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ACT-18-307 (2)Okik Eastern Engineering Group 3401 NW 82nd Ave. Suite 370 Doral, FL. 33122 (305) 599-8133 info@easterneg.com www.eastei net *.1om •• • ••::• • • • • • • •• • • • • • • •• • • 0 • TO: Mr. Building 0 icia• • •9 • • • •• J I S... C • • FROM: Gonzalo A. Paz, P.E. .••••, Structural Engineer, FL Reg. No. 60734 "" "' • • • • •• • DATE: May 10th, 2018 • • • • •• • • • • • • • • • • •• • RE: Structural Certification Letter for the Inspection of the installement of the ' Fence, Gates and Trellis Foundations Penkwitt Residence: 500 Grand Concourse, Miami Shore, FL, 33138 Permit Number: Dear Sir/Madam, On May 10, 2018 our firm performed a One Time Final Inspection of the Trellis, Gates and Fence's Foundation on the property located at the above mentioned address. At the time of the inspection, the installation of the Trellis, Gates and Fence were completed. No photos of the construction of the foundation were provided by the contractor. Two exploratory demolitions were randomly conducted. Foundation were partially excavated and exposed. In both cases, the foundations were done as per approved documents. I Gonzalo A. Paz, P.E. hereby attest that I have performed and approved the inspection, hereby attest that to the best of my knowledge, belief and professional judgment, the Elements Installed Inspected, such as the foundations of the Trellis, Gates and Fence of the above referenced project are in compliance with the approved permit plans. If you have any additional questions or comments, please do not hesitate to contact me at: (305) 599-8133 e" NOisele•• Thank you. .`�aG��O� y•'• 'NW 00 Very Truly Yours, • ��,•r 18 o. 7 2018 Gonzalo A. Paz, P.E. r _' r : * Structural EngineerEast rn*�igin®grIO G9 p+•9nci •O� A O� • 4i d 10 �i b:\dl',, \,' c.' r\' i` ally 'yam i nz!o A. P z. P.E. ^ f d e �1 C:. Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit NO. ACT-2-18-307 p t Permit Type: Awnings/Canopies/Tents Work Classification: New Permit Status: APPROVED Issue Date: 3/28/2018 Expiration: 09/24/2018 Parcel Number Applicant 500 GRAND CONCOURSE Miami Shores, FL 33138-2465 1132060171440 Block: Lot: PATRICK PENKWITT Owner Information Address Phone Cell MICHELLE DE FIGUEIREDO NAVES 500 GRAND CONCOURSE MIAMI SHORES FL 33138-2465 Contractor(s) Phone SIGNATURE CONSTRUCTION GROUF (786)838-8807 Cell Phone Valuation: Total Sq Feet: $ 9,000.00 300 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Work: NEW AWNING OVER DRIVEWAY Classification: Residential Code Comments: : Code Denied: Additional Info: NEW AWNING OVER DRIVEWAY Color Approved: In Review: In Review Code Approved: : In Review Scanning: 4 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $5.40 $4.05 $2.70 $1.80 $270.00 $80.00 $12.00 $7.20 Total: $383.15 Pay Date Pay Type Invoice # ACT-2-18-66364 03/28/2018 Check #: 1290 02/06/2018 Credit Card Amt Paid Amt Due $ 333.15 $ 50.00 $ 50.00 $ 0.00 Available Inspections: Inspection Type: Final Foundation Review Building Review Building Review Structural Review Planning Review Planning In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information i accur=te and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named : trai.r tp do the work stated. Authorized Signature: Owner / Applicant / C actor March 28, 2018 Agent Date Building Department Copy March 28, 2018 1 City: Miami Shores ,y)‘ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION JA BUILDING ❑ ELECTRIC ❑ ROOFING FBC 201 k Master Permit No. fl G Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: T) I I J 7 fj .,i4 o I �.:� - 1 s l Yare • Zip: 1 11(0S County: Miami Dade Folio/Parcel#: 32 c - 0-19 O Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): p (jc ki PQY►1i t1,1114 L • MiC.41e I I L Phone#: �'up —21 O—(O� Address:560 @rand rCo ncot)it e NokVe.' City: 10.✓Yi ( G f.