ri2 di2 = (2272 Ib) (6.75 in) = 1278 ft•Ib cpMn = 321694 ft -lb z Mu = 1278 ft -lb ✓ tie clop • • • • •••• • • • • •• • • • • • • • • • • •••• clop•• • • • • • • •••• •••• • • • • • • • •• •• •• •• • • • • • • • cl • • Y • • • • • • • • • • •• • ••• • • • • • •• QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 5 of 10 Friday 12/09/16 8:23 AM Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Strength Checks [Load Set: Node 002 Combination: 1.4D] (continued) ooting Shear 0k 0k —IZ X Ok Ok Shear (+X side) Vx2 = Rx4 = (0 Ib) = 0 k +Vn=91.72k Z Vu=Ok✓ Shear (-X side) Vxi = Rx3 = (0 Ib) = 0 k +Vn=91.72k Z Vu=Ok✓ Shear (+Z side) Vz2 = Rz4 = (0 lb) = O k +V„=89.32k >_ Vu=0k✓ Shear (-Z side) Vz� = Rz3 = (0 Ib) = 0 k +Vn=89.32k z Vu=0k✓ ••• • Footing Punching Shear • • . • •• • 3.53 K Punching Shear Check (ACI 318-11 Ch 11.12.1.2 11.11.2.1 R11.11.7.2) Ppunching = Ptotai + Wp - Pperimeter = (0.65 k) + (0 k) - (6.56 k) = - 5.92 k v _ Vu + Yvx Mux ex + Yvz Muz ex u bo d Jx Jz (5.92 k) + (0.40) (4.2 ft -Ib) (19.5 in) + (0.40) (4.2 Mb) (19.5 in) (78 in) (28.25 in) (154024 in A 4) (154024 in " 4) = 2.69 psi �vn = 164.3 psi z vu = 2.69 psi ✓ • •••• • • .a•. • • • • • •••• • • • • • •••• •••• • • •• •• • • • • • •• •• • • • • • • • • • • • •• • • • • • • • • •• • ••• • • • QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 6 of 10 Friday 12/09/16 8:23 AM • Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Stability Checks [Load Set: Node 002 Combination: 1.0D] orces Factored Loads Axial Force 0.46 k Moment X 0 ftlb Moment Z 0 ftlb Shear X -0 k Shear Z 0 k Overburden 0 psf Footing Weight 4.22 k Pedestal Weight 0 k 443.9 psf 443.9 psf ? / Resultant = 4.69 k t ( i R 443.9 psf 443.9 psf Max pressure = 443.9 psf (Gross: Includes effects of footing weight and overburden) Bearing Pressure Ballow = 1500 psf >_ ggross = 443.9 psf 1' Overturning A Overturning Wf = 4.22 k (weight of footing) Wp = 0 k (weight of pedestal) Fob = overburden (Aftg - Aped) = (0 psf) [(10.56 ft') - (1 ft')] = 0 k OTMx=Mx-V,(tf+Hp) = (0ft•Ib)-(0k)[(32in) +(0in)] =-2.67ft•Ib • • RMx = (P + Wp) dz + (Wf+ Fob) bz / 2 = [(0.46 k) + (0 k)] (1.63 ft) + [(4.22 k) + (0 k)] (3.25 ft) / 2 = 762CP%Ig • FS — (7620 ft lb) _ 2857.3594 oTx=OTMx (-2.67ftIb) FSOTx = 2857.3594 >_ FSOTre d = 1.0 1.63fF`-163 ftq ,_ = = t OTMz=Mz+Vx(tf+Hp) (0 Mb) + ( - 0 k) [(32 in) + (0 in)] -2.67ft-lb •••••• •••••• • • rn .... .... , , ., r,...,. ., r, . ,.,, , , ,, ,.. ,,,..., S • • • • • • • • • •• • • •••• • • • • • • • • RM (7620 ft Ib) • • • • • FSOTZ = OTMz (- 2.67 ftlb) 2857.3594 • • • • • • • • FSOTZ = 2857.3594 z FSOTregd = 1.0 • • • • • • • • • • •• • • • • • • • ••• • 00 QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 7 of 10 Friday 12/09/16 8:23 AM Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Stability Checks [Load Set: Node 002 Combination: 1.OD] (continued) rarng Z X Sliding Wf = 4.22 k (weight of footing) W = 0 k (weight of pedestal) Fab = goverburden (A59 - Aped) _ (0 Pg) [(10.56 ft') - (1 ft')] = 0 k Fresist = Cf (Wf + Wp + Feb + P) + Fpassive = (0.40) [(4.22 k) + (0 k) + (0 k) + (0.46 k)] + (0 k) = 1.88 k FslidingX = - 0 k (applied VX) F FSshdingX — Fresist _ (1. (-880k)— k) 1875.60 s FSslidingx = 1875.60 z FSslidingRegd = 1.0 ✓ FslidingZ = 0 k (applied VZ) FSslidingZ = FFslidiresistngZ _ (1.88(0k) k) _ 1875.60 FSslidingZ = 1875.60 Z FSslidingRegd = 1.0 ✓ Uplift LX Uplift P = 0.46 k F.S. against uplift is infinite (axial force is in compression) • • •••• • • • • • . • • • • • • • • . • • ••.• •••. • • • • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • 00 QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 8 of 10 Friday 12/09/16 8:23 AM Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Stability Checks [Load Set: Node 002 Combination: 0.6D + 0.6Wpx] orces Factored Loads Axial Force -1.1 k Moment X -0.05 ft.lb Moment Z -0.05 ft.lb Shear X -0 k Shear Z 0 k Overburden 0 psf Footing Weight 2.54 k Pedestal Weight 0 k 136.2 psf 136.2 psf ? Resultant = 1.44 k 1 136.2 psf 136.2 psf Max pressure = 136.2 psf (Gross: Includes effects of footing weight and overburden) Bearing Pressure Ballow = 1500 psf 2 ggross = 136.2 psf ✓ Overturning F1.63jit L 4'.63 ft m Overturning Wf = 2.54 k (weight of footing) Wp = 0 k (weight of pedestal) Fob = overburden (Attg - Aped) = (0 psf) [(10.56 ft')- (1 ft')] = 0 k OTMx = Mx - VZ (tf + Hp) = (- 0.05 ft -lb) - (O k) [(32 in) + (O in)] = - 1.65 ft•Ib • • RMoTX FSx=(POTM (- 1+Wp)dZ+(Wf+37.65Fftftob)bZ/2 = [(-1.1 k)+(Ok)](1.63ft) +[(2.54 k)+(0k)](3.25ft)/2 = 2337tf•�••i = RM _ (23 - 1416.4091 Ib)Ib) FS0Tx = 1416.4091 z FSOTregd = 1.0 ✓ OTMZ=MZ+Vx(tf+Hp) = ( - 0.05 ft -lb) + ( - 0 k)[(32 in) + (0 in)] =-1.65ft-lb •••••• ••••• • • • • • RMFSoTzZ = (P=OTM+ WpZ () dx + (W- 1f37.65 + Fftftob) bx - / 2 = [(- 1.1 k) + (0 k)] (1.63 ft) + [(2.54 k) + (0 k)] (3.25 ft) / 2 = 2337 ft -Ir • • _ (23 • • lbl) b) 1416.4091 • • • • FS0T2 = 1416.4091 2 FSOTregd = 1.0 ✓ ••• • •••• • • • • • • • • • • • • • • • • • •• • • • • • • •• •• • • • • •• • • • • ••• • • QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 9 of 10 Friday 12/09/16 8:23 AM • Ernesto De Oliveira SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 Stability Checks [Load Set: Node 002 Combination: 0.6D + 0.6Wpx] (continued) icing Siiding Wf = 2.54 k (weight of footing) Wp = 0 k (weight of pedestal) Fob = goverburden (Aftg - Aped) = (0 psf) [(10.56 ft') - (1 ft')] = 0 k Fresist = Cf (Wf + Wp + Fob + P) + Fpassive = (0.40) [(2.54 k) + (0 k) + (0 k) + (- 1.1 k)] + (0 k) = 0.58 k FslidingX = - 0 k (applied VX) Fresist (0.58 k) FSslidingX FslidingX (- 0 k) = 958.80 FSslidingX = 958.80 2 FSslidingRegd = 1.0 ✓ FslidingZ = 0 k (applied VZ) FSslidingz = Fresist = (0.58 k) _ 958.80 FslidingZ (0 k) FSslidingz = 958.80 2 FSslidingRegd = 1.0 ✓ Uplrfi LX liRktt Wf = 2.54 k (weight of footing) Wp = 0 k (weight of pedestal) Fob = overburden (Aftg - Aped) _ (0 psf) [(10.56 ft')- (1 ft')] = 0 k Fdown = Wf + Wp + Fob + Faddl = (2.54 k) + (0 k) + (0 k) + (0 k) = 2.54 k Fup=0-P = 0-(-1.1 k) = 1.1 k FSup = FF°ea = (2pp 14k)) — 2.3113 FSup = 2.3113 2 FSupRegd = 1.0 ✓ •••• . • • . •... • . • • •• . • • • . • • • • ••0• 0041• • • • • ••0• 0000 • • • • • • • .• •• .• •• • • • • • • • • • • • • • • • • • • • • • •• • ••• • 00 •• • QuickFooting 4.0 (iesweb.com) C:\Users\ernesto\Desktop\204618 KorKat Miami Sho...\FTG.ftg Page 10 of 10 Friday 12/09/16 8:23 AM Company : 204618 KorKat Miami Shores Village Designer . Job Number : 204618 KorKat Miami Shores Village December 12, 2016 Checked By: X 12 in Geometry and Materials Bolt X (in) Z (in) 1 4.5 4.5 2 -4.5 4.5 3 4.5 -4.5 4 -4.5 -4.5 5 0. 4.5 6 0. -4.5 7 4.5 0. 8 -4.5 0. Length Width Thickness Base Plate Fy Base Plate E 12. in 12. in 1. in 36. ksi 29000. ksi Bearing Fp 2.944 ksi Bearing Fc' 4. ksi Pedestal Length 48 in Pedestal Width 48 in Pedestal Height 30 in Analyze Base Plate as Rigid Pp Based on AISC J8 Criteria Steel Code: AISC 14th:ASD Concrete Code: ACI 318-11 AB Head: Hex Seismic Reduction %: 25. Square Base Plate Required Loads Column Shape HSS5x5x4 Column eX 0. in Column eZ 0. in Column to Edge Min (X) 1. in Column to Edge Min (Z) 1. in HSS Tube X -sides welded HSS Tube Z -sides welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate Built-up Grout Pads are used Anchor Bolt Diameter .75 in Anchor Bolt Material F1554-36 Anchor Bolt Fu 58. ksi Anchor Bolt Fy 36. ksi Anchor Bolt E 29000. ksi AB Stretch Length 1. in AB to AB Min Spacing 1 in AB to Stiffner Min Spacing 1 in AB to Column Min Spacing 1 in AB to Edge Min Spacing 1 in AB Row Min Spacing 1 in Priority is AB to Edge Spacing • Include Threads for AB Des•lan • AB Fv, Ft based on AISC CPit£�i9• Total AB Length: 16. in NO Supp. Reinforcement • •. • NO Anchor Reinforcement.• • � • Tension Anchor Reinf Bar Fv: N.A. Shear Anchor Reinf Bar Fy: .L. • • ••• • • .••• • • • • •••• • • • • •• • • • • • •• •• DL WL P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) 1.97 2.34 -21.66 Base Plate Stress and Bearing Result • • . • • • • • • • •• • • • ••• • • • •• Combination Load Sets Base Plate Stress ksi) Allowable ASIF U.C. Bearing Pressure (ksi) Allowable ABIF U.C. ASCE ASD 1 (1) 1DL 32.4 1. 0. 2.944 1. 0. ASCE ASD 2 (2) 1 DL+1 LL 32.4 1. 0. 2.944 1. 0. ASCE ASD 5 (a) (3) 1DL+.6WL 32.4 1. .492 2.944 1. .271 ASCE ASD 5 (a) (4) 1 DL-.6WL 32.4 1. .476 2.944 1. .269 \SCE ASD 5 (b) (5) 1DL+.7EL 32.4 1. 0. 2.944 1. 0. \SCE ASD 6 (a) (6) 1 DL+.75LL+.45WL 32.4 1. .369 2.944 1. .204 \SCE ASD 6 (a) (7) 1 DL+.75LL-.45WL 32.4 1. .357 2.944 1. .201 ASCE ASD 6 (b) (8) 1 DL+_75LL+.525EL 32.4 1. 0. 2.944 1. 0. ASCE ASD 7 (9) .6DL+.6WL 32.4 1. .492 2.944 1. .271 ASCE ASD 7 (10) .6DL-.6WL 32.4 1. .476 2.944 1. .269 ASCE ASD 8 (11) .6DL+.7EL 32.4 1. 0. 2.944 1. 0. RISABase Version 2.10 [Untitled.rbs] Page 1 Company : 204618 KorKat Miami Shores Village Designer . Job Number : 204618 KorKat Miami Shores Village December 12, 2016 Checked By: Bearing Contours 1DL Allowable : 2.944 ksi U.C. : 0. 0. (ksi) 0. 1DL-.6WL Allowable : 2.944 ksi U.C. :.269 1 DL+.75LL-.45WL Allowable : 2.944 ksi U.C. :.201 .593 (ksi) O. .6DL-.6WL Allowable : 2.944 ksi U.C. :.269 Base Plate Stress Contour 1DL+1LL Allowable : 2.944 ksi U.C. : 0. 1DL+.7EL Allowable : 2.944 ksi U.C. : 0. 1 DL+.75LL+.525EL Allowable : 2.944 ksi U.C. : 0. 0. (ksi) 0. 0. (ksi) 0. 0. (ksi) 0. .6DL+.7EL Allowable : 2.944 ksi U.C. : 0. 1 DL+.6WL Allowable : 2.944 ksi U.C. :.271 1 DL+.75LL+.45WL Allowable : 2.944 ksi U.C. :.204 .799 (ksi) O. .599 (ksi) O. .799 (ksi) O. • • • • • .6DL+.6WL • • • Allowable : 2.944 ksi U.C. :.271 • ••• • • • •••• • • • • • • •••• •••• • • • • • • •••• •••• • • •• •• • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • ••• • • • • • • • 1DL Allowable : 32.4 ksi U.C. : 0. 0. (ksi) 0. 1DL+1LL Allowable : 32.4 ksi U.C. : 0. 1 DL+.6WL Allowable : 32.4 ksi U.C. :.492 15.935 (ksi) .003 RISABase Version 2.10 [Untitled.rbs] Page 2 Company : 204618 KorKat Miami Shores Village Designer : Job Number : 204618 KorKat Miami Shores Village December 12, 2016 Checked By: Base Plate Stress Contours (continued) 1 DL-.6WL Allowable : 32.4 ksi U.C. :.476 1 DL+.75LL-.45WL Allowable : 32.4 ksi U.C. :.357 .6DL-.6WL Allowable : 32.4 ksi U.C. :.476 15.412 (ksi) .003 11.559 (ksi) .002 ®15.412 (ksi) .003 1DL+.7EL Allowable : 32.4 ksi U.C. : 0. 0. (ksi) 0. 1 DL+.75LL+.525EL Allowable : 32.4 ksi U.C. : 0. .6DL+.7EL Allowable : 32.4 ksi U.C. : 0. 0. (ksi) 0. 1 DL+.75LL+.45WL Allowable : 32.4 ksi U.C. :.369 .6DL+.6WL Allowable : 32.4 ksi U.C. :.492 11.951 (ksi) .002 15.935 (ksi) .003 •••• • • • • • 0,0 • • • • • • • • • • • • • • • •••••.•• • • • • •••• •••• • • • • • • • •• .• •• •• • • • • • • • • • • • • • • •• • ••• • RISABase Version 2.10 [Untitled.rbs] Page 3 Company : 204618 KorKat Miami Shores Village Designer . Job Number: December 12, 2016 204618 KorKat Miami Shores Village Checked By: Load Combinations LC Combination Load Sets 1 ASCE ASD 1 1DL 2 ASCE ASD 2 1 DL+1 LL 3 ASCE ASD 5 (a) 1 DL+.6WL 4 ASCE ASD 5 (a) 1DL-.6WL 5 ASCE ASD 5 (b) 1 DL+.7EL 6 ASCE ASD 6 (a) 1 DL+.75LL+.45WL 7 ASCE ASD 6 (a) 1 DL+.75LL-.45WL 8 ASCE ASD 6 (b) 1 DL+.75LL+.525EL 9 ASCE ASD 7 .6DL+.6WL 10 ASCE ASD 7 .6DL-.6WL 11 ASCE ASD 8 .6DL+.7EL Anchor Bolt Embed Capacity Results Note: All capacities shown include phi factors. Single Bolt: Tension Capacity LC Bolt Tens.(k) Nsa(k) Ncblkl Non(k Nsb(k Unity Ductility Load(k) Steel(in2 1 1 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 2 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 3 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 4 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 5 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 6 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 7 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 8 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 2 1 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 2 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 3 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 4 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 5 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 6 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 7 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 8 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 3 1 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 2 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 3 4.856 14.529 67.555 20.384 0. .334 N.A. 0. 0. 4 4.856 14.529 67.555 20.384 0. .334 N.A. 0. 0. 5 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 6 4.857 14.529 72.38 20.384 0. .334 N.A. 0. 0. 7 1.558 14.529 72.38 20.384 0. .107 N.A. 0. 0. 8 1.558 14.529 72.38 20.384 0. .107 N.A. 0. 0. 4 1 5.147 14.529 67.555 20.384 0. .354 N.A. 0. 0. 2 5.147 14.529 67.555 20.384 0. .354 N.A. 0. 0. 3 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 4 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 5 5.148 14.529 72.38 20.384 0. .354 N.A. 0. 0. 6 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 7 1.736 14.529 72.38 20.384 0. .119 N.A. 0. 0. 8 1.736 14.529 72.38 20.384 0. .119 N.A. 0. 0. •••• • • • • •••• • • • •• • • • • • • •••• •••• • • • • •••• •••• • • •• •• • • • • • • • • • • •• • • • • • • •• •• • • • • • • • • • • •• • • • ••• • • • • • •• RISABase Version 2.10 [Untitled.rbs] Page 4 Company : 204618 KorKat Miami Shores Village Designer . Job Number : 204618 KorKat Miami Shores Village December 12, 2016 Checked By: Single Bolt: Tension Capacity (continued) LC Bolt Tens.(k) Nsa(k) Ncb(k) Npn(k) Nsb(k) Unity Ductility Load(k) Steel(in2) 5 1 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 2 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 3 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 4 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 5 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 6 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 7 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 8 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 6 1 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 2 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 3 3.642 14.529 67.555 20.384 0. .251 N.A. 0. 