�C� State: 'C L zip: 3 I35;5- 21446 Tenant/Lessee Name: Phone#: Email: W rvakie, n- - COf'Y� CONTRACTOR: Company Name: C ICtWie n CPU p '-1ne#: Address:516 f � 1 U , (� City: State: Pt Zip: J�I G cc, Qualifier Name: Lu s Iore10S Phone#:C1 S` 9 A2 State Certification or Registration #: �'C Certificate of Competency #: DESIGNER: Architect/Engineer: Clrvl2q AV City: P t2 Phone*W5 911 - 13/ 33 Address: 31401 i Y r O gL Yl o A V , City: bor 221 State: a_ Zip: E 122 , Value of Work for this Permit: $ 9 O'OE Square/Linear Footage of Work: 300 Type of Work: ❑ Addition ❑ Alteration Cgl. New Description of Work: AuonN(A) IN Repair/Replace ❑ Demolition Specify color of color thru tile: 6 t J ef • Submittal Fee $ 50 CO Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE$ 33.3 As 4, 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 t OWN ; or AGENT The foregoing instrument was acknowledged before me this y of0ti'uQ Y41 , 20 1 , by 'Pq' ncV- kUJ tt 1 , who is personally known to me or who has produced Dfzver UtZ_CQ r1Sre, identification and who di NOTARY PUBLIC: Sig ti..yg��„ ANACABRINI apc'a e ,,, •;;� MY COMMISSION # GG 03795 EXPIRES: February � 1, 2O2i rs %. r o ,r ,�,_w�� Rau Notary •.,,FOi it.•• Bonded Print: derv/A- li4t3A4IU Seal: sssssssssssssssssssssssssssssss APPROVED BY (Revised02/24/2014) as Signature The foregoing instrument was acknowledged before me this 5 day of i1O11-(01'' , 20 (V , by Li' 1 r rcos , who is personally known to me or who has produced .Pr14 Q Lessirl e as identification and who did take an oath. NOTARY PUBLIC: Sign Print: Seal: y/sssss*ssssssssss.ssssssssssss 3/( **************************** ANACABRINI ia4`••�?X'.Ye t .. MY COMMISSION # GG0277951 EXPIRES: February 2 021 '44) �..?" Bonded Thru Notary Public Underwriters Plans Examiner Structural Review Zoning Clerk MEM NORM= e Folio: 11-3206-017-1440 Sub -Division: MIAMI SHORES SEC 4 AMD Property Address 500 GRAND CONC Miami Shores. FL 33135.2465 520 GRAND CONC Owner PATRICK PENKWITT &W MICHELLE DE FIGUEIREDO NAVES Mailing Address 500 GRAND CONCOURSE MIAMI SHORES, FL 33138-2465 PA Primary Zone 1300 SGL FAMILY - 2801-3000 SO Primary Land Use 0802 MULTIFAMILY 2-9 UNITS : 2 LIVING UNITS Beds / Baths / Half 8/6/0 Floors 1 Living Units 2 Actual Area 6,934 Sq.Ft Living Area 5,744 Sq.Ft Adjusted Aroa 6,051 Sq.Ft Lot Size 29,035.5 Sq.Ft Year Built 1953 'al4� 7-\ • Map View - Layers — 2017 Ae. Pl'otography 6Llft Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. / COPY OF QUALIFIER'S STATE LICENCES B. /COPY OF LOCAL BUSINESS TAX RECEIPT C. / /COPY OF LIABILITY INSURANCE* D. / COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must ha OTICE TO OWNE OMa Contractor Affidavit) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICATE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. D. COPY OF LIABILITY INSURACE* E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 Certificate must specify the description of operations or contractor license number. BUSINESS NAME: 3L VG -Li t n 9wp inc, BUSINESS ADDRESS: 51 6 I N uJ -9" Y' 3 CITY Drcce-Q STATE V ZIP 33 I CG BUSINESS PHONE: IteG )1MUC ' FAX NUMBER ( ) 4 CELL PHONE f(S1 ) +�-►� G 2 _ QUALIFIER'S NAME: i- gtrtC5 QUALIFIER'S LIC NUMBER: CGc I5ISG9CO. STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 BARRIOS, LUIS ENRIQUE SIGNATURE CONSTRUCTION GROUP INC 5161 NW 79TH AVENUE UNIT 13 DORAL FL 33166 Congratulations! With this license you become one of the nearly One million Floridians licensed by the Department of Business and PrOfestkiiial Regulation. Our professionals and businesses range. from arthitects 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 businessin order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more: information about ourdivisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate. Fairly. We constantly Strive taterVe 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 • • " (850) 487-1395 i:iFkf:Tg;25r4VEErZniWZ22:LT:Rer_;:tZCT:4.i.''