0. 4 3.642 14.529 67.555 20.384 0. .251 N.A. 0. 0. 5 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 6 3.643 14.529 72.38 20.384 0. .251 N.A. 0. 0. 7 1.169 14.529 72.38 20.384 0. .08 N.A. 0. 0. 8 1.169 14.529 72.38 20.384 0. .08 N.A. 0. 0. 7 1 3.86 14.529 67.555 20.384 0. .266 N.A. 0. 0. 2 3.86 14.529 67.555 20.384 0. .266 N.A. 0. 0. 3 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 4 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 5 3.861 14.529 72.38 20.384 0. .266 N.A. 0. 0. 6 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 7 1.302 14.529 72.38 20.384 0. .09 N.A. 0. 0. 8 1.302 14.529 72.38 20.384 0. .09 N.A. 0. 0. 8 1 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 2 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 3 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 4 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 5 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 6 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 7 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 8 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 9 1 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 2 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 3 4.856 14.529 67.555 20.384 0. .334 N.A. 0. 0. 4 4.856 14.529 67.555 20.384 0. .334 N.A. 0. 0. 5 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 6 4.857 14.529 72.38 20.384 0. .334 N.A. 0. 0. 7 1.558 14.529 72.38 20.384 0. .107 N.A. 0. 0. 8 1.558 14.529 72.38 20.384 0. .107 N.A. 0. 0. 10 1 5.147 14.529 67.555 20.384 0. .354 N.A. 0. 0. 2 5.147 14.529 67.555 20.384 0. .354 N.A. 0. 0. 3 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 4 0. 14.529 67.555 20.384 0. 0. N.A. 0. 0. 5 5.148 14.529 72.38 20.384 0. .354 N.A. 0. 0. 6 0. 14.529 72.38 20.384 0. 0. N.A. 0. 0. 7 1.736 14.529 72.38 20.384 0. .119 N.A. 0. 0. 8 1.736 14.529 72.38 20.384 0. .119 N.A. 0. 0. 11 1 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 2 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 3 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 4 0. 14.529 50.666 15.288 0. 0. N.A. 0. 0. 5 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 6 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 7 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. 8 0. 14.529 54.285 15.288 0. 0. N.A. 0. 0. •0•• • • • • 0460• • • • • •• • • • • • • • • • • •••• 0000 • • • • • • ••a• •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • •• RISABase Version 2.10 [Untitled.rbs] Page 5 Company : 204618 KorKat Miami Shores Village Designer . Job Number: 204618 KorKat Miami Shores Village December 12, 2016 Checked By: Single Bolt: Shear Capacity LC Bolt Vx (k) Vz (k) Vsa(k) VcbXx(k) VcbXz(k) VcbZz(k) VcbZx(k) Vcp (k) VxUnity VzUnit 1 1 0. 0. 6.044 35.724 78.825 35.724 78.825 135.109 0. 0. 2 0. 0. 6.044 35.471 78.825 35.724 78.825 135.109 0. 0. 3 0. 0. 6.044 35.724 78.825 35.471 78.825 135.109 0. 0. 4 0. 0. 6.044 35.471 78.825 35.471 78.825 135.109 0. 0. 5 0. 0. 6.044 35.724 78.825 37.52 79.83 144.76 0. 0. 6 0. 0. 6.044 35.724 78.825 37.29 79.83 144.76 0. 0. 7 0. 0. 6.044 37.52 79.83 35.724 78.825 144.76 0. 0. 8 0. 0. 6.044 37.29 79.83 35.724 78.825 144.76 0. 0. 2 1 0. 0. 6.044 35.724 78.825 35.724 78.825 135.109 0. 0. 2 0. 0. 6.044 35.471 78.825 35.724 78.825 135.109 0. 0. 3 0. 0. 6.044 35.724 78.825 35.471 78.825 135.109 0. 0. 4 0. 0. 6.044 35.471 78.825 35.471 78.825 135.109 0. 0. 5 0. 0. 6.044 35.724 78.825 37.52 79.83 144.76 0. 0. 6 0. 0. 6.044 35.724 78.825 37.29 79.83 144.76 0. 0. 7 0. 0. 6.044 37.52 79.83 35.724 78.825 144.76 0. 0. 8 0. 0. 6.044 37.29 79.83 35.724 78.825 144.76 0. 0. 3 1 .175 0. 6.044 35.471 78.825 35.724 78.825 135.109 .029 0. 2 .175 0. 6.044 35.724 78.825 35.724 78.825 135.109 .029 0. 3 .175 0. 6.044 35.471 78.825 35.471 78.825 135.109 .029 0. 4 .175 0. 6.044 35.724 78.825 35.471 78.825 135.109 .029 0. 5 .175 0. 6.044 35.724 78.825 37.52 79.83 144.76 .029 0. 6 .175 0. 6.044 35.724 78.825 37.29 79.83 144.76 .029 0. 7 .175 0. 6.044 37.29 79.83 35.724 78.825 144.76 .029 0. 8 .175 0. 6.044 37.52 79.83 35.724 78.825 144.76 .029 0. 4 1 -.175 0. 6.044 35.724 78.825 35.724 78.825 135.109 .029 0. _ 2 -.175 0. 6.044 35.471 78.825 35.724 78.825 135.109 .029 • 0. • 3 -.175 0. 6.044 35.724 78.825 35.471 78.825 135.109 .029 ' A ` 4 -.175 0. 6.044 35.471 78.825 35.471 78.825 135.109 .029 •43•••• 5 -.175 0. 6.044 35.724 78.825 37.52 79.83 144.76 .029 0. • 6 -.175 0. 6.044 35.724 78.825 37.29 79.83 144.76 .029 • .0! • lie 7 -.175 0. 6.044 37.52 79.83 35.724 78.825 144.76 .029 , b'. " • 8 -.175 0. 6.044 37.29 79.83 35.724 78.825 144.76 .029 t7 •• 5 1 0. 0. 6.044 35.724 78.825 35.724 78.825 135.109 0. .»... 2 0. 0. 6.044 35.471 78.825 35.724 78.825 135.109 0. • e. • • • 3 0. 0. 6.044 35.724 78.825 35.471 78.825 135.109 0. •A••• 4 0. 0. 6.044 35.471 78.825 35.471 78.825 135.109 0. 0. • i 5 0. 0. 6.044 35.724 78.825 37.52 79.83 144.76 0. 0. 6 0. 0. 6.044 35.724 78.825 37.29 79.83 144.76 0. : O. • • • 7 0. 0. 6.044 37.52 79.83 35.724 78.825 144.76 0. • 8 0. 0. 6.044 37.29 79.83 35.724 78.825 144.76 0. 0. 6 1 .132 0. 6.044 35.471 78.825 35.724 78.825 135.109 .022 0. 2 .132 0. 6.044 35.724 78.825 35.724 78.825 135.109 .022 0. 3 .132 0. 6.044 35.471 78.825 35.471 78.825 135.109 .022 0. 4 .132 0. 6.044 35.724 78.825 35.471 78.825 135.109 .022 0. 5 .132 0. 6.044 35.724 78.825 37.52 79.83 144.76 .022 0. 6 .132 0. 6.044 35.724 78.825 37.29 79.83 144.76 .022 0. 7 .132 0. 6.044 37.29 79.83 35.724 78.825 144.76 .022 0. 8 .132 0. 6.044 37.52 79.83 35.724 78.825 144.76 .022 0. 7 1 -.132 0. 6.044 35.724 78.825 35.724 78.825 135.109 .022 0. 2 -.132 0. 6.044 35.471 78.825 35.724 78.825 135.109 .022 0. 3 -.132 0. 6.044 35.724 78.825 35.471 78.825 135.109 .022 0. 4 -.132 0. 6.044 35.471 78.825 35.471 78.825 135.109 .022 0. 5 -.132 0. 6.044 35.724 78.825 37.52 79.83 144.76 .022 0. 6 -.132 0. 6.044 35.724 78.825 37.29 79.83 144.76 .022 0. 7 -.132 0. 6.044 37.52 79.83 35.724 78.825 144.76 .022 0. 8 -.132 0. 6.044 37.29 79.83 35.724 78.825 144.76 .022 0. •••• • • • • • • • • • • •••• • • • • •••• • • • • • • • •• •• •• • • • • •z•••• • • • ••• • • • • • RISABase Version 2.10 [Untitled.rbs] Page 6 Company : 204618 KorKat Miami Shores Village Designer . Job Number : December 12, 2016 204618 KorKat Miami Shores Village Checked By: Single Bolt: Shear Capacity (continued) LC Bolt Vx (k) Vz (k) Vsa(k) VcbXx(k) VcbXz(k) VcbZz(k) VcbZx(k) Vcp (k) VxUnity VzUnit 8 1 0. 0. 6.044 35.724 78.825 35.724 78.825 135.109 0. 0. 2 0. 0. 6.044 35.471 78.825 35.724 78.825 135.109 0. 0. 3 0. 0. 6.044 35.724 78.825 35.471 78.825 135.109 0. 0. 4 0. 0. 6.044 35.471 78.825 35.471 78.825 135.109 0. 0. 5 0. 0. 6.044 35.724 78.825 37.52 79.83 144.76 0. 0. 6 0. 0. 6.044 35.724 78.825 37.29 79.83 144.76 0. 0. 7 0. 0. 6.044 37.52 79.83 35.724 78.825 144.76 0. 0. 8 0. 0. 6.044 37.29 79.83 35.724 78.825 144.76 0. 0. 9 1 .175 0. 6.044 35.471 78.825 35.724 78.825 135.109 .029 0. 2 .175 0. 6.044 35.724 78.825 35.724 78.825 135.109 .029 0. 3 .175 0. 6.044 35.471 78.825 35.471 78.825 135.109 .029 0. 4 .175 0. 6.044 35.724 78.825 35.471 78.825 135.109 .029 0. 5 .175 0. 6.044 35.724 78.825 37.52 79.83 144.76 .029 0. 6 .175 0. 6.044 35.724 78.825 37.29 79.83 144.76 .029 0. 7 .175 0. 6.044 37.29 79.83 35.724 78.825 144.76 .029 0. 8 .175 0. 6.044 37.52 79.83 35.724 78.825 144.76 .029 0. 10 1 -.175 0. 6.044 35.724 78.825 35.724 78.825 135.109 .029 0. 2 -.175 0. 6.044 35.471 78.825 35.724 78.825 135.109 .029 0. 3 -.175 0. 6.044 35.724 78.825 35.471 78.825 135.109 .029 0. 4 -.175 0. 6.044 35.471 78.825 35.471 78.825 135.109 .029 0. 5 -.175 0. 6.044 35.724 78.825 37.52 79.83 144.76 .029 • 0. • 6 -.175 0. 6.044 35.724 78.825 37.29 79.83 144.76 .029 • 0. • ' 7 -.175 0. 6.044 37.52 79.83 35.724 78.825 144.76 .029 0 • 8 -.175 0. 6.044 37.29 79.83 35.724 78.825 144.76 .029 "t1;'. 11 1 0. 0. 6.044 35.724 78.825 35.724 78.825 135.109 0. 4.491!••• 2 0. 0. 6.044 35.471 78.825 35.724 78.825 135.109 0. O • • 3 0. 0. 6.044 35.724 78.825 35.471 78.825 135.109 0. • �• . • 4 0. 0. 6.044 35.471 78.825 35.471 78.825 135.109 0. •A••• 5 0. 0. 6.044 35.724 78.825 37.52 79.83 144.76 0. ••°!••1 6 0. 0. 6.044 35.724 78.825 37.29 79.83 144.76 0. 0. 7 0. 0. 6.044 37.52 79.83 35.724 78.825 144.76 0. • 0. •• 8 0. 0. 6.044 37.29 79.83 35.724 78.825 144.76 0. • 0. ' Single Bolt: Seismic Ductility & Anchor Reinforcement Results • • • • • •• • LC Bolt Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2 1 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 2 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 3 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 4 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 5 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 6 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 7 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 8 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 2 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 2 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 3 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 4 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 5 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 6 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 7 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 8 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. •••• ••• • • • • • • • • •••• • •••• •• • • • •• •• • • • • • • �• • • ••• • • • •• RISABase Version 2.10 [Untitled.rbs] Page 7 Company : 204618 KorKat Miami Shores Village Designer . Job Number : 204618 KorKat Miami Shores Village December 12, 2016 Checked By: Single Bolt: Seismic Ductility & Anchor Reinforcement Results (continued) LC Bolt Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2) 3 1 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 2 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 3 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 4 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 5 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 6 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 7 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 8 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 4 1 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 2 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 3 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 4 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 5 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 6 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 7 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 8 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 5 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 2 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 30. ' 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 4 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 5 0. 0. 0. 0. N.A. 0. 0. N.A. 0. .P. • 6 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 4. • 7 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0.. • 8 0. 0. 0. 0. N.A. 0. 0. N.A. 0. ab • ; • 6 1 .132 0. .022 0. N.A. 0. 0. N.A. 0. .0!••• 2 .132 0. .022 0. N.A. 0. 0. N.A. 0. 0•••• 3 .132 0. .022 0. N.A. 0. 0. N.A. 0. .0•••• 4 .132 0. .022 0. N.A. 0. 0. N.A. 0. A••• 5 .132 0. .022 0. N.A. 0. 0. N.A. 0. •0• • • • 6 .132 0. .022 0. N.A. 0. 0. N.A. 0. 0. 7 .132 0. .022 0. N.A. 0. 0. N.A. 0. ••••• 8 .132 0. .022 0. N.A. 0. 0. N.A. 0. b. 7 1 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 40. • 2 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 0� • ~ 3 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 0. 4 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 0. 5 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 0. 6 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 0. 7 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 0. 8 -.132 0. .022 0. N.A. 0. 0. N.A. 0. 0. 8 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 2 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 3 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 4 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 5 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 6 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 7 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 8 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 9 1 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 2 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 3 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 4 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 5 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 6 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 7 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 8 .175 0. .029 0. N.A. 0. 0. N.A. 0. 0. •• •• • • •••• • • • • • • • • • • • • •••• • • • • •••• • • • • • • • • • •• •• • • • • • • • • • • • • • • ••• • • • • • RISABase Version 2.10 [Untitled.rbs] Page 8 Company : 204618 KorKat Miami Shores Village Designer . Job Number : 204618 KorKat Miami Shores Village December 12, 2016 Checked By: Single Bolt: Seismic Ductility & Anchor Reinforcement Results (continued) LC Bolt Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2 10 1 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 0. 2 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 6.044 3 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 6 4 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. N.A. 5 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 6.044 6 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 14.529 7 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 8 -.175 0. .029 0. N.A. 0. 0. N.A. 0. 0. 11 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 6.044 2 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 2 3 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. N.A. 4 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 6.044 5 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 14.529 6 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. 