.7A7:Z:tai :STATE OF FLORIDA ',081.16.1Z- 016 - DEPARTMENT OF BUSINESS AND •1'.. CGC1515699 - PROFESSIONAL • • -:-ZERTIFfiE13.GEN ,,CONTRACT - BARRIOS, LUIS - - SIGNATURE ROUP INC ID CERTIFIED under theprovIsions:9f . _ -74p43,3n cif AUG31•2018 sZ DETACH HERE KEN-LAWSON, SECRETARY STATEOF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD LICENSE NUMBER - ------.. - - . '5 CGC151690 ... . -. -. .‘ k : ..... ._:,-........ TheCENERAL CONTRACTOR - Named below IS CERTIFIED Under-ttle-proVisions of Chapter 489 FS Expiration date: :AUG 31,2018 - - BARRIOS,_ - - 'SIGNATURE.CONSTRUC 5161- NW 79TH AVENU • iSSU83: -08/18/2 4. -41:,,,,"stAiM;t4 - E UIRE 0 010742 Local Business Tax Receipt Miami -Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY 7166137 -BUSINESBNANIE/LOCATION RECEIPT NO. SIGNATURE CONSTRUCTION GROUP INC RENEWAL 5161 NW 79 AVE STE 13 7444582 DORAL FL 33166 LBT EXPIRES* SEPTEMBER 30, 2018 Must be displayed at place of business Pursuant to County Code Chapter 8A - Art. 9 & ;10 OWNER SEC. TYPE OF BUSINESS SIGNATURE CONSTRUCTION GROUP INC196 GENERAL BUILDING CONTRACTOR r3=r3REcElvE: C./0 DIMAS HERNANDEZ CGC1515690 $45.00 09/28/21117 CREDITCARD-17-065thEL: This Local Business Tex Receipt only confirms payment of the Local Business Tax. The Receipt is note license. permit, or a certification of the holder's mmlificatlens, to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT NO. above must be displayed on all commercial vehicles -Miami-Bade Code Sec ge-VP. For more infamation. visit wvAv.miernidatte.covitexcellecter CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 02/05 2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Russo` Insurance Group 11011 SHERIDAN STREET SUITE 201 COOPER CITY, FL 331026 CONTACT NAME PHONE Or a F„9•(954) 345-1904 FAX No): (054)827-2355 ADDRESS- ralph@russoiq.com INSURER(S) AFFORDING COVERAGE NAIL # INSURER A: INTERNATIONAL INS CO. OF HANNOVER SE INSURED SIGNATURE CONST GROUP INC 5161 NW, 79 AVE UNIT #13 DORAL, FL 33166 INSURER B : INSURER C: INSURER D : INSURER E : INSURER F : R: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE I�NRw SUBRw POLICY NUMBER IM UCMIDO ivwl IM POLICY YYY) UMmi A GENERAL X LIABILITY COMMERCIAL GENERAL LIABILITY X IGO6A013835-01 0124/2018 0124/2019 EACH OCCURRENCE $1,000,000 $100,000 DAMAGE TO PRFMISFS (FsEn c umnon) MED EXP (Any one person) $ 5,000 CLAIMS -MADE X OCCUR PERSONAL & ADv INJURY $1,000,000 GENERAL AGGREGATE $1,000,000 PRODUCTS - COMP/OP AGG $1,000,000 GGEEN'L AGGREGATE X IPOUCYEl UMIT APPLIES PER: [1 LOC $ AUTOMOBILE LJABIL TY _ SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Fa accident) S BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Par oxidant) $ $ UMBRELLA LIAB EXCESS UAB _ OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ $ • DED RETENTION S WORKERS COMPENSATION AND EMPLOYERS UABILTY Y/N N/A WC STATU- TC]RY I IMITS OTH- FP EL. EACH ACCIDENT $ ANY PROPRIEFORJPARTNERIEXECUTIV� OFFICER/MEMBER EXCLUDED? i (Mandatory In NH) If yes describe under DESCRIPTION OF OPERATIONS belay EL DISEASE - EA EMPLOYEE $ EL DISEASE - POLICY LIMIT $ • DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) GENERAL CONTRACTOR CERTIFICATE HOLDER IS LISTED AS ADDITIONAL INSURED. CANCELLATION MIAMI SHORES VILLAGE BLDG DEPT. 10050 NE 2ND AVE MIAMI SHORES, FL 33138 I SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE <DA> ACORD 25 (2010/0.5) @ 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD JIMMY PATRONIS CHIEF FINANICAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 1/23/2018 EXPIRATION DATE: 1/23/2020 PERSON: BARRIOS LUIS E FEIN: 463861294 BUSINESS NAME AND ADDRESS: SIGNATURE CONSTRUCTION GROUP, INC. 5161 NW 79TH AVE. STE:13 , MIAMI FL SCOPE OF BUSINESS OR TRADE: Contractor -Project Manager, Construction Executive, Construction Manager or