4 7 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. .383 8 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0. Single Bolt: Combined Tension and Shear Capac'ty LC Bolt Nn(k) Vnx(k) Vnz(k) SRSS Interaction 1 1 14.529 6.044 6.044 0. N.A. 2 14.529 6.044 6.044 0. N.A. 3 14.529 6.044 6.044 0. N.A. 4 14.529 6.044 6.044 0. N.A. 5 14.529 6.044 6.044 0. N.A. 6 14.529 6.044 6.044 0. N.A. 7 14.529 6.044 6.044 0. N.A. 8 14.529 6.044 6.044 0. N.A. 2 1 14.529 6.044 6.044 0. N.A. 2 14.529 6.044 6.044 0. N.A. 3 14.529 6.044 6.044 0. N.A. 4 14.529 6.044 6.044 0. N.A. 5 14.529 6.044 6.044 0. N.A. 6 14.529 6.044 6.044 0. N.A. 7 14.529 6.044 6.044 0. N.A. 8 14.529 6.044 6.044 0. N.A. 3 1 14.529 6.044 6.044 .029 N.A. 2 14.529 6.044 6.044 .029 N.A. 3 14.529 6.044 6.044 .363 N.A. 4 14.529 6.044 6.044 .363 N.A. 5 14.529 6.044 6.044 .029 N.A. 6 14.529 6.044 6.044 .363 N.A. 7 14.529 6.044 6.044 .136 N.A. 8 14.529 6.044 6.044 .136 N.A. 4 1 14.529 6.044 6.044 .383 N.A. 2 14.529 6.044 6.044 .383 N.A. 3 14.529 6.044 6.044 .029 N.A. 4 14.529 6.044 6.044 .029 N.A. 5 14.529 6.044 6.044 .383 N.A. 6 14.529 6.044 6.044 .029 N.A. 7 14.529 6.044 6.044 .149 N.A. 8 14.529 6.044 6.044 .149 N.A. ••• • • • • • •••• • • • • •• • • • • • • .••. • • •••• • • •• •• • • •••• • • •• • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • RISABase Version 2.10 [Untitled.rbs] Page 9 Company : 204618 KorKat Miami Shores Village Designer . Job Number : 204618 KorKat Miami Shores Village December 12, 2016 Checked By: Single Bolt: Combined Tension and Shear Capacity (continued) LC Bolt Nn(k) Vnx(k) Vnz(k) SRSS Interaction 5 1 14.529 6.044 6.044 0. N.A. 2 14.529 6.044 6.044 0. N.A. 3 14.529 6.044 6.044 0. N.A. 4 14.529 6.044 6.044 0. N.A. 5 14.529 6.044 6.044 0. N.A. 6 14.529 6.044 6.044 0. N.A. 7 14.529 6.044 6.044 0. N.A. 8 14.529 6.044 6.044 0. N.A. 6 1 14.529 6.044 6.044 .022 N.A. 2 14.529 6.044 6.044 .022 N.A. 3 14.529 6.044 6.044 .272 N.A. 4 14.529 6.044 6.044 .272 N.A. 5 14.529 6.044 6.044 .022 N.A. 6 14.529 6.044 6.044 .273 N.A. 7 14.529 6.044 6.044 .102 N.A. 8 14.529 6.044 6.044 .102 N.A. 7 1 14.529 6.044 6.044 .287 N.A. 2 14.529 6.044 6.044 .287 N.A. 3 14.529 6.044 6.044 .022 N.A. 4 14.529 6.044 6.044 .022 N.A. 5 14.529 6.044 6.044 .288 N.A. 6 14.529 6.044 6.044 .022 N.A. 7 14.529 6.044 6.044 .111 N.A. 8 14.529 6.044 6.044 .111 N.A. 8 1 14.529 6.044 6.044 0. N.A. 2 14.529 6.044 6.044 0. N.A. 3 14.529 6.044 6.044 0. N.A. 4 14.529 6.044 6.044 0. N.A. 5 14.529 6.044 6.044 0. N.A. 6 14.529 6.044 6.044 0. N.A. 7 14.529 6.044 6.044 0. N.A. 8 14.529 6.044 6.044 0. N.A. 9 1 14.529 6.044 6.044 .029 N.A. 2 14.529 6.044 6.044 .029 N.A. 3 14.529 6.044 6.044 .363 N.A. 4 14.529 6.044 6.044 .363 N.A. 5 14.529 6.044 6.044 .029 N.A. 6 14.529 6.044 6.044 .363 N.A. 7 14.529 6.044 6.044 .136 N.A. 8 14.529 6.044 6.044 .136 N.A. 10 1 14.529 6.044 6.044 .383 N.A. 2 14.529 6.044 6.044 .383 N.A. 3 14.529 6.044 6.044 .029 N.A. 4 14.529 6.044 6.044 .029 N.A. 5 14.529 6.044 6.044 .383 N.A. 6 14.529 6.044 6.044 .029 N.A. 7 14.529 6.044 6.044 .149 N.A. 8 14.529 6.044 6.044 .149 N.A. 11 1 14.529 6.044 6.044 0. N.A. 2 14.529 6.044 6.044 0. N.A. 3 14.529 6.044 6.044 0. N.A. 4 14.529 6.044 6.044 0. N.A. 5 14.529 6.044 6.044 0. N.A. 6 14.529 6.044 6.044 0. N.A. 7 14.529 6.044 6.044 0. N.A. 8 14.529 6.044 6.044 0. N.A. • .•• • • • • •••• • • • • •• • • • • • • • • • • •••. •••• • • • • • • •••• •••• • • •• •• • • • • • • • • •• •• • • • •� • • • • • • • •• • • • ••• • • • • • • • RISABase Version 2.10 [Untitled.rbs] Page 10 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:58 AM Load Case: Wind loads ASCE7-10- UPLIFT A IES VisualAnalysis 12.00.0020 •• ••• • • • • • •. • • • • • • • • • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • ••. • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:58 AM Result Case: Wind loads ASCE7-10- UPLIFT A IES VisualAnalysis 1200.0020 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • ••• • ••• • • • ••• • • • • • • • • • •• • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • 204618 KorKat Miami Shores Village DOUBLE X-11 SOLAR DYNAMICS CORP., 204618 KorKat Miami Shores Village DOUBLE X-11 Dec 12, 2016; 06:58 AM Design View, Unity Checks IES VisualAnalysis 12.00.0020 • •• ••• • • • • • •• • r• Uiigroup%i Bled • - rtir- rr• •• • Warning 1 •••• •• • •••• • • • • • • • • • • • ••• • • • •• • *al* • • Otis • • • o.s'o • • p.�s • 1.00 • •••• ••••••• • • • • •• •• • • •• • •• •• •••• •• •• •• • • • •• • •• • • • • • • •••• •• • • •• •• ••• •• ••• • • • •• ••• •• • • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C: \ Users \ern esto\Desktop\ 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\204618 KorKat Miami Shores Village SINGLE X-11 12 X 24P X 8H.vap Company: SOLAR DYNAMICS CORP. Billing: 204618 KorKat Miami Shores Village SINGLE X-11 VisualAnalysis 12.00.0020 Report Table of Contents Project Header Project Notes Table of Contents Design Criteria Design Groups Load Case Summary Load Combination Summary Load Cases Area Loads Design Group Results Member Unity Checks Design Criteria Building Code Load Combinations: ASCE 7-10 ASD Vertical Direction: Y, Ground Elevation = 0.00 ft Occupancy Category: II Seismic Data (For load combination generation): Spectral Acceleration (SDS) = 0.150 Seismic Design Category: A Overstrength Omega0:X=2.5, Z=2.5 Seismic Redundancy Rho: X=1, Z=1 Wind Data: Speed = 105.0 mph, Gust Factor = 0.85, Roof Height = 10.0 ft Service Case: Wind loads ASCE7-10- UPLIFT B: Exposure: Category C, Class: Partial Enclosure Projected Width, B: 12.00, Side Length, L: 20.00 Service Case: Wind loads ASCE7-10- UPLIFT A: Exposure: Category C, Class: Partial Enclosure Projected Width, B: 12.00, Side Length, L: 20.00 Design GrouDs .•. • • • • . •••• • • • .. • . • • • • • • • .••• ..•• • • • ••.. •... • • •• •• • • • • • .• • • • • • • • • • • • • • • • • •• • • • • ••. • • • • . •. Group/Mesh Elements LL Factor Unity Design Shape Overstrength Specification BOOM 22 1.00 0.17 HSS4x4x1/8 No AISC ASD (2010) COLUMN 4 1.00 0.29 HSS5x5x3/16 No AISC ASD (2005) PURLIN 2 1.00 0.04 HSS2.500x.125 No AISC ASD (2010) Load Case Summary 3 Service Load Cases 8 Equation Combinations Load Combination Summary Equation Combination:.6D+.6W »+X Design Category: Allowable (ASD) Combination: 0.60D + 0.60W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ Equation Combination: .6D+.6W »+Z Design Category: Allowable (ASD) Combination: 0.60D + 0.60W+Z Contributing Cases & Source Dead loads (D) Wind Toads ASCE7-10- UPLIFT B (W+Z) Equation Combination: .6D+.7Di Design Category: Allowable (ASD) Combination: 0.60D Contributing Cases & Source Dead loads (D) Equation Combination: D+.6H Design Category: Allowable (ASD) Combination: D Contributing Cases & Source Dead loads (D) Equation Combination: D+.6W »+X Design Category: Allowable (ASD) Combination: D + 0.60W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Equation Combination: D+.6W »+Z Design Category: Allowable (ASD) Combination: D + 0.60W+Z Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT B (W+Z) Equation Combination: D+.75(L+.6W+Lr) »+X Design Category: Allowable (ASD) Combination: D + 0.45W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Equation Combination: D+.75(L+.6W+Lr) »+Z Design Category: Allowable (ASD) Combination: D + 0.45W+Z Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT B (W+Z) Load Cases ••. • • • • • •••• • • • • •• . • • • • • • .••. ...• • • • • ...• •.•. • • . • .. .. •. .. • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • •• Load Case Design Checks Seismic Type Results Analyze? Envelope? ( 2)Dead loads -NA- -NA- Yes Yes Yes ( 3)Wind loads ASCE7-10- UPLIFT B -NA- -NA- Yes Yes No (4)Wind loads ASCE7-10- UPLIFT A -NA- -NA- Yes Yes Yes ( 5).6D+.6W »+X Allowable (ASD) -NA- Yes Yes No (6).6D+.6W »+Z Allowable (ASD) -NA- Yes Yes No Page 2 VisualAnalysis 12.00.0020 (www.iesweb.com) Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ ( 7).6D+.7Di Allowable (ASD) -NA- Yes Yes No (8)D+.6H Allowable (ASD) -NA- Yes Yes No (9)D+.6W »+X Allowable (ASD) -NA- Yes Yes No (10)D+.6W »+Z Allowable (ASD) _ -NA- Yes Yes No (11)D+.75(L+.6W+Lr) »+X Allowable (ASD) -NA- Yes Yes No (12)D+.75(L+.6W+Lr) »+Z Allowable (ASD) -NA- Yes Yes No Area Loads Load Case Area Type Span Direction Load What? Magnitude #1 psf Wind loads ASCE7-10- UPLIFT A A013 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A A014 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A A015 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A A016 Wind - Flat Roof 1 -way: Z Members 15.58 Wind Toads ASCE7-10- UPLIFT A A017 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A A018 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A SIab001 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT A SIab002 Wind - Flat Roof 1 -way: Z Members 15.58 Wind Toads ASCE7-10- UPLIFT B A013 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT B A014 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT B A015 Wind - Flat Roof 1 -way: Z Members 15.58 Wind loads ASCE7-10- UPLIFT B SIab001 Wind - Flat Roof 1 -way: Z Members A_ 15.58 Design Group Results Design Group: COLUMN per AISC ASD (2005) Designed As: HSS5x5x3/16, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (4): M002, M001, M012, M013 Combined Check •• • • • •• • • •••• • • • • • • • ••.• •••• • • • • .••• •••• • • •. .. • • • • • •• • • Member Result Offset Code Unity Name Case ft Ref. Check Details* • • •• • • • . 1 • •_ M002 .6D+.6W »+X 2.00 H1 -1b 0.27 OK K2= 1!92 ft, • • • • KLy =2.00 ft, •• Kz=0.96, Ky=1.00, Cb=1.00, Lb = 2.00 ft M001 .6D+.6W »+X 7.50 H1 -1b 0.29 OK Cb = 1.00 , Lb = 7.50 ft M012 .6D+.6W »+X 7.50 H1 -1b 0.29 OK Cb = 1.00 , Lb = 7.50 ft M013 .6D+.6W »+X 2.00 H1 -1b 0.27 OK KLz = 1.91 ft, KLy = 2.00 ft, Kz=0.96, Ky=1.00, Cb=1.00, Lb = 2.00 ft • Axial Check Member Result Name Case Offset Demand Fx Capacity Fx Code Unity Details ft Ib Ib Ref. Check M002 M001 D+.6W »+X 2.00 .6D+.6W »+X 0.00 M012 .6D+.6W »+X 185.52 582.13 89440.61 90347.30 0.00 582.12 90347.30 E3-2FB D2-1 0.00 OK 0.01 OK D2-1 0.01 OK Page 3 VisualAnalysis 12.00.0020 (www.iesweb.com) KLz = 1.92 ft, KLy = 2.00 ft •. • • ••• • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ M013 D+.6W »+X 2.00 185.52 89440.61 E3-2FB 0.00 OK KLz = 1.91 ft, KLy = 2.00 ft Strong Flexure Check Member Result Name Case Offset Demand Mz Capacity Mz ft Ib -ft Ib -ft Code Ref. Unity Details Check M002 M001 M012 M013 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 2.00 -3680.20 7.50 -3878.94 7.50 -3878.98 2.00 -3680.17 13519.96 13519.96 13519.96 13519.96 F7-1 0.27 OK F7-1 0.29 OK F7-1 0.29 OK F7-1 0.27 OK Lb = 2.00 ft, Cb = 1.00 Lb= 7.50 ft, Cb = 1.00 Lb = 7.50 ft, Cb = 1.00 Lb = 2.00 ft, Cb = 1.00 Weak Flexure Check Member Result Name Case Offset Demand My Capacity My Code Unity ft Ib -ft Ib -ft Ref. Check Details M002 M001 M012 M013 D+.6W »+Z D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X 2.00 0.00 0.00 2.00 -7.29 -24.25 24.25 7.29 13519.96 13519.96 13519.96 13519.96 F7-1 F7-1 F7-1 F7-1 0.00 OK 0.00 OK 0.00 OK 0.00 OK Strong Shear Check •••• • • •••• Member Result Offset Name Case ft Demand Vy Capacity Vy Code Ib Ib Ref. M002 M001 M012 M013 .6D+.6W »+X .6D+.6W »+Z D+.6W »+Z .6D+.6W »+X 2.00 7.50 7.50 2.00 -1932.61 -338.43 -338.43 -1932.59 25754.67 25754.67 25754.67 25754.67 G2-1 G2-1 G2-1 G2-1 • tfnity • Details • (Sleek • •• • • •0!Q80K • 0.01 OK •a(1G1bK •.4oSOK • •••• • • •••• • • • •• • • • •• • Weak Shear Check • • •• •• • • . .• •• • • • ••• • • • • • • •• Member Result Name Case Offset Demand Vz Capacity Vz Code : 'Utiity Ref. • Check . • Retails .. • ft Ib Ib M002 M001 M012 M013 D+.75(L+.6W+Lr) »+X D+.6W »+Z D+.6H D+.6W »+Z 2.00 7.50 7.50 2.00 -0.66 5.01 -5.01 0.66 25754.67 25754.67 25754.67 25754.67 G2-1 G2-1 G2-1 G2-1 •••'0.D0OK... • 0.00 OK •�• • 0.00 OK 0.00 OK •• • Combined Torsion Check Member Result Name Case Offset Code Unity ft Ref. Check Details M002 .6D+.6W »+X 0.00 M001 .6D+.6W »+X 0.00 M012 .6D+.6W »+X 0.00 M013 .6D+.6W »+X 0.00 H3-6 0.00 OK H3-6 0.00 OK H3-6 0.00 OK H3-6 0.00 OK Tr = 2.44 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = -2.03 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 2.03 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = -2.44 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Torsion Shear Check Member Result Name Case Offset ft Demand Capacity Tau Code Unity Details Tau psf psf Ref. Check Page 4 VisualAnalysis 12.00.0020 (www.iesweb.com) • • ••. • ••• • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C: \ Users \ernesto\Desktop \ M002 D+.75(L+.6W+Lr) »+X 0.00 869.95 2379880.24 H3-1 M001 M012 M013 D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.6W »+Z 0.00 724.69 0.00 724.22 0.00 870.12 2379880.24 2379880.24 2379880.24 H3-1 H3-1 H3-1 0.00 OK 0.00 OK 0.00 OK 0.00 OK Tr = 4.07 Ib -ft, Venant Shear = 869.95 psf Tr = -3.39 Ib -ft, Venant Shear = 724.69 psf Tr = 3.39 Ib -ft, Venant Shear = 724.22 psf Tr = -4.07 Ib -ft, Venant Shear = 870.12 psf Design Group: PURLIN per AISC ASD (2010) Designed As: HSS2.500x.125, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (2): BmX001-c88, BmZ001 Combined Check Member Name Result Case Offset ft Code Ref. Unity Check Details BmX001-c88 BmZ001 D+.6H 6.00 H1 -1b D+.6W »+Z 0.00 H1 -lb 0.04 OK 0.02 OK Cb=1.00, Lb = 12.00 ft Cb=1.00, Lb=12.00ft •••• Axial Check • • • • • •. • • •••• • • • Member Result Offset Demand Fx Capacity Fx Code Name Case ft Ib Ib Ref. Unity Check 'Details • • BmX001-c88 D+.6H 0.00 BmZ001 D+.6W »+X 0.00 1.36 23936.53 D2-1 0.00 014••• • • • • 6.37 4486.90 E3-3FB 0.00 O'4 • • • •Lu = 1 1OOJt• ` ,KL=12A0ft.•• .• • Ow • •• Strong Flexure Check • • •. •• • • • •w •• • • • •` • •• Member Result Offset Name Case ft Demand Mz Capacity Mz lb -ft Ib -ft Code Ref. Unity: ` betailc • Check • • .. • BmX001-c88 D+.6H BmZ001 D+.6W »+Z 6.00 53.31 1514.97 F8-1 0.04 Cil. • ` Lb = 12..0o ft, • Cb = 1.00 ..: 12.00 -32.57 1514.97 F8-1 0.02 OK Lb = 12.00 ft, Cb = 1.00 • Weak Flexure Check Member Result Name Case Offset Demand My Capacity My Code ft Ib -ft Ib -ft Ref. Unity Check Details BmZ001 D+.6W »+Z 0.00 0.68 1514.97 F8-1 0.00 OK Strong Shear Check Member Name Result Case Offset Demand Vy Capacity Vy ft Ib Ib Code Ref. Unity Details Check BmX001-c88 D+.75(L+.6W+Lr) »+Z 12.00 -17.77 7180.96 BmZ001 D+.6W »+Z 12.00 -17.77 7180.96 G6-1, 2b G6-1, 2b 0.00 OK 0.00 OK Design Group: BOOM per AISC ASD (2010) Designed As: HSS4x4x1/8, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (22): BmX001-c106, BmX001-c105, BmX001-c104, BmX001-c103, BmX001-c102, BmX001-c101, BmX001-c100, BmX001-c107, BmX001-c85-2, BmX001-c85-3, BmX001-c87, BmX001-c90, BmX001-c86, BmX001-c99, BmX001-c98, BmX001-c97, BmX001-c96, BmX001-c95, BmX001-c93, Page 5 VisualAnalysis 12.00.0020 (www.iesweb.com) • • • • • .