Construction Superintendent 33166 IMPORTANT: Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 4 JIMMY PATRONIS CHIEF FINANICAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 1/19/2018 EXPIRATION DATE: 1/19/2020 PERSON: HERNANDEZ DIMAS R FEIN: 463861294 BUSINESS NAME AND ADDRESS: SIGNATURE CONSTRUCTION GROUP, INC. 5161 NW 79TH AVE STE 13 MIAMI FL SCOPE OF BUSINESS OR TRADE: Contractor -Project Manager, Cansion Executive. construction Manager or Construction Superintendent 33166 IMPORTANT: Pursuant to Chapter 440.05(14), F.S.. an officer of a corporation who elects exemption from this chapter by firing a certificate of election undo this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt,, apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation If, at any time after the filing of the notice or the Issuance of the certi cats. the person named on the notice or ceitMcate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for tale of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 F 5M582 IAMIN.W. 7thIFLORIDA STRE3312ET6 SUITE 202 , TELEPHONE: (305) 220.3 71 1 FAX: (305) 264-0229 DRAWN BY:E.M.( LILY), RECE° ED MAR 1016 4p 9-00.S 9,94 R=25.00 A•40.02 b 91.4333' T=25.76 CH=35.88 CHB=341'1201'W •50 ` ol/ 30.00'40/: {PuruPJnrs Jnr. LAND'SURVEYORS BOUNDARY SURVEY SCALE 1'.: 30' t2 29'.o35 Sp at.S12e: G-G3� -'� 24% SURVEY No. 6 - 0002635 -2 y { r R=1849.79 A=120.58 b.=3'44'06' i T= 60.31 CH=120.56 CHB=688'0T57'W 'a99 FIR 1l2' NO CAP LOT -12. 741 ;BLOCK • 97 • .-12.95 i y16.75' y w13.60' 0.35� \ 0.35' • a 8.75' 92, GARAGE•9.87 to F.F.E.413.25 A` 9.10'. A. FLOOD VENT•12.1r ONE STORY 0.35' RES. # 500 • m 0' _I • 0,7 1 AT.1A SCREEN 13/4 --7 25/. a 66.50' AMU? • GRAND CONCOURiE s•-• • • gd.• • •. •• .-o • •• • •I. • • 7 LOT =11 'BLOCK-97 9.50' ASPHALT ••• • • •••• [• • • I•• •• • • • • • •'• • 7C.W 5' CONC. SINK F.I.P 1/2' NO CAP 0 25'CL 0 O O M 0.1 SCL ONPL a • p p I • • ' • • • •. 6••-• LOT-10 BLOCK - 97 F.I.P 1/2'^ w NO CAP.; .-n _-- Layze Systems Carport proposal., 1AT.id •••• • a•• • •••- • • - • • • •••- C,••• • • •"•• • •••1 • PENKWITT RESIDENCE - Carport D-1 n• • II • .• • •• • •• • •• 5582 N.W. 7th STREET SUITE 202 MIAMI, FLORIDA 33126 TELEPHONE: (305) 220-3171 FAX*305) 264-0229 DRAWN BY:E.M.( ULY) Car pep' Re Wu, o u a 'urunjnrs 1' nr. LAND SURVEYORS BOUNDARY SURVEY SCALE • 1•: 30' SURVEY No. 6 - 0002635 2 SHEET No. 2 OF 2 LTc Size_ : 2 (.035 s-r. Ac ua[ seze : .134 s{- -7 243/4 de0-61nOpy : 3004. New 8ugdm y Area : 7:z••3.�. --; •: �€�'• • •• • ,rtz ae I }o I PL ( 16.75' Of °f C.P. 13.80' 0•35' Ica 0.35oE9.er 8.75' 0. F.F.E.•13.25 A 9.10' FLOOD VENTtr12.19' , �1 ONE STORY 0.35' —� RES. # 500 p' ••. • F.I.P 112" NO CAP Fen 0.25'CL 0 lh • : • • • • • LOT-10 BLOCK - 97 • B N Y.y••J. .._ I• • Gate /i� =ESL MOM •• •••• • • • ..• • • • • • •••• ••• • • I I I ..'.11' I I••••4.I Truss j' I I I I I I I I I I I I I I Or Truss 9 I I I LllL Tr 240" • .II. .. 253" Property line/ PLANT. sc 1 /4"=1'-0" Gate i\ • . • .. • •. • • .. • .. • • . • .. • .... • ••• • • •••• • •••• • .... •••• • . . • • • • • • • • • ..M . PENKWITT RESIDENCE - Carport D-3 • • • • • • • • • • . CO 124" 0) 0 124" . _ NI • . • . _ _ ■ II . . • . - •° I ° •••. •:.. 7 J ' 1 11 ill Gate ELEVATION A. sc 1/4"=1'-0" r Carport proposal -CO I, ELEVATION B. sc 1/4"=1'-0" .... • • .••• •••• • • • • • • • • • •• •• ••.• . •... • • • . . • • • • • •• •• •• .• • •. • • •. . • .. • • • •... • ... • •... •• • • . • • •... .. • •• • • • . • .• • \ / Gate PENKWITT RESIDENCE - Carport D-4 . • • • • • • • • • ..• . . . . 00110 .. . .. • . . • •.••. CALIFORNIA DEPARTMENT OF FORESTRY and FIRE PROT.ECTION.. OFFICE OF THE STATE FIRE MARSHan-. .•."• ...• .... REGISTERED FLAME RESISTANT ;ftODt7.CT Product: SOLTIS W96 Product Marketed By: SERGE FERRARI ZONE INDUSTRIELLE BP54 38352 LA TOUR DU PIN CEDEX • .. . . . •• .. . Registration No....