•• • ••• • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ BmX001-c94-2, BmX001-c94-3, BmX001-c92 • Combined Check Member Result Offset Code Unity Name Case ft Ref. Check Details BmX001-c106 BmX001-c105 BmX001-c104 BmX001-c103 BmX001-c102 BmX001-c101 BmX001-c100 BmX001-c107 BmX001-c85-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c96 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX001-c94-3 BmX001-c92 .6D+.6W »+X 0.00 H1 -1b 0.17 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 1.72 H1 -1b 0.17 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 1.72 H1 -1b 0.13 OK Cb = 1.00 , Lb=1.72ft .6D+.6W »+X 1.72 H1 -1b 0.16 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 1.72 H1 -1b 0.08 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 0.86 H1 -1b 0.00 OK Cb = 1.00 , Lb = 0.86 ft .6D+.6W »+X 1.72 H1 -1b 0.03 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 0.00 H1 -1b 0.13 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 0.00 H1 -1b 0.16 OK KL = 3.05 ft, Cb=1.00, Lb = 3.05 4•••• .6D+.6W»+X 0.00 H1 -1b 0.080K • pz=2.33k!••• •• • ••KLy= 3.05.ft, • •••Ifzt 0.76 • •• ...Lie-- 1.00 , • • ••Ch=1.00,•••• •• • • t 3.0"••••• .6D+.6W »+X 0.00 H1 -1b 0.17 OK �� KL 0.40 ft •�� •Lbw 1.00• • • • " L6=0.40 ft" " '• .6D+.6W »+X 1.32 H1 -1b 0.13 OK ;"jb; 1.00 , • • Lbft 1.32r • •• .6D+.6W »+X 0.40 H1 -1b 0.05 OK • 010 1.000, • ••tb r 0.404t•• • • •• .6D+.6W »+X 1.72 H1 -1b 0.17 OK Cb = 1.00 , ' Lb=1.72ft �• .6D+.6W »+X 1.72 H1 -1b 0.16 OK Cb = 1.00 , Lb=1.72ft .6D+.6W »+X 0.00 H1 -1b 0.13 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 0.86 H1 -1b 0.00 OK Cb = 1.00 , Lb = 0.86 ft .6D+.6W »+X 1.72 H1 -1b 0.08 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 1.72 H1 -1b 0.03 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 0.00 H1 -1b 0.17 OK KL = 3.25 ft, Cb=1.00, Lb = 3.25 ft .6D+.6W »+X 0.00 H1 -1b 0.08 0K KLz = 2.47 ft, KLy = 3.25 ft, Kz=0.76, Ky=1.00, Cb=1.00, Lb = 3.25 ft .6D+.6W »+X 0.00 H1 -1b 0.17 OK Cb = 1.00 , Lb = 1.72 ft Page 6 VisualAnalysis 12.00.0020 (www.iesweb.com) •••• • • • • •••• • • • • • • • • •• ••• •• • ••• • ••• • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check BmX001-c106 .6D+.6W »+X 0.00 2074.75 48754.49 D2-1 0.04 OK BmX001-c105 .6D+.6W »+X 0.00 2079.89 48754.49 D2-1 0.04 OK BmX001-c104 .6D+.6W »+X 0.00 2047.47 48754.49 D2-1 0.04 OK BmX001-c103 .6D+.6W »+Z 1.72 335.07 48193.03 E3-2FB 0.01 OK Lu = 1.72 ft, KL=1.72ft BmX001-c102 .6D+.6W »+Z 1.72 229.87 48193.03 E3-2FB 0.00 OK Lu = 1.72 ft, KL = 1.72 ft BmX001-c101 .6D+.6W »+Z 0.86 40.34 48613.52 E3-2FB 0.00 OK Lu = 0.86 ft, KL = 0.86 ft BmX001-c100 .6D+.6W »+Z 1.72 127.76 48193.03 E3-2FB 0.00 OK Lu = 1.72 ft, KL = 1.72 ft BmX001-c107 .6D+.6W »+X 0.00 2038.50 48754.49 D2-1 0.04 OK BmX001-c85-2 .6D+.6W »+X 0.00 1932.59 47019.51 E3-2FB 0.04 OK Lu = 3.05 ft, KL = 3.05 ft BmX001-c85-3 .6D+.6W »+X 0.00 1932.59 47019.51 E3-2FB 0.04 OK KLz = 2.33 ft, KLy = 3.05 ft BmX001-c87 .6D+.6W »+X 0.00 1932.59 48685.80 E3-2FTB 0.04 OK Lu = 0.40 ft, KL = 0.40 ft BmX001-c90 .6D+.6W »+X 0.00 2047.39 48754.49 D2-1 0.04 OK BmX001-c86 .6D+.6W »+X 0.00 2047.49 48754.49 D2-1 0.04 OK BmX001-c99 .6D+.6W »+X 0.00 2079.92 48754.49 D2-1 0.04 OK BmX001-c98 .6D+.6W »+Z 1.72 335.07 48193.03 E3-2FB 0.01 OK •' 1V; 1.72 ft, • ••• •'ML.'= 1.72 ft' •BmX001-c97 .6D+.6W »+X 0.00 2038.53 48754.49 D2-1 •10.04'OK • • BmX001-c96 .6D+.6W »+Z 0.86 40.34 48613.52 E3-2FB • • a!QO»OK • Lu = 0.86 fI! • • KL=0.866 BmX001-c95 .6D+.6W »+Z 1.72 229.87 48193.03 E3-2FB • QQ0 OK •.I1b= 1.72 fC • • • • J•e 1.72 ft BmX001-c93 .6D+.6W »+Z 1.72 127.76 48193.03 E3-2FB . • p•40.OK • Lu :1.72 ft • •.•• • • • 14L.1.72 i• BmX001-c94-2 .6D+.6W »+X 0.00 1932.61 46788.57 E3-2FB • 04 OK ••Lu• = 3.25 ft, fZl.=3.25ft BmX001-c94-3 .6D+.6W »+X 0.00 1932.61 46788.57 E3 -2F8 • 0.0410K ; •.ILI}_•= 2.47•' BmX001-c92 .6D+.6W »+X 0.00 2074.78 48754.49 D2-1 • • • ft • •••• • •• Ly: 3.254t 0.04 OK Strong Flexure Check Member Name Result Case Offset Demand Mz Capacity Mz Code Unity Details ft Ib -ft Ib -ft Ref. Check BmX001-c106 .6D+.6W »+X BmX001-c105 .6D+.6W »+X BmX001-c104 .6D+.6W »+X BmX001-c103 .6D+.6W »+X BmX001-c102 .6D+.6W »+X BmX001-c101 .6D+.6W »+X BmX001-c100 .6D+.6W »+X BmX001-c107 .6D+.6W »+X 0.00 1.72 801.09 801.09 1.72 609.76 1.72 879.46 1.72 447.29 0.86 19.68 1.72 158.32 0.00 595.92 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 F7-2 F7-2 0.15 OK 0.15 OK F7-2 0.11 OK F7-2 0.16 OK F7-2 0.08 OK F7-2 0.00 OK F7-2 0.03 OK F7-2 0.11 OK Page 7 VisualAnalysis 12.00.0020 (www.iesweb.com) Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb= 1.72 ft, Cb = 1.00 Lb= 0.86 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 1 • • ••• • • • ••• ••• • • • • •• ••• �• ••• • • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C : \Users\e rn a sto\Desktop\ BmX001-c85-2 .6D+.6W »+X 0.00 778.25 5482.64 F7-2 BmX001-c85-3 .6D+.6W »+X 0.00 313.45 5482.64 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c96 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX001-c94-3 BmX001-c92 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 0.00 836.89 5482.64 1.32 609.76 5482.64 0.40 160.28 5482.64 1.72 801.10 5482.64 1.72 879.46 5482.64 0.00 595.92 5482.64 0.86 19.68 5482.64 1.72 447.29 5482.64 1.72 158.32 5482.64 0.00 836.90 5482.64 0.00 345.06 5482.64 0.00 801.10 5482.64 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 0.14 OK 0.06 OK 0.15 OK 0.11 OK 0.03 OK 0.15 OK 0.16 OK 0.11 OK 0.00 OK 0.08 OK 0.03 OK 0.15 OK 0.06 OK 0.1FOK• • • Lb = 3.05 ft, Cb = 1.00 Lb = 3.05 ft, Cb = 1.00 Lb = 0.40 ft, Cb = 1.00 Lb = 1.32 ft, Cb = 1.00 Lb = 0.40 ft, Cb = 1.00 Lb= 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb= 1.72 ft, Cb=1.00 Lb = 0.86 ft, Cb = 1.00 Lb= 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 3.25 ft, Cb = 1.00 Lb = 3.25 ft, Cb = 1.00• Lb =.1.TZ Cb=_1.00_ Weak Flexure Check • ..... . • .• Member Name Result Offset Case ft Demand Capacity My Code • • • JJnity • •Retails ; • My Ib -ft Ib -ft • • •• •••• •••• •• Ref. • • • • deck • • • BmX001-c106 BmX001-c105 BmX001-c104 BmX001-c103 BmX001-c102 BmX001-c100 BmX001-c107 BmX001-c85-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX001-c94-3 BmX001-c92 D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.6W »+X D+.6W »+X D+.6H D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+X D+.75(L+.6W+Lr) »+X D+.6W »+X D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X 0.00 1.72 1.72 1.72 1.72 1.72 0.00 3.05 3.05 0.00 1.32 0.40 1.72 1.72 0.00 1.72 1.72 3.25 3.25 0.00 -18.68 -7.62 -7.68 -6.93 -4.68 -2.35 -11.78 -2.06 -4.07 0.22 7.68 6.75 7.62 6.93 11.78 4.68 2.35 1.92 4.07 18.68 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 ••••p!000K••••.: 000 OK • • 000 OK • 0700 0K. • 1%00 0 K. '• O'000K•••• 0.00 OK •• 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK • • •• •• •• • Strong Shear Check Member Name Result Offset Case ft Demand Vy Capacity Vy Code Ib Ib Ref. Unity Details Check BmX001-c106 BmX001-c105 BmX001-c104 BmX001-c103 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 0.00 1.72 1.72 1.72 -164.45 156.28 374.21 295.90 13557.91 13557.91 13557.91 13557.91 Page 8 VisualAnalysis 12.00.0020 (www.iesweb.com) G2-1 G2-1 G2-1 G2-1 0.01 OK 0.01 OK 0.03 OK 0.02 OK • •••• • ••. ••. •••• • • • •••• • ••• • • Project: 204618 KorKat Miami Shores Village , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ BmX001-c102 .6D+.6W »+X BmX001-c101 .6D+.6W »+X BmX001-c100 BmX001-c107 BmX001-c85-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c96 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX001-c94-3 BmX001-c92 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 1.72 0.86 1.72 0.00 3.05 3.05 0.40 1.32 0.40 1.72 1.72 0.00 0.86 1.72 1.72 3.25 3.25 0.00 212.91 45.64 125.86 -380.92 -157.94 -168.98 -146.90 374.22 304.77 156.29 295.90 - 380.93 45.64 212.91 125.86 -157.22 - 168.98 - 164.45 SINGLE X-11 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 0.02 OK 0.00 OK 0.01 OK 0.03 OK 0.01 OK 0.01 OK 0.01 OK 0.03 OK 0.02 OK 0.01 OK 0.02 OK 0.03 OK 0.00 OK 0.02 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK Weak Shear Check Member Name Result Case Offset Demand Vz Capacity Vz ft Ib Ib Code Ref. Unity Details Check BmX001-c106 BmX001-c105 BmX001-c104 BmX001-c103 BmX001-c102 BmX001-c100 BmX001-c107 BmX001-c85-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c95 BmX001-c93 BmX001-c94-2 BmX001-c94-3 BmX001-c92 D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.6H D+.75(L+.6W+Lr) »+X D+.6H D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+Z D+.6W »+Z D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X 1.72 1.72 1.72 1.72 1.72 1.72 1.72 3.05 3.05 0.40 1.32 0.40 1.72 1.72 1.72 1.72 1.72 3.25 3.25 1.72 5.67 - 0.70 -0.70 -1.36 -1.36 -1.36 5.67 -0.66 - 0.66 -0.66 0.70 0.70 0.70 1.36 -5.67 1.36 1.36 0.66 0.66 -5.67 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 G2-1 0.00 OK G2-1 0.00 OK G2-1 0.00 OK G2-1 G2-1 ; • •Q.00 OK • • • • G2-1 • • e.00 Olt • G2-1 0.00 014 G2-1 • 0.00 OK • 0.00 OK'. G2-1 G2-1 •0.0001..••• G2-1 Q.00 OK • G2-1 • 0.00 014 • • G2-1 " "0.00 OK •• •• G2-1 . • Q.00 OK G2-1 • 0.00 OI{ G2-1 : • •Q.00 Oil G2-1 • • 0.00 014 • • • G2-1 0.00 OK ' • • G2-1 0.00 OK G2-1 0.00 OK ••.•0.000K..•. • ••1 ... • ..l . 411 •.i ... ..I . Combined Torsion Check Member Name Result Case Offset ft Code Ref. Unity Check Details BmX001-c106 .6D+.6W »+X 0.00 BmX001-c105 .6D+.6W »+X 0.00 BmX001-c104 .6D+.6W »+X 0.00 BmX001-c103 D+.6H 0.00 BmX001-c107 .6D+.6W »+X 0.00 H3-6 0.00 OK H3-6 0.00 OK H3-6 0.00 OK H3-6 0.00 OK H3-6 0.00 OK Tr = 11.98 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = -5.45 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = -4.82 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = -1.04 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 11.05 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Page 9 VisualAnalysis 12.00.0020 (www.iesweb.com) ••• • •• ••• • ••• • .• • ••. • •• ••• • ••• • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C: \Users\e rn esto\Desktop\ BmX001-c85-2 .6D+.6W »+X 0.00 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c94-2 BmX001-c94-3 BmX001-c92 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6H .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK 0.00 H3-6 0.00 OK Tr = 3.58 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 3.58 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 3.58 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 4.82 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 4.82 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 5.45 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = 1.04 lb -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = -11.05 lb -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Tr = -3.58 Ib -ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 • • Tr = -3.58 lb -ft, • • • Combined Torsion Check Skipped, Torsion Unity < 0.20 • Tr = -11.98 Ib -ft, Combined Torsion CheClt'Sltipped, Torsion Unity < 0.20 • • • • • .•. •••• • •••• • •••• • • • Torsion Shear Check •• •• • • • • . ..• . • Member Name Result Case Offset Demand Tau ft psf Capacity Code Tau psf Ref. Unity DOVIIs•; • • Check • ••• •• • • • • BmX001-c10 6 BmX001-c10 5 BmX001-c10 4 BmX001-c10 3 BmX001-c10 7 BmX001-c85 - 2 BmX001-c85 - 3 BmX001-c87 BmX001-c90 D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.6W »+X D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.75(L+.6W+Lr) »+X D+.6W »+Z BmX001-c86 D+.6W »+Z BmX001-c99 D+.6W »+Z 0.00 9876.56 0.00 4490.45 0.00 3969.46 0.00 515.07 0.00 9111.77 0.00 2950.80 0.00 2950.80 0.00 2950.80 0.00 3969.75 0.00 3969.75 0.00 4490.77 2379880.24 H3-1 2379880.24 H3-1 2379880.24 H3-1 2379880.24 H3-1 0.00 OK 0.00 OK 0.00 OK 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK Page 10 VisualAnalysis 12.00.0020 (www.iesweb.com) Tr 7'19.9! lb -ft, •••. Venant Shear = 9876.58 psf Tr = -9.08 Ib -ft, Venant Shear = 4490.45 psf Tr = -8.03 Ib -ft, Venant Shear = 3969.46 psf Tr = -1.04 Ib -ft, Venant Shear = 515.07 psf Tr = 18.42 lb -ft, Venant Shear = 9111.77 psf Tr = 5.97 Ib -ft, Venant Shear = 2950.80 psf Tr = 5.97 Ib -ft, Venant Shear = 2950.80 psf Tr = 5.97 Ib -ft, Venant Shear = 2950.80 psf Tr = 8.03 lb -ft, Venant Shear = 3969.75 psf Tr = 8.03 Ib -ft, Venant Shear = 3969.75 psf Tr = 9.08 Ib -ft, Venant Shear = 4490.77 psf • • ..• • •••• • Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ BmX001-c98 D+.6H 0.00 515.07 2379880.24 H3-1 0.00 OK BmX001-c97 D+.6W »+Z BmX001-c94 D+.6W »+Z - 2 BmX001-c94 D+.6W »+Z - 3 BmX001-c92 D+.6W »+Z 0.00 9112.81 0.00 2951.07 0.00 2951.07 0.00 9877.55 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK 2379880.24 H3-1 0.00 OK Tr = 1.04 Ib -ft, Venant Shear = 515.07 psf Tr = -18.42 Ib -ft, Venant Shear = 9112.81 psf Tr = -5.97 Ib -ft, Venant Shear = 2951.07 psf Tr = -5.97 Ib -ft, Venant Shear = 2951.07 psf Tr = -19.97 Ib -ft, Venant Shear = 9877.55 psf Member Unity Checks Member Unit Controlling y Case Check Model Shape Design Material Referen Specificatio Shape ce n BmX001-c 85-2 0.16 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b AISC ASD 46ksi) (2010) BmX001-c 85-3 0.08 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 86 0.05 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 87 0.17 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 88 0.04 D+.6H Combined Check HSS2.500x .125 HSS2.500x. ASTM A500 Grade B (Fy = H1 -1b AISC ASD 125 46ksi) ..0010) BmX001-c 90 0.13 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = •H1 -1b ••RISC ASD.., 46ksi) • .. • : • (2Q10) BmX001-c 92 0.17 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy=,.