•. .. . F-07801 This product meets the minimum requirements of flame resistance established by the California State Fire Marshal for products identified in Section 13115, California Health and Safety Code. The scope of the approved use of this product is provided in the current edition of the CALIFORNIA APPROVED LIST OF FLAME RETARDANT CHEMICALS AND FABRICS, GENERAL AND LIMITED APPLICATIONS CONCERNS published by the California State Fire Marshal. Deputy State Fire Marshal Expire: 6/30/2018 FR-8 ern ms•ii44, Engineering Group and Civil Engineering Consulting 305.599.8133 www.easterneg.com ON Eastern Engineering Group PENKWITT RESIDENCE•• •••• •••• • • • •••• •••• • • • • • •• ••. • Job No: 17-92 1 •••••• .•• .• • • • • • •• • MISC. SHOP DRAWINGS 500 Grand Concour Miami Shores, APPROvEU,.__._— STRUCTURAL CALLATiONS Prepared By: ❑ Raissa Lopez, PE Lic. No. 59399 CAN # 26655 3401 NW 82nd Ave, Suite 370, Miami, Florida 33122 Telf. (305) 599-8133 / Email: info@easterneg.com 1 of 71 01/30/18 • •• • • • • JOB No: 17-921 • • • • •• •• : • • • • • 064 Eastern Engineering Group DESIGN CRITERIA: .... Calculations based on: '.•.•' . .• • . .. . •• • • .• .• • • 1. 2017 Florida Building Code ' 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10 3. Building Code Requirements for Structural Concrete ACI 318-08 • • 4. American Institute of Steel Construction AISC-13ed ••••• ' • 5. Aluminum Design Manual 2015 ' • 6. Specifications for the Design of Cold -Formed Stainless Steel Structural Memberntr4SCE8-02 ' ' • • CALCULATION INDEX: Wind Analysis II Carport Design III Aluminum Fence and Gate CALCULATION STATEMENT: • • • • • • •• • .. • • • S. • 3-6 7-62 63-71 Total Pages =71 01.0zZat�Iii To the best of my knowledge, ability, belief and professional jud t.Dl iialti� fEt that the manual calculations and computer generated calculations are in complia$c All* existing governing codes. ....'\ •'� aye •'• . 1,7_rt.i ii J if • r v Y , y ~ Prepared By: ..,�0 ieparede-y:�; Vim;; ❑ Raissa Lopez, PE DonzbrinP.Nwl?e..d Lic. No. 59399 Liitf`.,ifo' 60Z3 c1.100�' CAN # 26655 & CAN #'5 3401 NW 82nd Ave, Suite 370, Miami, Florida 33122 Telf. (305) 599-8133/ Email: info@easterneg.com 2 of 71 01/30/18 JOB No: 17-921 ON Eastern Engineering Group .... • • . ..•. • S • ... • IS •• • S • • ••5 • • . • SS•S •SSS • • . • •. • •5SS ••S• •5•S I• S•• .... • •5 . • • S S • • , • • . • . . • SS •• • . •• • • S • WIND ANALYSIS 3401 NW 82nd Ave, Suite 370, Miami, Florida 33122 Telf. (305) 599-8133 / Email: info@easterneg.com 3 of 71 01/30/18 JOB No: 17-921 MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 Date Company Name Address City State File Location: : 1/15/2018 Project No. . : Eastern Engineering Group Designed By . : 3401 NW 82nd Avenue Description . : Miami Customer Name : : Fl Proj Location : C:\Documents and Settings\Plotter0l\Desktop\Meca Open Wind www.mecaenterprises.com 10 245 M.D.G. Canopy City of Sunny Isles Calcs.wnd Directional Procedure Open Building (Ch 27 Part 1) All pressures shown are Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Alpha At Am Cc Epsilon Slope of Roof L: Roof Hor. Width ft Ht: Mean Roof Ht • 115.00 mph = II • N/A • 1.00 - 9.50 • 0.11 - 0.15 • 0.20 • 0.20 = 1.05 : 12 • 21.00 ft • 10.00 ft based upon ASD Design, with a Load Factor of .6 • • Exposure Category . F • Flexible Structure " =' Kd Directional Facto' Zg Bt Bm 1 Zmin •- ••••_•• • • • • *di, :/% ' • 0'85" 900.00'ft 1.01". 0.a!