• A1 -1b 46ksi) • : •' IM ASD •., (2010) i BmX001-c 93 0.03 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1 /8 ASTM A500 Grade B (Fy = Fi1-1 b 46ksi) •••••• AISC ASD •. • .' "(no) • BmX001-c 94-2 0.17 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fyv"H1-1b 46ksi) • • •'MSC ASD '•; • • (20-00) • •' BmX001-c 94-3 0.08 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fr= • •H1 -1b 46ksi) •'AIMe ASD ••' (2010) BmX001-c 95 0.08 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = F41 -1b 46ksi) • • • ANC ASD • • : • (/61.0) • BmX001-c 96 0.00 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy.=. • al -lb • • AISG ASD :•1 46ksi) (MD) BmX001-c 97 0.13 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 98 0.16 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 99 0.17 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 100 0.03 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 101 0.00 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 102 0.08 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 103 0.16 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 104 0.13 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 105 0.17 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 106 0.17 .6D+.6W »+X Combined Check HSS4x4x1/ 8 HSS4x4x1/8 ASTM A500 Grade B (Fy = H1 -1b 46ksi) AISC ASD (2010) BmX001-c 0.13 .6D+.6W »+X Combined HSS4x4x1/ HSS4x4x1/8 ASTM A500 Grade B (Fy = H1-1 b AISC ASD Page 11 VisualAnalysis 12.00.0020 (www.iesweb.com) . • • • • • ••• • ••• • • • • •• •. • •' • ••• • ••• Project: 204618 KorKat Miami Shores Village SINGLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village SINGLE X-11 C:\Users\ernesto\Desktop\ 107 Check 8 46ksi) (2010) BmZ001 0.02 D+.6W »+Z Combined Check HSS2.500x .125 HSS2.500x. 125 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M001 0.29 .6D+.6W »+X Combined Check HSS5x5x3/ 16 HSS5x5x3/1 6 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2005) M002 0.27 .6D+.6W »+X Combined Check HSS5x5x3/ 16 HSS5x5x3/1 6 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2005) M012 0.29 .6D+.6W »+X Combined Check HSS5x5x3/ 16 HSS5x5x3/1 6 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2005) M013 0.27 .6D+.6W »+X Combined Check HSS5x5x3/ 16 HSS5x5x3/1 6 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2005) .. • . . . . • .... . . . .. . . • . . . .... .... . . . . .... .... . . .. .. . . . . . . . . .. . . • . . • . . . . .. . Page 12 VisualAnalysis 12.00.0020 (www.iesweb.com) ... . . • .. Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\204618 KorKat Miami Shores Village DOUBLE X-11 12 X 24P X 8H.vap Company: SOLAR DYNAMICS CORP. Billing: 204618 KorKat Miami Shores Village DOUBLE X-11 VisualAnalysis 12.00.0020 Report Table of Contents Project Header Project Notes Table of Contents Design Criteria Design Groups Load Case Summary Load Combination Summary Load Cases Area Loads Design Group Results Member Unity Checks Design Criteria Building Code Load Combinations: ASCE 7-10 ASD Vertical Direction: Y, Ground Elevation = 0.00 ft Occupancy Category: II Seismic Data (For load combination generation): Spectral Acceleration (SDS) = 0.150 Seismic Design Category: A Overstrength Omega0:X=2.5, Z=2.5 Seismic Redundancy Rho: X=1, Z=1 Wind Data: Speed = 180 mph, Gust Factor= 0.85 Design GrouDs • .• ••• • . • • • •. • ▪ • • • • FRAME ONLY @ 180 mph Group/Mesh Elements LL Factor -- Unity.Design SFiape Overstrength Specification BOOM 44 1.00 0.10 HSS4x4x1/8 No AISC ASD (2010) COLUMN 4 1.00... .0.97.HSS5x5.3/16& No AISC ASD (2005) PURLIN 6 1:00 _ _ :d.10 GSS2.885x22i: No AISCASD(2010) • •• • • • •• • • •.• • ... • • • Page 1 • 62www. iesweb. com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ Load Case Summary 2 Service Load Cases 5 Equation Combinations Load Combination Summary Equation Combination: .6D+.6W »+X Design Category: Allowable (ASD) Combination: 0.60D + 0.60W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Equation Combination: .6D+.7Di Design Category: Allowable (ASD) Combination: 0.60D Contributing Cases & Source Dead loads (D) Equation Combination: D+.6H Design Category: Allowable (ASD) Combination: D Contributing Cases & Source Dead loads (D) Equation Combination: D+.6W »+X Design Category: Allowable (ASD) Combination: D + 0.60W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) Equation Combination: D+.75(L+.6W+Lr) »+X Design Category: Allowable (ASD) Combination: D + 0.45W+X Contributing Cases & Source Dead loads (D) Wind loads ASCE7-10- UPLIFT A (W+X) .. .•. • • • • • .• • • • • • • • • • •• ••• •• . • • •• • ••• • • ••• • • • • • • • • • • • • • • • . • • • • • • • • • • • • • •• • • • •• • • ••• • ••• • • • Page 2 • •44sualAnalysi912.00.0 20 Fwww.iesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ Load Cases Load Case Design Checks Seismic Type Results Analyze? Envelope? ( 2)Dead loads -NA- -NA- Yes Yes Yes ( 4)Wind loads ASCE7-10- UPLIFT A -NA- -NA- Yes Yes Yes ( 5).6D+.6W »+X Allowable (ASD) -NA- Yes Yes No (6).6D+.7Di Allowable (ASD) -NA- Yes Yes No (7)D+.6H Allowable (ASD) -NA- Yes Yes No (8)D+.6W »+X Allowable (ASD) -NA- Yes Yes No (9)D+.75(L+.6W+Lr) »+X Allowable (ASD) -NA- Yes Yes No Design Group Results Design Group: COLUMN per AISC ASD (2005) Designed As: HSS5x5x3/16, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (4): M002, M001, M012, M013 Combined Check Member Result Offset Code Unity Name Case ft Ref. Check Details M002 D+.6W »+X 2.00 H1 -1b 0.11 OK KLz = 1.85 ft, KLy = 2.00 ft, Kz = 0.93 , Ky=1.00, Cb=1.00, Lb = 2.00 ft M001 D+.6W»+X 7.50 H1 -lb 0.970K KL=6.54 ft, Cb=1.00, Lb = 7.50 ft M012 D+.6W »+X 7.50 H1 -1b 0.97 0K KL = 6.54 ft, Cb=1.00, Lb = 7.50 ft M013 D+.6W »+X 2.00 . • . .H1.- , : : • 0.11 OK KLz = 1.85 ft, •• • • • • • KLy =2.00 ft, ••• ••• •• • • • •• Kz=0.92, Ky=1.00, Cb=1.00, • ••• • • ••• • Lb=2.00ft Axial Check 1 Member Result Offset WWWW •• • • • • • • • • • • • •• • • • •• • .•• • • •• •• • •• Demand Fx • **Capacity Fx • Code Page 3 • •1.6suelAnalysi91 a OO.000O fwww.iesweb. com) • • • • • • •• • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Unity Details 1 Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ Name Case ft Ib Ib Ref. Check M002 M001 M012 M013 D+.6W »+X D+.6W »+X D+.6H D+.6H 2.00 7.50 7.50 2.00 34.54 464.51 464.53 36.11 89440.61 81109.79 81109.79 89440.61 E3-2FB E3-2FB E3-2FB E3-2FB 0.00 OK 0.01 OK 0.01 OK 0.00 OK KLz = 1.85 ft, KLy = 2.00 ft Lu = 7.50 ft, KL = 6.54 ft Lu = 7.50 ft, KL = 6.54 ft KLz = 1.85 ft, KLy=2.00ft Strong Flexure Check Member Name Result Case Offset ft Demand Mz Capacity Mz Ib -ft Ib -ft Code Ref. Unity Check Details M002 M001 M012 M013 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 2.00 1500.01 13519.96 F7-1 0.11 OK Lb = 2.00 ft, Cb = 1.00 7.50 13078.17 13519.96 F7-1 0.97 OK Lb = 7.50 ft, Cb = 1.00 7.50 13077.82 13519.96 F7-1 0.97 OK Lb = 7.50 ft, Cb = 1.00 2.00 1499.95 13519.96 F7-1 0.11 OK Lb = 2.00 ft, Cb = 1.00 Weak Flexure Check Member Name Result Case Offset ft Demand My Capacity My Ib -ft Ib -ft Code Ref. Unity Check Details M002 M001 M012 M013 D+.6W»+X D+.6H D+.6W »+X D+.6W »+X 0.00 7.50 7.50 0.00 0.01 -0.01 0.01 -0.01 13519.96 13519.96 13519.96 13519.96 F7-1 F7-1 F7-1 F7-1 0.00 OK 0.00 OK 0.00 OK 0.00 OK Strong Shear Check Member Name Result Case Offset ft Demand Vy Capacity Vy Ib Ib Code Ref. Unity Check Details M002 .6D+.6W »+X 2.00 804.85 25754.67 M001 D+.6W »+X 7.50 ••1t1$.ta • • • 2:754.g7 M012 D+.6W »+X 7.50 '.1518.5: '• • • •23734.67 M013 .6D+.6W »+X 2.00 •1304.98• •. . • 2':751.67 G2-1 G2-1 G2-1 G2-1 0.03 OK 0.06 OK 0.06 OK 0.03 OK Design Group: PURLIN per AISC ASD (2010) • ••• • • ••• 6 • • • • • • • • • • • • • • • • • • • • • 6 • • • • • • •• • • • •• • • ••• • ••• • • • Page 4 • •YisuelAnalysis 12.04,Q420.(www4esweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ Designed As: HSS2.875x.125, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (6): BmZ002, BmZ001, BmX007, BmX008, BmX001-c89, BmX001-c88 Combined Check Member Result Offset Code Unity Name Case ft Ref. Check Details BmZ002 BmZ001 BmX007 BmX008 BmX001-c89 BmX001-c88 D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X 6.00 6.00 6.00 6.00 6.00 6.00 H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b H1 -1b 0.19 OK 0.19 OK 0.19 OK 0.19 OK 0.19 OK 0.19 OK Cb=1.00, Lb = 12.00 ft Cb=1.00, Lb = 12.00 ft Cb=1.00, Lb = 12.00 ft Cb=1.00, Lb = 12.00 ft Cb=1.00, Lb = 12.00 ft Cb=1.00, Lb = 12.00 ft Axial Check Member Name Result Case Offset ft Demand Fx Capacity Fx Ib Ib Code Ref. Unity Check Details BmX007 .6D+.6W »+X 0.00 1.82 BmX008 .6D+.6W »+X 12.00 BmX001-c89 D+.6W »+X 0.00 1.79 0.01 6942.25 E3-3FB 0.00 OK Lu = 12.00 ft, KL = 12.00 ft 6942.25 E3-3FB 0.00 OK Lu = 12.00 ft, KL = 12.00 ft 6944.19 E3-3FB 0.00 OK Lu = 12.00 ft, KL=12.00ft Strong Flexure Check Member Name Result Case Offset ft Demand Mz Capacity Mz Ib -ft lb -ft Code Ref. Unity Check Details BmZ002 D+.6W »+X BmZ001 D+.6W »+X BmX007 D+.6H BmX008 D+.6H BmX001-c89 D+.6W »+X 6.00 61.96 2029.14 6.00 61.96 ••• ••: • :200s14: • ••• • • •• • • • • . 6.00 61.97 •• •• . •�20t9.14.•• •• •• ••• •• • • • •• 6.00 61.97 2029.14 6.00 61.96 • ••• •••20Q9!14 ••• ••• •• • • • • • • 1 • • • • • • • • • • •. • • • •• • • ••• • ••• * • 1 F8-1 F8-1 F8-1 F8-1 F8-1 Page 5 .•' ist{alAnalysis 14.0QQ420fwww4esweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 0.03 OK 0.03 OK 0.03 OK 0.03 OK 0.03 OK Lb = 12.00 ft, Cb = 1.00 Lb = 12.00 ft, Cb = 1.00 Lb = 12.00 ft, Cb = 1.00 Lb = 12.00 ft, Cb = 1.00 Lb = 12.00 ft, Cb = 1.00 Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ BmX001-c88 D+.6W »+X 6.00 61.96 2029.14 F8-1 0.03 OK Lb = 12.00 ft, Cb = 1.00 Weak Flexure Check Member Name Result Case Offset ft Demand My Ib -ft Capacity My Ib -ft Code Ref. Unity Check Details BmZ002 BmZ001 BmX007 BmX008 BmX001-c89 BmX001-c88 .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 6.00 6.00 6.00 6.00 6.00 6.00 324.00 -324.00 324.05 324.05 -324.00 324.00 2029.14 2029.14 2029.14 2029.14 2029.14 2029.14 F8-1 F8-1 F8-1 F8-1 F8-1 F8-1 0.16 OK 0.16 OK 0.16 OK 0.16 OK 0.16 OK 0.16 OK Strong Shear Check Member Name Result Case Offset ft Demand Vy Capacity Vy Ib Ib Code Ref. Unity Check Details BmZ002 BmZ001 BmX007 BmX008 BmX001-c89 BmX001-c88 D+.6H D+.6H D+.6H D+.6H D+.6H D+.6H 12.00 12.00 12.00 12.00 12.00 12.00 -20.65 -20.65 -20.66 -20.66 -20.65 -20.65 8346.11 8346.11 8346.11 8346.11 8346.11 8346.11 G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Weak Shear Check Member Name Result Case Offset ft Demand Vz Capacity Vz Ib Ib Code Ref. Unity Check Details BmZ002 BmZ001 BmX007 BmX008 BmX001-c89 BmX001-c88 D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X 12.00 12.00 12.00 12.00 12.00 12.00 -108.00 108.00 -108.00 -108.00 108.00 -108.00 8346.11 8346.11 8346.11 8346.11 8346.11 8346.11 G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b G6-1, 2b 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK Design Group: BOOM per AISC ASD (2010) • •• ••• • • • • • •• • • • • ••' ••• •• • • • •• Designed As: HSS4x4x1/8, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Members Included (44): BmX001-c106, BmX001-c105, BmX001-c104, BmX001-c103, BmX001-c102, BmX001-c101, BmX001-c100, BmX001-c107, BmX001-c85-2, amAaQ1-3, �i%OQ?� BmeAt BmX001-c87, BmX001-c90, BmX001-c86, BmX001-c99, BmX01-48, jnXQ01497•• Iln401494 BmX001-c95, BmX001-c93, BmX001-c94-2, BmX003, BmX0 ,Bmr606, OSIct94-3,:l,X I -c92, Page 6 •. ist IAna{ysii 1$.OQQQ2O (wwwdesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M005, M003-3, M006, M003-2, M007, M010, M009, M004-3, M011, M015-3, M016, M017, M018, M019, M020, M021, M022 Combined Check Member Result Offset Code Unity Name Case ft Ref. Check Details BmX001-c106 BmX001-c105 BmX001-c104 BmX001-c103 BmX001-c102 BmX001-c101 BmX001-c100 BmX001-c107 BmX001-c85-2 BmX001-3 BmX001-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 D+.6H 0.00 H1 -1b 0.04 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft 1.72 H1 -1b 0.04 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft D+.6H 1.72 H1 -1b 0.04 OK KL = 1.72 ft, Cb=1.00, Lb=1.72ft D+.6H 1.72 H1 -1b 0.04 OK Cb = 1.00 , Lb = 1.72 ft D+.6H 1.72 H1 -1b 0.02 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 0.86 H1 -1b 0.00 OK Cb = 1.00 , Lb = 0.86 ft .6D+.6W »+X 1.72 H1 -lb 0.01 OK Cb = 1.00 , Lb = 1.72 ft .6D+.6W »+X 1.72 H1 -1b 0.05 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft D+.6H 0.00 H1 -1b 0.04 OK Cb = 1.00 , Lb = 3.05 ft D+.6W »+X 0.00 H1 -lb 0.02 OK Cb = 1.00 , Lb = 3.05 ft D+.6W »+X 0.00 H1 -1b 0.05 OK Cb = 1.00 , Lb=3.05ft D+.6H 0.00 H1 -lb 0.02 OK Cb = 1.00 , Lb = 3.05 ft D+.6H 0.00 H1 -1b 0.04 OK Cb = 1.00 , •• ••• • • • • • •• Lb=0.40ft D+.6H :.32 • •• • . . 1:11.•1b 0.04 OK KL = 1.32 ft, •. • ••Cb = 1.00 , •• ••• •• • • • •• Lb=1.32ft D+.6W »+X 0.00 H1 -1b 0.03 OK KL = 0.40 ft, Cb=1.00, Lb = 0.40 ft D+.6 H • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • ••• • ••• • • • •• • • • • ••• Page 7 VisuvlAgalysi$t2.00.0020 jwww.iesweb.com) • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ BmX001-c99 D+.6H 1.72 H1 -1b 0.04 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft BmX001-c98 D+.6H 1.72 H1 -1b 0.04 OK Cb = 1.00 , Lb = 1.72 ft BmX001-c97 .6D+.6W »+X 1.72 H1 -1b 0.05 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft BmX001-c96 .6D+.6W »+X 0.86 H1 -lb 0.00 OK Cb = 1.00 , Lb = 0.86 ft BmX001-c95 D+.6H 1.72 H1 -1b 0.02 OK Cb = 1.00 , Lb = 1.72 ft BmX001-c93 .6D+.6W »+X 1.72 H1 -1b 0.01 OK Cb = 1.00 , Lb = 1.72 ft BmX001-c94-2 D+.6H 0.00 H1 -1b 0.04 OK Cb = 1.00 , Lb = 3.25 ft BmX003 D+.6W »+X 0.40 H1 -1b 0.04 OK KL = 0.40 ft, Cb=1.00, Lb = 0.40 ft BmX002 D+.6W »+X 1.32 H1 -1b 0.06 OK KL = 1.32 ft, Cb=1.00, Lb=1.32ft BmX006 D+.6W »+X 0.00 H1 -1b 0.05 OK Cb = 1.00 , Lb = 0.40 ft BmX001-c94-3 D+.6H 0.00 H1 -1b 0.02 OK Cb = 1.00 , Lb = 3.25 ft BmX001-c92 D+.6H 0.00 H1 -1b 0.04 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft M005 D+.6W »+X 1.72 H1 -1b 0.03 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft M003-3 D+.6W »+X 0.00 H1 -1b 0.02 OK Cb = 1.00 , Lb = 3.25 ft M006 D+.6W »+X 1.72 H1 -1b 0.05 OK KL = 1.72 ft, • • • •. • • • • • • • • Cb - 1.00 Lb = 1.72 ft M003-2 D+.6W »+X &CO • 41 •14) 0.05 OK Cb = 1.00 , ••• .