•' 500 ,MM:4 15.0, ft Slope of Roof(Theta):••r: 5.000Deg D: Roof Length along•Ridge= •14.0 Type of Roof Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 • • • • • •• _ •Pitched • = 0.85 • . • •• • Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Figure 6-18B Open Building -Pitched Roof 4 of 71 01/30/18 JOB No: 17-921 MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 Date : 1/15/2018 Project No. Company Name : Eastern Engineering Group Designed By Address : 3401 NW 82nd Avenue Description Customer Name City : Miami State : Fl Proj Location : File Location: C:\Documents and Settings\Plotter0l\Desktop\Meca Open Wind Calcs.wnd www.mecaenterprises.com 10 245 M.D.G. Canopy City of Sunny Isles • • • •• • • •••• • • • • •• • •• • • • • •• • •• •••• • • • • • • • • • • • •• • Pitched Roof • • • •••• • • •1 • •••• ••• • • • •• • • • • • •• • • •••• r • • Wind Pressure on Components and Cladding (Ch 30 Part 5) All pressures Description •• • • •• • shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3 ft Width Span Area Zone Cn Cn Max P Min P ft ft ft^2 Max Min psf psf Zone Zone Zone Zone Zone Zone Zone Zone Zone Zone Zone Zone 1 2 3 1 2 3 1 2 3 1 2 3 10.00 10.00 10.00 15.00 15.00 15.00 20.00 20.00 20.00 25.00 25.00 25.00 1.00 1.00 1.00 1`. 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.0 1 10.0 2 10.0 3 15.0 1 15.0 2 15.0 3 20.0 1 20.0 2 20.0 3 25.0 1 25.0 2 25.0 3 1.13 1.73 1.73 1.13 1.73 1.73 1.13 1.73 1.73 1.13 1.73 1.73 - 1.17 - 1.77 - 1.77 - 1.17 - 1.77 - 1.77 - 1.17 - 1.77 - 1.77 - 1.17 - 1.77 - 1.77 16.00 22.94 22.94 16.00 22.94 22.94 16.00 22.94 22.94 16.00 22.94 22.94 - 16.00 - 23.38 - 23.38 - 16.00 -23.38 - 23.38 - 16.00 - 23.38 - 23.38 - 16.00 - 23.38 - 23.38 Zone 1 Zone 2 Zone 3 30.00 1.00 30.0 1 1.13 -1.17 16.00 -16.00 30.00 1.00 30.0 2 1.73 -1.77 22.94 -23.38 30.00 1.00 30.0 3 1.73 -1.77 22.94 -23.38 • • 21 Project Name:17-921 Penkwitt Residence Date:01 /15/2018 Wind for Solid Freestanding Walls & Signs Design (s>70%o) ASCE 7-10 (General Wind Data: 115.0 K := 1.0C zt Kd := 0.85 12,:= 0.85 Cf := 1.35 a := 9.501 zg 900.0Cl FENCE Wind Velocity (mph) Topographic Factor Wind Directionality Factor (see table 26.6-1) ASCE 7-10 .... Kd=0.15 • • • •• • Gust Factor (Rigid Structure) • • • .a•• • •• • • • • • • • •• • • •,•• •••• • • • Net Force Coefficients (see Figure 6-20 through 6-23) ' •••• ' •. • • For Solid Signs: s/h<0.16 & 0.2<B/s<10 Cf=1.85 •••• • • • For Freestanding Walls: s/h>=1 & B/s=1 Cf=1.45•••••• •••• • s/h>=1 & B/s=2 Cf=1.40:. • •• '. s/h>=1 & B/s=5 Cf=1.35' • • • s/h>=1 & B/s=10 Cf=1.30: .'. • Values for Terrain exposure constants a and zg: Exposure B---- Value a =7 , Value zg=1200 Exposure C-- Value a =9.5 , Value zg=900 Exposure D--- Value a =11.5 , Value zg=700 !General Sign Data: Z := 8.0 L:= 83.3 .Height of Top of Sign (ft) X:=1— 1— e 100 Then Solidity Ratio of Sign (%) 1.5 Z := if(Z < 15,15,Z) 2 (Z1a Kz := 2.01 l —J zg qz:= 0.00256•KZKz•Kd•V2 'Allowable Design Wind Loads: pz := 0.6(gz•G•Cf) pz.EQ pz, 10) Easter 6 of 9jneering Group (ELEMENTS) a = 0.93 Kz= 0.85 24:43 pz.= 16.82 :EQ= 15.67 01/30/18 •• • •• • • • • . • •• • Solidity Ratio of Sign (%) psf Gross Wind per Actual Solid Area (psf) Equivalent Wind in Overall Area (psf) JOB No: 17-921 ON Eastern Engineering Group • • • I••• • • • • •• • •• • • • • • • • •• • • • • •••• ••••• •• •• • • • • •••• •••• 4 • • • • • • • • • • • •• •• •• • • • • • • • 4 • • • • • • • • • • • • • •• • •• • • • • V • • • • • CARPORT DESIGN 3401 NW 82nd Ave, Suite 370, Miami, Florida 33122 Telf. (305) 599-8133 / Email: info@easterneg.com 7 of 71 01/30/18 JOB No: 17-921 PLAN VIEW • • • •• •••• • • • • .. • •. . . •• • • •'•• • ••. • •••• •••• • . •• •• •••• •••• ..•• •• • • • . . • • •. • . • . .• . • • • 3118. ••j. •. m as _sx_a SS.. a M.M..�nxn —;T; — OM— a MN, - — — — MM I it ELEMENT 2 . �'. -t • iu e 1 1 I =1 ELEMENT 2 M. ma M. Ma Mat MI Ma OM issa MS ism Miss Ma Made ma. Mia _ 2VENT —_T==i____Sv=L- •. . • 8of71 01/30/18 JOB No: 17-921 M 1.5000 1 \ m in 01 c0 op ✓ 0 Q m N LA N \ 1.9643 .'... • • • • •••• • • • ..• .. • •.