•• •• • • . •• Lb=3.25ft M007 D+.6W »+X 1.72 H1 -1b 0.07 OK KL = 1.72 ft, Cb=1.00, • ••• • • ••• • Lb=1.72ft M010 D+.6W »+X i.00: : • : • H -1b: : 0.05 OK KL = 1.72 ft, • • • • • • • • • • • •• • • • •• • • Cb=1.00, ••• • ••• • • •Lb=1.72ft Page 8 ••• • VisuelAwalysi9iaoc oo2oEwww.iesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M009 D+.6W »+X 0.00 H1 -1b D+.6W »+X 0.86 H1 -1b M004-3 M011 M015-3 M016 M017 M018 M019 M020 M021 M022 D+.6W »+X 1.72 D+.6W »+X 0.86 D+.6W »+X 1.72 D+.6W »+X 1.72 D+.6W »+X 1.72 D+.6W »+X 1.72 D+.6W »+X 0.00 D+.6W »+X 0.00 D+.6W »+X 1.72 H1 -1b H1 -1b H1 -lb H1 -lb H1 -1b H1 -1b H1 -lb H1 -1b H1 -1b 0.06 OK 0.00 OK 0.10 OK 0.00 OK 0.03 OK 0.05 OK 0.07 OK 0.06 OK 0.06 OK 0.05 OK 0.10 OK KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft KL = 0.86 ft, Cb=1.00, Lb = 0.86 ft KL= 1.72 ft, Cb=1.00, Lb=1.72ft KL= 0.86 ft, Cb=1.00, Lb = 0.86 ft KL= 1.72 ft, Cb=1.00, Lb = 1.72 ft KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft KL = 1.72 ft, Cb=1.00, Lb = 1.72 ft Axial Check Member Result Offset • • Deur/nc FSC .•. : Cpppe ty Fx Code Unity Name Case ft ••Ib •• • _ •Ib� •• Ref. Check ••59U1 •• • •48 • 19 X03 596.44 48193.03 BmX001-c106 D+.6H 1.72 BmX001-c105 D+.6H 1.72 BmX001-c104 D+.6H 1.72 BmX001-c103 D+.6W »+X 1.72 • ••• • • ••• • 5:6.13 • • • • 48193./3 • • • • • • • • • • • ••• 210.27 i•• • 4816'4.49• Page 9 • • • • VistlAi al�sis #20D00201www.iesweb.com) •• • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Details E3-2FB 0.01 OK E3-2FB 0.01 OK E3-2FB 0.01 OK D2-1 0.00 OK Lu = 1.72 ft, KL = 1.72 ft Lu = 1.72 ft, KL=1.72ft Lu = 1.72 ft, KL=1.72ft Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ BmX001-c102 D+.6W »+X 1.72 191.31 48754.49 D2-1 0.00 OK BmX001-c101 D+.6W »+X 0.86 16.04 48754.49 D2-1 0.00 OK BmX001-c100 D+.6W »+X 1.72 157.13 48754.49 D2-1 0.00 OK BmX001-c107 D+.6H 1.72 586.20 48193.03 E3-2FB 0.01 OK Lu = 1.72 ft, KL=1.72ft BmX001-c85-2 D+.6W »+X 3.05 798.75 48754.49 D2-1 0.02 OK BmX001-3 D+.6H 0.00 577.22 48754.49 D2-1 0.01 OK BmX001-2 D+.6H 0.00 577.22 48754.49 D2-1 0.01 OK BmX001-c85-3 D+.6W »+X 3.05 961.65 48754.49 D2-1 0.02 OK BmX001-c87 D+.6W »+X 0.40 743.86 48754.49 D2-1 0.02 OK BmX001-c90 D+.6H 1.32 588.49 48422.58 E3-2FB 0.01 OK Lu = 1.32 ft, KL = 1.32 ft BmX001-c86 D+.6H 0.40 587.90 48685.94 E3-2FTB 0.01 OK Lu = 0.40 ft, KL = 0.40 ft BmX001-c99 D+.6H 1.72 598.87 48193.03 E3-2FB 0.01 OK Lu = 1.72 ft, KL = 1.72 ft BmX001-c98 D+.6W »+X 1.72 220.27 48754.49 D2-1 0.00 OK BmX001-c97 D+.6H 1.72 588.59 48193.03 E3-2FB 0.01 OK Lu = 1.72 ft, KL = 1.72 ft BmX001-c96 D+.6W »+X 0.86 16.04 48754.49 D2-1 0.00 OK BmX001-c95 D+.6W »+X 1.72 191.31 48754.49 D2-1 0.00 OK BmX001-c93 D+.6W »+X 1.72 157.13 48754.49 D2-1 0.00 OK BmX001-c94-2 D+.6W »+X 3.25 797.44 48754.49 D2-1 0.02 OK BmX003 D+.6W »+X 0.40 760.13 48685.94 E3-2FTB 0.02 OK Lu = 0.40 ft, KL = 0.40 ft BmX002 D+.6W »+X 1.32 784.49 48422.58 E3-2FB 0.02 OK Lu = 1.32 ft, KL = 1.32 ft BmX006 D+.6H 0.00 577.22 48754.49 D2-1 0.01 OK BmX001-c94-3 D+.6W »+X 3.25 963.95 48754.49 D2-1 0.02 OK BmX001-c92 D+.6H 1.72 598.95 48193.03 E3-2FB 0.01 OK Lu = 1.72 ft, KL = 1.72 ft M005 .6D+.6W »+X 1.72 135.99 48193.03 E3-2FB 0.00 OK Lu = 1.72 ft, KL=1.72ft M003-3 D+.6H 0.00 579.53 48754.49 D2-1 0.01 OK M006 .6D+.6W »+X 1.72 174.74 48193.03 E3-2FB 0.00 OK Lu = 1.72 ft, •• ••• • • •. .• KL=1.72ft M003-2 D+.6H 0.00 579.5 • • • • •4875.49 D2-1 0.01 OK M007 .6D+.6W »+X 1.72 •213.4 4 193.03 E3-2FB 0.00 OK Lu = 1.72 ft, •• ••• •. • • • •• KL=1.72ft M010 D+.6W »+X 1.72 840.96 48193.03 E3-2FB 0.02 OK Lu = 1.72 ft, KL=1.72ft M009 D+.6W »+X 1.72 : 8p.38• • • • • • 48'93.03 • E3-2FB 0.02 OK Lu = 1.72 ft, • • • • • • • • KL=1.72ft M004-3 .6D+.6W »+X 0.86 .• 13,896 •• : : •4861.3.12: E3-2FB 0.00 OK Lu = 0.86 ft, ••• • ••• • •• KL=0.86ft Page 10 • • • • VisuelAnal'si, �3�oA0020(www.iesweb.com) • • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M011 D+.6W »+X 1.72 841.37 48193.03 M015-3 .6D+.6W »+X 0.86 11.89 48613.52 M016 .6D+.6W »+X 1.72 135.99 48193.03 M017 .6D+.6W »+X 1.72 174.74 48193.03 M018 .6D+.6W »+X 1.72 213.46 48193.03 M019 D+.6W »+X 1.72 782.12 48193.03 M020 D+.6W »+X 1.72 818.94 48193.03 M021 D+.6W »+X 1.72 838.52 48193.03 M022 D+.6W »+X 1.72 838.98 48193.03 E3-2FB E3-2FB E3-2FB E3-2FB E3-2 F B E3-2FB E3-2FB E3-2FB E3-2FB 0.02 OK Lu = 1.72 ft, KL = 1.72 ft 0.00 OK Lu = 0.86 ft, KL = 0.86 ft 0.00 OK Lu = 1.72 ft, KL=1.72ft 0.00 OK Lu = 1.72 ft, KL=1.72ft 0.00 OK Lu = 1.72 ft, KL=1.72ft 0.02 OK Lu = 1.72 ft, KL=1.72ft 0.02 OK Lu = 1.72 ft, KL=1.72ft 0.02 OK Lu = 1.72 ft, KL=1.72ft 0.02 OK Lu = 1.72 ft, KL=1.72ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Name Case ft Ib -ft Ib -ft Ref. Check Details BmX001-c106 D+.6W »+X BmX001-c105 D+.6H BmX001-c104 D+.6H BmX001-c103 D+.6H 1.72 BmX001-c102 D+.6H 1.72 BmX001-c101 .6D+.6W »+X 0.86 BmX001-c100 .6D+.6W »+X 1.72 BmX001-c107 .6D+.6W »+X 1.72 BmX001-c85-2 D+.6H 0.00 BmX001-3 D+.6W »+X 0.00 BmX001-2 D+.6W »+X 0.00 1.72 1.72 1.72 -196.03 -189.13 -164.14 -210.64 -121.49 2.17 59.62 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 •. •.• • . • • • •• -246:1e.: • • • :4& .64 • • • • • • • • • • • • • -1185'18 • • • • 548'264 •• -108.58 5482•• .64• • • • • • • • • • • • • • • •:246.86' • • • • 5482.64 • • •• • • • •• • • ••• • ••• • • • Page 11 • • • • Vist IAialysi4 j2.0Q0020 jwww.iesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 0.04 OK 0.03 OK 0.03 OK 0.04 OK 0.02 OK 0.00 OK 0.01 OK 0.04 OK 0.03 OK 0.02 OK 0.05 OK Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb = 0.86 ft, Cb = 1.00 Lb = 1.72 ft, Cb = 1.00 Lb= 1.72 ft, Cb = 1.00 Lb = 3.05 ft, Cb = 1.00 Lb = 3.05 ft, Cb = 1.00 Lb = 3.05 ft, Cb = 1.00 Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ BmX001-c85-3 D+.6H 0.00 -59.23 5482.64 F7-2 0.01 OK Lb = 3.05 ft, Cb = 1.00 BmX001-c87 D+.6H 0.00 -205.95 5482.64 F7-2 0.04 OK Lb = 0.40 ft, Cb = 1.00 BmX001-c90 D+.6H 1.32 -164.29 5482.64 F7-2 0.03 OK Lb = 1.32 ft, Cb = 1.00 BmX001-c86 .6D+.6W »+X 0.00 116.09 5482.64 F7-2 0.02 OK Lb = 0.40 ft, Cb = 1.00 BmX001-c99 D+.6H 1.72 -189.69 5482.64 F7-2 0.03 OK Lb = 1.72 ft, Cb = 1.00 BmX001-c98 D+.6H 1.72 -210.62 5482.64 F7-2 0.04 OK Lb = 1.72 ft, Cb = 1.00 BmX001-c97 .6D+.6W »+X 1.72 -246.03 5482.64 F7-2 0.04 OK Lb = 1.72 ft, Cb = 1.00 BmX001-c96 .6D+.6W »+X 0.86 2.17 5482.64 F7-2 0.00 OK Lb = 0.86 ft, Cb = 1.00 BmX001-c95 D+.6H 1.72 -121.47 5482.64 F7-2 0.02 OK Lb = 1.72 ft, Cb = 1.00 BmX001-c93 .6D+.6W »+X 1.72 59.66 5482.64 F7-2 0.01 OK Lb = 1.72 ft, Cb = 1.00 BmX001-c94-2 D+.6H 0.00 -206.80 5482.64 F7-2 0.04 OK Lb = 3.25 ft, Cb = 1.00 BmX003 D+.6W »+X 0.40 -154.43 5482.64 F7-2 0.03 OK Lb = 0.40 ft, Cb = 1.00 BmX002 D+.6W »+X 1.32 -266.41 5482.64 F7-2 0.05 OK Lb = 1.32 ft, Cb = 1.00 BmX006 D+.6W »+X 0.00 -269.27 5482.64 F7-2 0.05 OK Lb = 0.40 ft, Cb = 1.00 BmX001-c94-3 D+.6H 0.00 -63.69 5482.64 F7-2 0.01 OK Lb = 3.25 ft, Cb = 1.00 BmX001-c92 D+.6W »+X 1.72 -196.47 5482.64 F7-2 0.04 OK Lb = 1.72 ft, Cb=1.00 M005 D+.6W »+X 1.72 -142.52 5482.64 F7-2 0.03 OK Lb = 1.72 ft, Cb=1.00 M003-3 D+.6W »+X 0.00 -113.70 5482.64 F7-2 0.02 OK Lb = 3.25 ft, Cb = 1.00 M006 D+.6W »+X 1.72 • • • -277:30 • • • • • • :548 6�4 F7-2 0.05 OK Lb = 1.72 ft, • • • • Cb = 1.00 M003-2 D+.6W »+X 0.00 ..' 2711(1•; '.' : .4$2.64 F7-2 0.05 OK Lb = 3.25 ft, Cb = 1.00 M007 D+.6W »+X 1.72 -392.30 5482.64 F7-2 0.07 OK Lb = 1.72 ft, • ••• • • ••• • Cb=1.00 M010 D+.6W »+X 0.00 : :217.5' • •• • 548214: F7-2 0.04 OK Lb = 1.72 ft, • •• ' • • •• •• • • •• • •Cb=1.00 ••• • ••• • • • Page 12 • • • • VisuelInalysia 42.0Q0020.(www.iesweb.com) • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M009 D+.6W »+X 0.00 -266.41 5482.64 F7-2 M004-3 D+.6W »+X 0.86 -5.28 5482.64 F7-2 M011 D+.6W »+X 1.72 517.13 5482.64 F7-2 M015-3 D+.6W »+X 0.86 -5.28 5482.64 F7-2 M016 D+.6W »+X 1.72 -142.51 5482.64 F7-2 M017 D+.6W »+X 1.72 -277.29 5482.64 F7-2 M018 D+.6W »+X 1.72 -392.29 5482.64 F7-2 M019 D+.6W »+X 1.72 -266.24 5482.64 F7-2 M020 D+.6W »+X 0.00 -266.24 5482.64 F7-2 M021 D+.6W »+X 0.00 -217.05 5482.64 F7-2 M022 D+.6W »+X 1.72 516.49 5482.64 F7-2 0.05 OK Lb = 1.72 ft, Cb = 1.00 0.00 OK Lb = 0.86 ft, Cb = 1.00 0.09 OK Lb = 1.72 ft, Cb = 1.00 0.00 OK Lb = 0.86 ft, Cb = 1.00 0.03 OK Lb = 1.72 ft, Cb = 1.00 0.05 OK Lb = 1.72 ft, Cb = 1.00 0.07 OK Lb = 1.72 ft, Cb = 1.00 0.05 OK Lb = 1.72 ft, Cb = 1.00 0.05 OK Lb = 1.72 ft, Cb = 1.00 0.04 OK Lb = 1.72 ft, Cb = 1.00 0.09 OK Lb = 1.72 ft, Cb = 1.00 Weak Flexure Check Member Result Offset Demand My Capacity My Code . Unity Name Case ft Ib -ft Ib -ft Ref. Check Details BmX001-c106 BmX001-c105 BmX001-c104 BmX001-c103 BmX001-c102 BmX001-c100 BmX001-c107 BmX001-c85-2 BmX001-3 BmX001-2 BmX001-c85-3 BmX001-c87 BmX001-c90 BmX001-c86 BmX001-c99 BmX001-c98 BmX001-c97 BmX001-c95 D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X D+.6W »+X 1.72 0.00 5482.64 1.72 0.00 5482.64 1.72 0.00 5482.64 1.72 -0.01 5482.64 1.72 -0.01 5482.64 1.72 -0.00 5482.64 1.72 0.00 5482.64 3.05 0.02 5482.64 0.00 0.02 5482.64 3.05 ••• ••O.12 • • • • •5482.64 0.00 •40.02• 5482.64 0.00 • • :0 �l 1 • •• • • •' ' 6482.64 0.00 " "6--0.01' ' ' • • 5482.64 0.00 -0.01 5482.64 0.00• •.• -0.09 • ••• 582.64 1.72• • 0.(41 • • • • 6482.64 0.00 • • . e0•00 . i • • ti4:2.64 1.72 i•• •• 0.i.. ••• i• 5482.64 Page 13 • • • • VisualMafysii 4Z.041.0020.(www.iesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ BmX001-c93 BmX001-c94-2 BmX003 BmX002 BmX006 BmX001-c94-3 BmX001-c92 M005 M003-3 M006 M003-2 M007 M010 M009 M011 M016 M017 M018 M019 M020 M021 M022 December 12, 2016 D+.6W »+X D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6W »+X D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X D+.6H .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X .6D+.6W »+X 1.72 3.25 0.00 0.00 0.00 0.00 0.00 1.72 0.00 1.72 3.25 1.72 0.00 0.00 1.72 1.72 1.72 1.72 0.00 0.00 0.00 0.00 0.00 -0.02 -0.00 - 0.00 - 0.01 -0.02 - 0.00 0.00 -0.02 0.00 -0.02 0.01 -0.00 -0.00 0.00 -0.00 -0.00 -0.01 0.00 0.00 0.00 0.00 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 5482.64 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 F7-2 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Name Case ft Ib Ib Ref. Check Details BmX001-c106 D+.6H 0.00 BmX001-c105 D+.6W »+X 1.72 BmX001-c104 D+.6W »+X 1.72 BmX001-c103 D+.6H 1.72 BmX001-c102 D+.6H 1.72 BmX001-c101 .6D+.6W »+X 0.86 BmX001-c100 .6D+.6W »+X 1.72 BmX001-c107 D+.6H 0.00 BmX001-c85-2 D+.6H 0.00 BmX001-3 D+.6W »+X 0.00 BmX001-2 D+.6W »+X 0.00 BmX001-c85-3 D+.6H 0.00 BmX001-c87 D+.6H 0.00 BmX001-c90 D+.6W »+X 1.32 BmX001-c86 D+.6W »+X 0.40 BmX001-c99 D+.6W »+X 1.72 BmX001-c98 D+.6H 1.72 BmX001-c97 D+.6H 0.00 69.34 13557.91 -66.04 13557.91 -108.22 13557.91 -56.89 13557.91 -45.49 13557.91 5.04 13557.91 36.08 13557.91 147.69 13557.91 50.57 13557.91 •• •••15,6U • • • •43557.91 • • lee.1a 13557.91 '• ';11;57. ; : ••• ',13557.91 •' • •'52.99 • • • • • 13557.91 -108.85 13557.91 -99.12 13557.91 • • •• • -66.3.1 • e • • :' .13557.91 •' • •-564$59e • • • :3:57.91 i•• • • 14;3•18 ••• i' •W57.91 Page 14 • • • • Visy,a14nahys44,1i.0Q.0020fwww.iesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • s • •• •• ••• • • • ••• • • 02-1 G2-1 G2-1 02-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 0.01 OK 0.00 OK 0.01 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.01 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.01 OK 0.01 OK 0.00 OK 0.00 OK 0.01 OK Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ BmX001-c96 .6D+.6W »+X 0.86 BmX001-c95 D+.6H 1.72 BmX001-c93 BmX001-c94-2 BmX003 BmX002 BmX006 BmX001-c94-3 BmX001-c92 M005 M003-3 M006 M003-2 M007 M010 M009 M004-3 M011 M015-3 M016 M017 M018 M019 M020 M021 M022 .6D+.6W »+X 1.72 D+.6H 0.00 D+.6H 0.40 D+.6H 1.32 D+.6W »+X 0.00 D+.6H 0.00 D+.6H 0.00 D+.6W »+X 1.72 D+.6W »+X 0.00 D+.6W »+X 1.72 D+.6W »+X 0.00 D+.6W »+X 1.72 D+.6W »+X 1.72 .6D+.6W »+X 1.72 D+.6W »+X 0.86 D+.6W »+X 1.72 D+.6W »+X 0.86 D+.6W »+X 1.72 D+.6W »+X 1.72 D+.6W »+X 1.72 D+.6H 1.72 .6D+.6W »+X 1.72 D+.6W »+X 1.72 D+.6W »+X 1.72 5.04 -45.49 36.08 53.77 -90.30 -98.26 57.07 13.51 69.47 -90.10 17.56 -86.69 57.82 -73.04 150.17 34.62 -12.25 280.02 -12.25 -90.10 -86.69 -73.04 -97.66 34.74 150.01 279.50 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 13557.91 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 G2-1 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.01 OK 0.01 OK 0.00 OK 0.00 OK 0.01 OK 0.01 OK 0.00 OK 0.01 OK 0.00 OK 0.01 OK 0.01 OK. 0.00 OK 0.00 OK 0.02 OK 0.00 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.00 OK 0.01 OK 0.02 OK Member Unity Checks Member Unity Controlling Case Check Model Shape Design Shape Material Reference Specification BmX001-2 0.05 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-3 0.02 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c85- 2 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c85- 3 0.02 D+.6W »+X Axial Check •• ••}S Vx, x1/8 •1-.ISSiVx1/8 • ASTM A500 Grade B (Fy = 46ksi) D2-1 AISC ASD (2010) BmX001-c86 0.03 D+.6W »+X Combined Teck •FiSS4xi4x3/8: :•h1SS4x4x1/8 ASTM A500 Grade B F = 46ksi H1 -1b AISC ASD 2010 BmX001-c87 0.04 D+.6H Combined Check 4x4x /3 • S54)74x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) BmX001-c88 0.19 D+.6W »+X Combined Check HSS2.875x.125 HSS2.875x.125 ASTM A500 Grade B (Fy = 46ksi) H1 -1b ' AISC ASD (2010) BmX001-c89 0.19 D+.6W »+X Combined Check HSS2.875x.125 HSS2.875x.125 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c90 0.04 D+.6H Combined:h2ok HS$4)c,4418• MItS4x?xJ1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c92 0.04 D+.6H Combined theCk FISS4x41/88 . H:S414x:•1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c93 0.01 .6D+.6W »+X Combingd Vier HSM4xd1/.88 H1S4x4.x•I/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) BmX001-c94- 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) Page 15 ••. • VisualAnaiesis '.00.0020.(www.iesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ 2 BmX001-c94- 3 0.02 D+.6W »+X Axial Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) D2-1 AISC ASD (2010) BmX001-c95 0.02 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c96 0.00 .6D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c97 0.05 .6D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c98 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c99 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c100 0.01 .6D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c101 0.00 .6D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c102 0.02 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c103 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c104 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c105 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX001-c106 0.04 D+.6H Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) BmX001-c107 0.05 .6D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX002 0.06 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX003 0.04 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX006 0.05 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX007 0.19 D+.6W »+X Combined Check HSS2.875x.125 HSS2.875x.125 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmX008 0.19 D+.6W »+X Combined Check HSS2.875x.125 HSS2.875x.125 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmZ001 0.19 D+.6W »+X Combined Check HSS2.875x.125 HSS2.875x.125 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) BmZ002 0.19 D+.6W »+X Combined Check HSS2.875x.125 HSS2.875x.125 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M001 0.97 D+.6W »+X Combined Check HSS5x5x3/16 HSS5x5x3/16 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2005) M002 0.11 D+.6W »+X Combined Check HSS5x5x3/16 HSS5x5x3/16 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2005) M003-2 0.05 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M003-3 0.02 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) M004-3 0.00 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) M005 0.03 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M006 0.05 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M007 0.07 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M009 0.06 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M010 0.05 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M011 0.10 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1-1 b AISC ASD (2010) M012 0.97 D+.6W »+X Combined C cle•MS95)05x3h16 • 1•ISS6x5x3/16 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2005) M013 0.11 D+.6W »+X Combined Check I-:SgSxSx1/16 r hISg5x5x3/16 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2005) M015-3 0.00 D+.6W »+X Combined Crieck-fZSS4)i44/8: :-QSS264x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M016 0.03 D+.6W »+X Combined LTieck'•IISS x4x11i3 ' ASS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) M017 0.05 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M018 0.07 D+.6W »+X Combined Chr2Gk HSS4x4x10 a$$4x4?c1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) M019 0.06 D+.6W »+X Combined rhe:k HSS044/1 H:S414:{1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -1b AISC ASD (2010) M020 0.06 D+.6W »+X Combined Che¢li I1S4x4xx/, • HU4:4.1/8 H8S4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) ASTM A500 Grade B (Fy = 46ksi) H1 -1b H1 -1b AISC ASD (2010) AISC ASD (2010) M021 0.05 D+.6W »+X Combined Cheek HS804x108 Page 16 • • • • Vis4a1qnalysis•4.0p.0020.(www.iesweb.com) • • Y • • • • • • • 0 ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2 L•r • • • • • • • • • • • • • • • • • • • 0 00 • • • • • • • • 0000 0000 • • • • 00041 0000 • • • • • •• •• •• •• • • • • • • • • • t1 MIAMI-DADE FIRE RESCUE Process No: Municipal Insp No: Project Name: Address: 1 0200 SGA441\12_. Not Applicable Revision Process No: • • • • • • • • • • • 111 • • • • • • •• • •• 1. Approved Nct App”:2.able TIAA . - _MMUS AWOL= Project: 204618 KorKat Miami Shores Village DOUBLE X-11 , SOLAR DYNAMICS CORP. December 12, 2016 204618 KorKat Miami Shores Village DOUBLE X-11 C:\Users\ernesto\Desktop\ M022 0.10 D+.6W »+X Combined Check HSS4x4x1/8 HSS4x4x1/8 ASTM A500 Grade B (Fy = 46ksi) H1 -lb AISC ASD (2010) •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • ••• • ••• • • • Page 17 ••• • Visyal4n4ys{p•1,7.4.0024(www.iesweb.com) • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ( 2-7' CONDUITS FOR "..POWER/COMM. TO DOG PARK GATE TO EXISTING y.... ELEC ROOM t UE SPARE CIRCUIT No. 37 ON EXIST. PANEL "R' FOR GATE POWER. SAWCUT EDGE AND MATCH EXISTING PAVEMENT EXISTING LIGHTING NEW ASPHA 2-7' CONDUITS FOR GATE POWER/COMM DRAINAGE PATTERN (TY P) - TAP AND CONNECT TO E 515T. 3' WATER MAIN EXISTING, LIGHTING )0" GATE - PULL BOX FOR GATE POWER/COMM, CONCRETE,:, STAB ON GRADE '! PIC 01( TABLE • HI FOISTING LIS ti!/NG �C r PROP. 6' HIGH SLAC VINYL COATED CHAIN LINK FENCE -. PROVIDE 48" CLEARANCE AROUND EXISTING FIRE HYDRANT I0' GATE LR O1NTAIN 1)1ZA1NAGC SEE Of.! 4!;.5 [71. SHELL 2 L 1 '' --- 1 24' X 27 CANOPY '1 (SEE DETAS) r WATER FOUNTAIN LOCATION >*+•+�'(TYP) r� Ate. r J i'XIE CIlNCRFTF 514R •J`,b1TE 0 20 40 M NOTE: 1 ALL SLABS TO BE 4" GROUND SLABS WITH 6"X6" -W1 4-W1 4 OVER 6 MIL VAPOR BARRIER & WELL COMPACTED FILL EXPANSION JOINTS TO BE PROVIDED EVERY 8' 0.0 2 DRAINAGE FOR THE ADDITIONAL. PAVED PARKING AREA TO RUNOFF INTO EXISTING DRAINAGE SWALES AND STORM WATER MANAGEMENT SYSTEM REFER TO SHEET 4 FOR EXIST SITE DRAINAGE. 3 ALL EXISTING LIGHTING TO REMAIN, NO MODIFICATIONS TO LJGHTING PROPOSED 4 NO COLD WATER WILL 8E PROVIDED TO WATER FOUNTAINS EXISTING LIGHTING 2/2/17 REV/S/ONS EOR DESCR/PT/ON A MISCELLANEOUS pKIAL 4112k)) erki err goes WA,e -• ff F,leRarIc. A'\ProJe1 • • 1 • • •• • • • • •••• • • 1 • • • • s• •••• •••• • • • • •••• •••• • • •• s• • • • • • •• • • • • • • • • • • • • • • •• • ••• SITE PLAN 1 • • • • • • • • 51147 00 nndoo Slw, so 1st (Hs) Pdrlrv800 0,4won9s\Srte MID Plot Ddte:2 7 20 • 0 • • • • SHEIT • NO. 1 • •• • • • i 'k -. Slir'RLS VILLAGE 2-2" CONDUITS FOR POWER/COMM, TO DOG PARK GATE. TO EXISTING ELEC. ROOM APPROVED SE SPARE CIRCUIT ON - EXIST. PANEI'R' FOR GATE POWER. DATE 20 40 SAWCUT EDGE AND MATCH EXISTING PAVEMENT STRUCTURAL EXISTING LIGHT POLE (TYP) ELECTRCAL 2-2' CONDUITS FOR GATE POWER/COMM. PLUMBING DRAINAGE PATTERN (TYP) TAP AND CONNECT TO EXIST. 3" WATER MAIN -- PULL BOX FOR GATE POWER/COMM. CONCRETE SLAB ON GRADE 1 PROP WALKWA/ - PICNIC TABU LOCATION (T(P) 10' GATE PROP. r WATER "` SERVICE ALAPPTGELMPLIAKE WITH ALL ,FFEDERAAL T�T t�E7i' M{}Ft`V R' �VE ftiOt'•A TED FILL. EXPANSION JOINT TO Pfjoj jp.J7 FVFRY 8'� nom.. PROP 6' HIGH BLAC VINYL COATED CHAIN LINK FENCE 2. DRAINAGE FOR THE ADDITIONAL PAVED PARKING AREA TO RUNOFF INTO EXISTING DRAINAGE SWALES AND STORM WATER MANAGEMENT SYSTEM. REFER TO SHEET 4 FOR EXIST SITE DRAINAGE, PROVIDE 48' CLEARANCE AROUND EXISTING FIRE HYDRANT WATER FOUNTAIN DRAINAGE SEE DETAILS ON SHEET 2 (SEE DETAILS) ---WATER FOUNTAIN LOCATION (TYP) 6'XI6'-CONCRETE SLAB . REVISIONS DESCRIPTION -0•. .. i fr m T.): LIIr!i}• �'IILi�1•1UAL +! • • • • • • • • .• •. • • • Filename, SITE PLAN SHEET NO.4 \ Project s\55IWOO mtamr Shores Lp a Drawrngs\Srre Plan . Plat Dale 1 74 Ti? ) • • • • • • • . • • , • • •• • • ••• •• • • • • • • • •• • • • • • • • • ••• • • • .•• • • • •• •• • • •, • • • • • • • • • • • • • • • • • • • . • • • • • • ••• • • ••• , •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • 0 • ,w Nom' 4 • • s •• • nr • ! Department of Regulatory and Economic Resources Miami -Dade County Plan Review Summary Process Number: M2017004373 FINAL CORE REVIEW DATE: 1/11/2017 OVERALL STATUS: Overall Disapproval PROJECT DETAILS: CONTACT DETAILS: FOLIO: 11-3205-020-0010 NAME: CHRIS MIRANDA ADDRESS: 10200 BISCAYNE BLVD, , FL EMAIL: PERMIT TYPE DESC.: DOG PARK PHONE #: 3055259436 DISAPPROVAL CODES: Disapproval Code 01: 0214 - Remarks TASK REVIEWED BY STATUS DATE STATUS Initial Core Review Lenin Monterrey 01/06/2017 Reviewed Comments: PROPOSING A DOG PARK AT EXISTING MIAMI SHORES VILLAGE. REVIEW FOR TREES AND P&D IS NEEDED. CITY OF MIAMI SHORES VILLAGE PROCESS #CC -16-3041. PROPERTY ON PUBLIC WATER AND SEPTIC. TREES Review Hilcia De la Cruz 01/06/2017 Approved Comments: No trees to be removed. A Miami -Dade County Tree Removal Permit is required prior to removal or relocation of trees. P D Review Melina Idarraga 01/09/2017 Disapproved Comments: 1/9/2017 P&D Comments: Please provide Paving and Drainage Plans and Details for the new proposed 12 parking spaces shown on the Site Plan. Final Core Review Lenin Monterrey 01/11/2017 Overall Disapproval Comments: See P&D comments for disapproval. Please do not hesitate to email me with any question(s) you may have regarding the review comments for this project. While I may not respond immediately to your email - because I may be assisting another customer at the time I receive your email - I will reply within 24 hours of receiving your email unless I am out of the office. My email address and that of my direct supervisor are as follows: My Email: Lenin.Monterrey@miamidade.gov My Supervisors Email: Guerrc@miamidade.gov PLAN CONDITIONS: NO CONDITIONS PLAN REVIEW FEES (FEES ARE SUBJECT TO CHANGE PENDING FINAL APPROVAL): FEE CODE DESCRIPTION USER DATE UNIT TOTAL D034 FastTrack Fee ADMIN 01/07/2017 1 $80.00 D034R FastTrack Fee ADMIN 01/07/2017 1 ($80.00) Total $0.00 Coastal: EQCB: FOR MORE INFORMATION PLEASE CONTACT: YOUR DERM CORE REVIEWER: Email not available DERM PERMITTING AND INPECTION CENTER, 11805 SW 26 ST, 786-315-2800 DERM OVERTOWN TRANSIT CENTER, 701 NW 1 CT, 305-372-6899 dermcr@miamidade.gov °egcb@miamidade.gov Specialty Engineering Reviews (industrial, storage tanks, industrial waste pretreatment, asbestos, paving & drainage, trees): dermengreviews@miamidade.gov Tree Permit applications: dermtreeprogram@miamidade.gov Water Control: dermwatercontrol@miamidade.gov Wetlands: dermwetlands@miamidade.gov DATE PRE CAST CONC. WHEEL STOP b ori YP. 6.0' 6" WHITE STRIPE J 9.0' EDGE OF PAVEMENT 6" LIMEROCK BASE COURSE (PRIMED) COMPACTED TO 100% DENSITY PER FOOT SPEC. 12" STABILIZED SUBGRADE TO 100% MINIMUM DENSITY PER FOOT SPEC. LBR = 40 TYPICAL PARKING SPACE DETAILS N.T.S. BY 10 3" 6" 6" GROUT HOLES 3/4" DIA. �.J 1" 5-111 ASPHALTIC CONCRETE 2 #5 BARS (18" LONG 1.0' FROM EACH END) DRIVEN INTO PAVEMENT (TYP,) ASPHALT PAVEMENT DESIGN FOR PARKING LOT N.T.S. 2#5 BARS (18" LONG 1'-0" CONCRETE CLASS 111 FROM EACH END) DRIVEN (3400 PSI) INTO PAVEMENT \25 TO BEGINNING OF STALL (TYP.) POST TOP ROUND END N CORNER POST PRECAST CONCRETE WHEEL STOP DETAIL N.T.S TENSION WIRE (OPTIONAL) TURNBUCKLE TENSION BAR REVISIONS DESCRIPTION ns TYPICAL CHAIN 4.1 N.T.S LINE POST LOOP CAP 15/8" 00 TOP RAIL LINE POST (ROUND OR "0") LINE POST TIE 05 J: 440 •LrL �• T. Re (ONlg, ,0(r %/aF/I8 F 1 •� 3354.1 3 MOST DIRMNDASLI FOUNTAINS, 1No. NOTE 1 MEETS ADA REGULATIONS. 2 OPTIONAL STAINLESS STEEL SURFACE CARRIER RECOMMENDED S, INSTALLATION TO BE COMPLETED 114 ACCORDANCE WITH LNNVFACTURERS SPECIFICATIONS 4 DO NOT SCALE DRAWING S THIS DRAWING TS INTENDED FOR USE BY ARCHITECTS. ENGINEERS CONTRACTORS, CONSULTANTS ANO DESIGN PROFESSIONALS FOR PUNNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FCR CONSTRUCTION L ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST SE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE 'I CONTRACTOR'S NOTE' FOR PRODUCT AND COMPANY INFORMATION VISIT wow CAD PO* coVirW NO REFERENCE NUMBER 3351.3 19• 6117 0 6' ACCESS DOOR o • ACCESS DOOR ELEVATION 4 -STAINLESS STEEL Vw20 S5 1ORR BOLT Wr P N Yr PVC DRAN 1' 1 OD MOST DEPENDABLE FOUNTAINS, INC. 5705 COMMANDER DR. P.O. BOX 587 ARLINGTON, TN 38002-0587 TOLL FREE: 1-800-5526331 PHONE: (901)867-0039 FAX: (901) 867-0159 www. m osldependab le, Com I TOT PVC 31' NYLON 1Y' 17 MIP REINFORCED TUBING !WATER SUPFLYI '--'BY OTHERS OPTIONAL INTERNAL SURFACE CARRIER 1!7 17' DNC PLATED ROD SPOT V SLD MODEL 410 SM �! SHOWN w: OPTIONAL SS SURFACE CARRIER PROTECTED BY COPYRIGHT O'2015 CADOETAILS CON LTD WATER FOUNTAIN DETAIL N.T.S Nvel(" cAP,I?s 1 REVISION DATE 06'1120I& CADOetak can NOTE 1. REPLACED BASE MATERIAL OVER DITCH SHALL BE TWICE THE THICKNESS OF THE ORIGINAL BASE. 2. BASE MATER*( SHAD. BE PLACED M TAO OR THREE LAYERS 3. EACH LAYER THOROUGHLY ROLLED OR TAMPED 10 MAXIMUM OEMSITY OF 98% BY AASH 0. T-160 SPEC 4. ASPHALT CONCRETE PAVEMENT JONTS SHALL BE MECHANICALLY SAWED. S. SURFACE MATERIAL WLL BE CONSISTENT VAN ME DOSING SURFACE. 6. AU. ROADWAY REPLACEMENT SHALL BE N COMPUANCE TAN OO*ERNNO AUTHORITY *FERE CUT IS MADE. 7. SURFACE TREATED PAVEMENT JOINTS SNAIL BE LAPPED M FEATHERED, 6. WHERE 1RAFi1C SOHALIZATION EXISTS IT SHALL BE THE RESPONS6IUTY OF THE PERLRTTEE TO REPLACE THE SYSTEM DISTURBED IN ACCORDANCE WTIH THE GOYEJNNO AU1HgIITYS REOUIREMENT3. PAVEMENT RESTORATION •••• N.T.S • • • • •••• • • • •• • • y • • • •••• •••• • • •••• •••• • • • • • •• •• • • • • • • • • • • •• • • • • • • •• •• • • • • •• • • • • •• DETAILS SHEET NO. • •' • •• • •I •I •1 •I • • •/ fIIename:C:WsersVlPupo\Desktop\800 Orawings'Oetails - Plot Dire:11.3020 6 2 •••• •• • •••• • •••• • ••• • • ••• •••• • • • •••• • •••• • TABLE ASSEMBLY SPECIFICATIONS TB1600 15.104 72.203 FRONT NOTE AU. MATERIAL IS RECYCLED PLASTIC LUMBER UNLESS NOTED PICNIC LAYOUT N.T.S REVISIONS DATE BY DESCRIPTION 0 70.462 TOP EOR 1 T.Te i'1" * 4 31‘..itit5RitATIQ At: BENCH SPECIFICATIONS BC1350 TOP 74.00 Lei 23.45 23.86 23.44 r 70.13 COcta turnoN MA1t A13: ReFlask con Akin -learn NAatalYless Steel FRONT 2.37 TABLE ASSEMBLY SPECIFICATIONS INJECTION MOLDED PLASTIC NUS CONNECTOR 0 HUB CONNECTOR DETAILS ALL DIMENSIONS ARE SHOWN IN INCHES BENCH DETAIL NTS e7/1 8IOR 44.203 1.262 } TABLE TOP DETAILS 5.500 11.188 © SEAT DETAILS PICNIC TABLE ASSEMBLY N.T.S ,jr:AL REVIEvy PPROVED DETAILS • •• • • • • 0000 • • • • •• • • • • • • • • • 0000 0000 • • • • • 0000 0000 • • • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • • •• • ••• • • • • • SHEET NO. bilennn,o:K:\1'mJccts\.5511.17.00_minml Sparta Lps%Ung Ynrk1K00 Urn+mngs\Dctntly flat Uwc: tl.r4e0iu 3- •••• • • • •••• • 0000 • ••• • • ••• 0000 ••• 0000 • • •• • Miami Shores Village X-11 12L x 24P x 8H MASTER Index Si. MASTER LAYOUT S2. COLUMN DETAILS S3. BOOM DETAILS S4. GENERAL NOTES MEMBER SCHEDULE WARNING The owner accepts all responsibility for completely removing the shade fabric from steel frame. When any severe weather conditions are expected. Such conditions include predicted speeds of 75mph +. Cover MUST be removed @ onset of snow season. Fabric design with "Rapid Removal System" SUBMITTAL Elevation Note: The contractor installer must verify location and elevations before fabrication of steel and construction. Owner must approve location and elevations TOF = TOP OF FOOTING FF = TOP OF FINISH SURFACE 5' 0 5' 10' NORTH Scale : 1" = 10'-0" For true North see site plans No qty Name Description QTY: SINGLE UNIT 1 2 COLUMN 5 X 5 X 3/16" (A-500 GRADE B) 2 4 TRUSS BOOM 4X4X 11ga RHS GALV. (ALLIED FLO-COAT) (A-500) 3 4 PURLINS 02.875" X 12ga GALV. (ALLIED FLO-COAT) (A-500) 4 4 CABLE 3/16"0 GALV. CABLE AIRCRAFT CABLE (7X19) 5 2 SHADE FABRIC PANEL POLYETHYLENE KNITTED MESH 6 2 CONCRETE FOOTING SEE CONCRETE DATA TABLE 7 32 ANCHOR BOLTS 03/4" X 16"LG FULLY THREADED ROD F1554 GRD 36 8 4 COLUMN BASE PL. 12" X 12" X 1 "THK (A-36) PL. 9 16 BOOM & COLUMN CONN. PL. 10" X 10" X 3/8 " THK (A-36) PL. 10 2 COLUMN TOP PL. 5.25" x 5.25" x 1/4" PL. (A-36) 11 32 COLUMN ASSEMBLY BOLTS 05/8" X 2 " LG (STAINLESS) (2) WASHERS & WITH LOCK NUTS 12 8 CABLE TAB 3/8" PL. A-36 SEE DETAIL 13 4 TURN BUCKLE HAYN 38TTS316 Jaw To Swage + 38 RT 316 END TOGGLE (STAINLESS) 14 16 PURLIN ASSEMBLY BOLTS 05/8" X 2 " LG (STAINLESS) (2) WASHERS & WITH LOCK NUTS 15 16 16 BOOM SHEAR TABS 3/8" PL. A-36 SEE DETAIL S3 n25'-11 1/4" 12'-0" 0 10 FABRIC NOT SHOWN MASTER UNIT PLAN LAYOUT FRONT RIGHT BOOM SCALE: 1/8" =1'-0" 12'-0" 0) 9 SIDE ELEVATION TOP OF CONC F'G- SCALE: 1/8" =1'-0" FRONT ELEVATION APPROVED SE ` I, ES a' P •".... CI:lift/p..1y, rcE 73:1031\ . OF 01B .0.1::: : V n 0 z O T y O r A 0 ou 3 a < '~ A Oa z 3 To a� Z L Y ai m Qo L >,,T, u_ ror3 s W H o tibo `. t m 3 ga o rO u. LL • • • • • •••• 0 • •t•• • •••• •••• • 1 •• . • . • • 4 •• •i•••• • • • • • • M CN N M J m0 o u)o .?..