• • .. • • .... .... • . .... • .... .... . • .. .. .. A. • . • .. • . . • • . • . .. . • . : . . . • • .. ... • . . .. AluityWit4m Alloy 6m61 T6 01/30/18 JOB No: 17-921 Table 1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS THICKNESS ALLOY AND TEMPER PRODUCT RANGE in. COMPRESSIVE F� Fty Fe. F.,, MODULUS OF ksi ksi ksi ksi • • 6I•ASTICITY2 •_-••(ksi) 5052-0 Sheet & Plate 0.006 to 3.000 25 9.5 • 995 • 16 • • • 10,200 • • -H32 Sheet & Plate • All 31 23 ?i • 19 • • 60,200 • -H34 Cold Fin. Rod & Bar All 34 26 • •24; • • - 20 • • • 10,200 -H36 (Drawn Tube • Sheet 0.006 to 0.162 37 29 ie6• • 22 • • • • 10,200 • • 5083-0 Extrusions up thru 5.000 39 16 • •16• • - 24 • • • • • T0,400 -H111 Extrusions up thru 0.500 40 24 • Z1• • • 24 • • • •10,400 • • -H111 Extrusions 0.501 to 5.000 40 24 • 21 • • • 23 • • • • :0,400 -0 Sheet & Plate 0.051 to 1.500 40 18 •18 25 10,400 • -H116 Sheet & Plate 0.188 to 1.500 44 31 :' •: 26 • 10,400 • • -H32, H321 Sheet & Plate 0.188 to 1.500 44 31 • 26 • 26 • •1,0,400 -H116 Plate 1.501 to 3.000 41 29 • 24 • 24 • 10,400 • • -H32, H321 Plate 1.501 to 3.000 41 29 • •24• : 24 • • •10,400 • • 5086-0 Extrusions up thru 5.000 35 14 14 21 ' • • • •1b,400 -H111 Extrusions up thru 0.500 36 21 18 21 10,400 -H111 Extrusions 0.501 to 5.000 36 21 18 21 10,400 -0 Sheet & Plate 0.020 to 2.000 35 14 14 21 10,400 -H112 Plate 0.025 to 0.499 36 18 17 22 10,400 H112 Plate 0.500 to 1.000 35 16 16 21 10,400 -H112 Plate 1.001 to 2.000 35 14 15 21 10,400 -H112 Plate 2.001 to 3.000 34 14 15 21 10,400 -H116 Sheet & Plate All 40 28 26 24 10,400 -H32 Sheet & Plate All 40 28 26 24 10,400 Drawn Tube -H34 Sheet & Plate All 44 34 32 26 10,400 Drawn Tube 5154-H38 5454-0 -H111 -H111 -H112 -0 -H32 -H34 5456-0 -H116 -H32, H321 -H116 -H32, H321 -H116 -H32, H321 6005 T5 Sheet Extrusions Extrusions Extrusions Extrusions Sheet & Plate Sheet & Plate Sheet & Plate Sheet & Plate Sheet & Plate Sheet & Plate Plate Plate Plate Plate Extrusions 0.006 to 0.128 up thru 5.000 up thru 0.500 0.501 to 5.000 up thru 5.000 0.020 to 3.000 0.020 to 2.000 0.020 to 1.000 0.051 to 1.500 0.188 to 1.250 0.188 to 1.250 1.251 to 1.500 1.251 to 1.500 1.501 to : Ftu 1.501 to thv, i_000 45 31 33 33 31 31 36 39 42 46 46 44 44 2Fty 1$8 35 12 19 19 12 12 26 29 19 33 33 31 31 Fcy 33 12 16 16 13 12 24 27 19 27 27 25 25 24 19 20 19 19 19 21 23 26 27 27 25 25 25, 10,300 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 in inn 6061-T6, T651 -T6, T6510, T6511 -T6, T651 -T6 -T6 Sheet & Plate Extrusions Cold Fin. Rod & Bar Drawn Tube Pipe Bull i- 10, Extrusions -T52 Extrusions -T5 Extrusions -T6 Extrusions & Pipe 6066-T6, T6510, T6511 Extrusions 6070-T6, T62 Extrusions 6105-T5 Extrusions 6351-T5 Extrusions 6351-T6 Extrusions 6463-T6 Extrusions 7005-T53 Extrusions 0.010 to 4.000 42 All 38 up thru 8.000 0.025 to 0.500 All 42 42 38 35 35 35 35 35 27 35 24 35 25 35 27 35 24 10,100 10,100 10,100 10,100 10,100 up tnru 0.500 t2 16 IS 13 10,100 up thru 1.000 22 16 16 13 10,100 0.500 to 1.000 21 15 15 12 10,100 All 30 25 25 19 10,100 All 50 45 45 27 10,100 up thru 2.999 48 45 45 29 10,100 up thru 0.500 38 35 35 24 10,100 up thni 1.000 38 35 35 24 10,100 up thru 0.750 42 37 37 27 10,100 up thru 0.500 30 25 25 19 10,100 up thru 0.750 50 44 43 28 10,500 1. F„ and F,, are minimum specified values (except Fir for 1100-H12, H14 Cold Finished Rod and Bar and Drawn Tube, Aided 3003-H18 Sheet and 5050-H32, H34 Cold Finished Rod and Bar which are minimum expected values); other strength properties are corresponding minimum expected values. 2. Typical values. For deflection calculations an average modulus of elasticity is used; this is 100 ksi lower than values in this column. May 2005 10 of 71 01/30/18 JOB No: 17-921 V-7 Aluminum. Allowable Bending & Shear Streess Material Data: := 38.00 Fey : 35.00 F,y := 35.00 Fs, := 24.00 E := 10100.00 Beams -Tubular Shape Tensile Ultimate Strength (ksi) Tensile Yield Strength (ksi) Compressive Yield Strength (ksi) Shear Ultimate Strength (ksi) Compressive Modulus of Elasticity (ksi) !Safety Factors: := 1.95 ny := 1.65 na:= 1.20 Kt := 1.00 Cb := 1.00 Factor of Safety on Ultimate Strength Factor of Safety on Yield Strength •••• •• • • •••• • • • a• • b,s,l '• Z,S b,s.2 4.