•• to a) • • -O M • .e'.••• Ct 0 •Of•••• o. • .) Q • • r` op •• • • • FF TOP OF CONC FTG SCALE: 1/Fr =1'-0" •• mi Shore Village SAT /_-9517 Park Dive �`"9�>� Miam SFiar s, FL 33138 2013 Apollo Sungoard Systems. Inc. THESE DOCUMENTS AND PLANS ARE INSTRUMENTS OF SERVICE AND ARE THE SOLE PROPERTY OF SOLAR DYNAMICS LLC AND ARE SUBJECT TO COPYRIGHT LAW. ® Do not scale drawings PROJECT # 20461B Design Engineer E.De Oliveira Drawn By E.De Oliveira Engineer of Record FWNA Date 12-2-16 Revision SHEET No. S1 Scale 1/8" = 1'-0" OF 5 • • WELD NOTE: SHAPE ENDS TO FIT E70XXX WELD AS SHOWN CORROSION PROTECT PLATES + WELDS ZINC RICH COAT (Z.R.C.) BEFORE POWDER/ PAINT COAT ALL EXPOSED STEEL TO BE (Z.R.C.) PRIMED EPDXY UNDER COAT ALL PLATES MUST BE ON CENTER TO COL. PLUMB AND ALIGNED. 1/4'V 2'-1 1/2" 1'-3 1/2" 7'-9 1/2" TOP PL. Length (ft) 10" FRONT Cu Yds O 2'-1 1/2" O O STD PL. TOP PL. 1'-3 1/2" 10" SIDE SUBMITTAL 10'-9" S_I Kut.' t Ii;AI REVIE.V FULL PEN N 1/2" COLUMN DETAIL SCALE: 1"=6" 10" BEVEL NOTE BEVEL GRIND EDGE OF PLATE APPROX. }". TO PREVENT EDGE CHIPPING OF POWDER COAT BOOM CONN. PL. DETAILS SCALE: 1" =6" TOF = TOP OF FOOTING FF = TOP OF FINISH SURFACE FF / TOF a a. ° APPROVED BOOM & COLUMN ASSEMBLY TYP. SCALE: 1" =6" L=111=111=11- NUT ,111=111=1INUT + WASHER :11 -=.111E -111.E. '�U6(3a 11 Ea +/- 2"- 3" 4000PSI NON SHRINK GROUT �� H LEVEL NUT + WASHER FULLY THREADED ROD F1554 GRADE 36 NUT + WASHER 0 +/-2"-3" 4000PSI NON SHRINK GROUT TOF CONC. FTG e 4 Length ATN( 12" BEVEL TOP EDGE FRONT o-jr. 1" HOLE 1" PL. EVEL EDGE COLUMN O.C. COLUMN CONN & BASE PL. DETAILS SCALE: 1" =1'-0" CONCRETE DATA TABLE Footing Dimensions Single Conn ete Footing Length (ft) Width (ft) Depth (ft) Cu Yds 3'-3" 3'-3" 32" Steel Horz (qty) Horz (qty) Rebar # Total qty 6 6 #6 12 Concrete & Bolt SPEC. 03/4" X 16"LG FULLY THREADED ROD F1554 GRADE 36 WITH (3) NUTS , (3) WASHERS PER ROD SEE DETAIL NOT SUPPLIED CONCRETE F'c=3000psi @ STD. AGE 28 DAYS CONC.STEEL REinforcement BARS STEEL .Fy = 60 KSI (ACI 318 12.2.1) 3" MIN. COVERAGE COLUMN CONN & BASE PL. DETAILS 2 S SCALE: 1/2" =1'-0" Jtr i',�OTORE2IOO'2F' 0'1V6 <4`'� :N.-: .......... ** 1-1.1 ‘4%.- • • 0 0 • • • •• • •••• • • • • • • • • •• •• • • • • • • • • • II •• PRQJECT • P• •,•• 03 03 rn • O M • xos • 1-• ••• • . • • 1 • • • t•••• r -- co ••1 •• • • • •••I •• • • •• •• • I • •• • • Miami Shores Village 9617 Park Drive Miami Shores, FL 33138 2013 Apollo Sunguard Systems, Inc. THESE DOCUMENTS AND PLANS ARE INSTRUMENTS OF SERVICE AND ARE THE SOLE PROPERTY OF SOLAR DYNAMICS LLC AND ARE SUBJECT TO COPYRIGHT LAW. ® Do not scale drawings PROJECT 204618 Design Engineer E.De Oliveira Drawn By E.De Oliveira Engineer of Record FWNA Date 12-2-16 Revision SHEET No. S2 Scale 1/8" =1-0" OF 5 FRONT TYP. COMPRESSED -END 4" DEEP SLOTTED 0314"X1 1/4"L i SUBMITTAL BOTTOM CHORD TRUSS BOOM CHORD ASSEMBLY SCALE: 1" =2'-0" SEE PURLIN SPAN FABRICATION LEFT BOOM BOLTED CONNECTION SEE ASSM. COMPRESSED -END 4" DEEP SLOTTED 03/4"X1 1/4"L PURLIN DETAILS PLAN SCALE: NTS SEE PLAN FOR O.0 (S1 ) FABRICATION NOTE!" SILICON ENTIRE LENGTH OF Square Frame Tubing TOP & BOTTOM AFTER PAINTING SEE SPEC SILICONE SEALANT DAP® 3.0"" Sealant - Crystal Clear UPC Number: 0 70798 18362 9 FABRIC Square Frame TRACKZ SHADE FABRIC �\ RIGHT BOOM FABRIC ASSEMBLY TYP SECT. BB SCALE: NTS BOLT CONNECTION NOTE: ALL BOLTS STAINLESS STEEL WITH DOUBLE WASHERS. TOOL TIGHTEN BOLTS ALL COMPONENTS ARE FIELD BOLT ASSEMBLED. ALL BOLTS et X 2 LG STAILNELSS CHORD ASSEMBLY DETAIL SCALE: 1" =2'-0" FABRIC NOTE! RAPID REMOVAL & INSTALL (FABRIC GLIDES IN & OUT OF Square Frame TRACK— ) 1. LOOSEN TURNBUCKLE 2. DETACH FROM CABLE LUG 3. TUG ON & SLIDE FABRIC OFF TRACK FROM EITHER SIDE 4. TO INSTALL REVERSE STEPS 1 THRU 3 STRUCTURAL RV APPROVED FABRIC EDGE FABRIC Square Frame I t -(ACA t_f DATE It FABRIC ASSEMBLY DETAILS PLAN SCALE: NTS "tttcilHJj,,! -1:::11.• r 682 E 2 2016�'W :::: S,300\c E OF k/tst11//NNAL 11 Z LL • • • • • •1 • 0 0 ••r ••• • •• •• 04 • • • • •i•• „,o co • I -•c2••• Ixco • core, • . or••• 1 • 'It • • • • •II •••• 114 •• • • • • • • �: RI�OJ 6CT 07-0-101 i • • • Miami Shores Village 9617 Park Drive Miami Shores, FL 33138 2013 Apollo Sunguard Systems, Inc. THESE DOCUMENTS AND PLANS ARE INSTRUMENTS OF SERVICE AND ARE THE SOLE PROPERTY OF SOLAR DYNAMICS LLC AND ARE SUBJECT TO COPYRIGHT LAW. ®Do not scale drawings PROJECT 204618 Design Engineer E.De Oliveira Drawn By E.De Oliveira Engineer of Record FWNA Date 12-2-16 Revision SHEET No. S3 Scale 1/8' = 1 OF 5 General Notes Building Code Criteria 2012 International Building Code 2014 Florida Building Code 5th edition SECTION 3105 AWNINGS AND CANOPIES 3105.4.2.1 The wind design loads for any fabric or membrane -covered structure designed with a quick removal or breakaway membrane or fabric at wind velocities of 75 mph, shall be based on the following criteria: 1. Minimum wind velocity of 3 -second wind gust 105 mph 2. Exposure Category C as defined in Chapter 16 1. To the best of the engineer's knowledge and belief the structure depicted on the structural drawing has been designed to comply with the following: 2012 International Building Code 2014 Florida Building Code 5th edition DESIGN: Apollo Sunguard Criteria • Design wind loads for the main force resisting systems, and for the selection of components were calculated in accordance with ANSI -ASCE 7-10 and AISC ASD or LFRD design Minimum basic wind speed = 105 mph shade cover on Minimum basic wind speed = 175mph steel frame only Minimum Live Load = 5 psf Exposure Category = C The structure described on the following drawings has been designed and calculated solely for the purpose of sun protection by use of a fabric membrane roof cover only. Fabric & structure not designed for snow load unless otherwise specified above in design criteria section. The shade structures are designed ONLY for the use of Apollo Sunguard's polyethylene fabric and NO other fabric type or steel, unless specified in design. All shade structure fabric coverings are designed for quick and simple removal type system. It is the owner's responsibility is to remove cover when expectant of any wind force over 75 MPH. Cover to be removed before the onset of Snow season. The owner accepts all responsibility for completely removing the shade fabric from steel frame, when any severe weather conditions are expected. Such conditions include predicted speeds of 75mph and above. All Apollo Sunguard's shade structures are designed using the same concept of fabric assembly to the steel framework fabricated ONLY by Apollo. In any violation of any of the above mentioned specifications will automatically release Apollo Sunguard and the responsible engineer of record from ANY and ALL claims, liability or damage arising from any structure failure. INSPECTION NOTICE FOR : Building Official & Site Inspection Approval These plans and the engineering of these plans is ONLY valid for the structure or product fabricated solely by Apollo Sunguard Systems. BOTH Structural steel components and fabric MUST contain authentic Apollo Sunguard labels and instructions. Use of any other steel, fabric or other components not supplied by Apollo will be a violation of trademark and the engineered plans will NOT be VALID. Apollo Sunguard & Engineer of record will NOT be responsible for ANY and ALL liabilities or claims herein. All warranty will be VOID. Building Official must inspect and report any violation herein. To report or inquire authentication of product during site inspection Contact: 1 800-319-1010. 2014 State Requirements for Educational Facilities (SREF) Effective November 14, 2014 SUBMITTAL FABRICATION Structural steel: Steel used for fabrication is manufactured per: ASTM A-500 50 ksi grade B or C A-1008 and 1010 carbon steel Grade 13-1010 through 1022 carbon steel Grade B-1015 through 1022 carbon steel ASTM A 135-01.Electric resistance Welded Steel pipe All structural steel pipe (chs) & tube (rhs) is cold rolled galvanized per ASTM A-513 table 9, unless otherwise specified In material member schedule. 1. All structural steel shall be detailed, fabricated, and erected in accordance with the AISC "Manual of Steel Construction" and the AISC "Specifications for Structural Steel Buildings". 2. Steel shall conform to the following grades: plates, etc A-36 Structural tube FY=55 Steel pipe FY=50 Welding electrodes E70 3. All welding shall be done by currently certified welders in accordance with AWS structural welding .per ASTM A 135-01.Electric resistance Welded Steel pipe 4. All welds are performed using E70 electrodes or gas -metal arc welding using ER 7053 wire 5. Unless noted otherwise, welds shall be based on minimum thickness as per AISC section 1.17 on all contact surfaces. 6. All structural steel, plates, and bolts exposed to the environments are to be galvanized ZRC coated . 7. Steel structure paint scheme or powder coated frame is to be determined by customer. 8. NO FIELD WELDING IS REQUIRED ! Paint & finish: ALL STRUCTURAL STEEL to be RUST PREVENT PRIMED corrosion treated USE :EPDXY UNDERCOAT Product Name: ZINC RICH PRIMER (MANUFACTURED BY TCI _ P(5WDEEf COAT) Product Code: 7520-70130 ;:> - ( R t. ii, 1 URAL RE OR EQUAL PRODUCT All welds to be ZRC Zinc coated. A pp 3 C\1 / f�}} STEEL SHALL BE PAINTED WITH ONE SHOP COAT (2.503 MILSTHICK MINT- TNIS.COA WEATHER RESISTANT POWDER COATING BASED ON POLYESTER TGIC (MANUFACTUR:0 SHERWIN WILLIAMS OR TIGER DRYLAC OR EQUAL PRODUCT). TO ACHIEVE OPTIMUM ADHESION, IT IS RECOMMENDED -714E1 PROPER TREATMENT AND DRYING TAKE PLACE BEFORE COATING. POLYESTER POWDER (TGIC) SPECIFICATIONS SHALL BE AS FOLLOWS: -PENCIL HARDNESS (ASTM D-3363) -HUMIDITY (ASTM D-2247) -SOLVENT RESISTANCE (PCI METHOD) - 50 DBL RUBS SL. SOFTNESS. CONCRETE: Steel FY=60,000 psi (ACI 318 ) Concrete F'C=3000 psi @ std. age 28 days. All conc. Footing for shade structure to be designed CURRENT ACI 318 Net allowable soil pressure -Assumed @ 2000 PSF. Density +/_ 150 PCF. Use ASTM or ACI standard reinforcing bars. Anchor bolts are to be F1554 or as otherwise specified on detail Grout to be min. F'c=4000 PSI. STD GALVANIZED AIRCRAFT CABLE: ASTM A 603 Zinc coated structural steel wire rope. Normal diameters used : o" , o", o" & 0 a" Construction: 7X19 Surface: galvanized Core: JWS Nom. Breaking Min. strength: 7,619 Ibs. Metric weight: 1,445 kg/1000' Shade fabric specification: Sunguard Shade Cloth 2014 Florida Fire Prevention Code (FFPC) NFPA 1 & NFPA 701 Revised per Florida version -:•:%,730.e,...\\ °WF2O • • • I • • • • APPROVED •••• • ••1 :;••r MIAMI-DADE COUNTY FIRE DEPARTMEN4•I •••i • 4 BLDG. PERMIT � FIRE ALARM • • FIRE SUPPRESSION WATER MAIN EXT. • • •' DATA:f /7. / 7. Shade fabric specification: Sunquard Shade Cloth Shade percentages range from 45% through 95% shade factor. Shade factors vary with color and fabric style. Fabric tested using procedures outlined in ASTM E -84-91A "Standard test method for surface burning characteristics of building materials", specified in NFPA 255, UL No 723, ANSI 255 & UBC 8-1 & NFPA 701. Fabric ID: MK/B & super solids. Result: flame spread index - 15(class-1), smoke index 15 Trade name ID: Colourshade, Z -construction. Result: shade fabric meets all requirements established in NFPA 701. Colourshade (MK-B/G) Burst strength: 228 KPA Fabric mass: 200 Tear strength: 83 KG (WARP) 182 KG (WEFT) Z -construction (supersolids) Burst strength: 260 KPA GSM Fabric mass: 195 GSM Tear strength: 100 KG (WARP) 210 KG (WEFT) These are the minimum load tested specifications for all Apollo Sunguard Fabrics. Specific Apollo Sunguard Shade Fabrics meet California State Fire Marshal Requirements in Section 13115 under California Health & Safety Code. E 0 0 • ▪ • •• • • • • ••• • • • • • ARO JCT :'�• •' m o) N cO ch J LL Om rn Q •EN't•• (9 O1• n A • �m• a••• • O •eK • tow, • •o'_ • r •M•• Q• • •a••• •�•••• • • ▪ • • •• Miami Shores Village 9617 Park Drive Miami Shores, FL 33138 2013 Ap010 Sunguard Systems, Inc. THESE DOCUMENTS AND PLANS ARE INSTRUMENTS OF SERVICE AND ARE THE SOLE PROPERTY OF SOLAR DYNAMICS LLC AND ARE SUBJECT TO COPYRIGHT LAW. ®DO not scale drawings PROJECT # 204618 Design Engineer Drawn By Engineer of Record Date Revision E.De Oliveira E.De Oliveira FWNA 12-2-16 SHEET No. S4 Scale 1/8" = 1-0" OF 5 dao 7 Y3 `7 . . .... • . • • • • • • • • •• • • • • • • • •••• •••• • • •••• •••• • • • •• •• • • •• •• • •• • • • • • • • • •., • • ••• • • . . • • •• 1 V 0001191244 V