•• • t.s.2 • • S. • • • • • • • • • • • • • •• a --tw • • •• • • • • • • • .• • • •••• • • • • •••• •.•• • • • • • •• • • • •. • •• • • • • • • •• • Factor of Safety on Appearance of Buckling (see table 3.4-1 Aluminum Design Manual) Coefficient for Tension Members (see table 3.4-2 Aluminum Design Manual) Coefficient Which Depends on Moment Gradient !Section Properties: Lb := 12.00 IX := 4.48 Iy .•= 0.99 Sc := 2.39 := 1.39 ry := 0.65 h := 3.233 b := 1.964 tf:= 0.125 t,,, := 0.125 Unbraced Length of Beam for Bending (ft) Moment of Inertia of Beam about Axis x-x (in^4) Moment of Inertia of Beam about y-y (in^4) Section Modulus of Beam, Compression Side (inA3) Gyration ration of Cross -Section about x-x (in) Gyration ration of Cross -Section about y-y (in) Clear Hight of Shear Web (in) Width of Beam Section (in) Thickness of Element (in) Thickness of Element (in) 11 of 71 01/30/18 JOB No: 17-921 (Allowable Tension Stress in Beams: ( Fty Ftu Fbt := min , ny Kt.nu (Allowable CompressionStress in Beams: F 2 Fey Be := Fey.-1 + 2250) _ 2 De B1O \ Bc) Be Cc := 0.41•— Dc (Be— FcY \2 Si 1.6•Dc ,, C 2 S2 := c 1.6) J b•tw+ h•tf— tW2 — tf 2•tft(b — tw)2•(h — tf)2 w Sbeam.bend Fbc = (Lb. 12)• Sc 0.5•Cb Iy J Fcy if Sbeam.bend < S1 ny 1 —•(Bc — 1.6•Dc JSbeam.bend) if Si < Sbeam.bend < S2 ny 3.14162.E 2 if Sbeam.bend > S2_ 2.56• ny Sbeam.bend • • • .. .. • Fbt = i9:4E7'., . . .. •• .... . •. • . •.• . • • .. ksi • .... . • . • ..•. • • .... . . . •. . • •.• • . . • • • .. .. . = 39.365 D, =.0.246 C' = 65.673` Si = 123.243 S2 = 684.752 =,1.651 . . .. • . •• • • • • .. .• . ksi .4 In Sbeam:bend = 538.407 Fbc = 18.328 ksi 12 of 71 01/30/18 JOB No: 17-921 Allowable Compression Stress in Beams Elements (Flanges); Flat Element Supported on Both Edge: klf:= 0.35 k2f := 2.27 BP := Fey• \1 + 11.4 DP • B1O CBP/ F 3 cy 2 Bn C 0.41•— * DP BP— Fey SI.F .— * 1.6. DP kifBP S2.F .— * 1.6• DP Selement.flange := b * tf Fef := Coefficient for Slenderness Limits Coefficient for Slenderness Limits Fcy if Selement.flange < Si.F fly 1 •(BP — 1.6•Dp•Selement.flange) if Si < Selement.flange < S2.F ny k2f0FTE fly (1.6. Selement.flange) if Selement.flange > S2.F • • • • • • .•. • • .• . •• . •• • • • • • . • • .. • •... • • • • • • • • • •... •.•• .••• • . • • • S. •• •• • . • • • • • • . .• • • • • • • • • . .. . •• • • . • • • • • • Bp = 45.043 p = 0.301 CP = 61.395- = 20.867 = 32756 ksi Selementfange = 15.712 = 21.212 ksi 13 of 71 01/30/18 JOB No: 17-921 Allowable Compression Stress in Beams Elements (Web): Flat Element Supported on Both Edges: k2w := 2.04 m := 1.616 Bbr:= 1.3•Fey 1 + 7 Coefficient for Slenderness Limits Coefficient for Slenderness Limits For neutral axis located h/2 Fey 3 Bbr 6.Bbr Dbr 20 E ) 2 2•Bbr Cbr := 3 * r S1.w S2.w Bbr — 1.3• Fey m•Dbr k1w'Bbr m•�'nn br Selement. web h * tw Few : * * 1.3Fey if Selement. web < S1.W fly 1 (Bbr— m'Dbr'Selement.web) if S1.W < Selement. web < S2.W ny k2w. Bbr' E if Selement.web > S2.W ny. t. (m • Selemenweb) •••• • • • • • • • • • • •• • •• • • • • • • • • • •• • • • • •••• •••• • • • • • • • • • • • • • • • •••• • • ••,• • ••• ••••• • • • • • • • • • • • • • • • •• • •• • • • •, • • S. • Bbr = 66.762 Dbr = 0.665 ebr -- •66.951 S1,W = 19.792• S2'_W = 31.073 ksi Selement.web = 25.864 FeW = 23.622 ksi 14 of 71 01/30/18 JOB No: 17-921 Allowable Compression Stress in Beams Elements (Stiffener •), ,Element in Uniform Compression Gross Section) : ••••• •• •• • Flat Element Supported on One Edge: bs l := 0.9821 ts. • 0.125 k1s.t 0.35 k2s.1 2.27 Bp.S.1 Fey Width of Stiffener Element (in) Thickness of Stiffener Element (in) Coefficient for Slenderness Limits Coefficient for Slenderness Limits 2 B p.S.1 p.S.t B Dp.s.1 10 E Bp.S.I Cp.s.1 := 0.41 D p.S.1 Bp.S.1 — Fcy SI.S.I :— * 5.1•Dps.1 ktS.l•Bp.S.t 52.5.1:= 5.1D * p.s.l bs.1 Selement.stif ener.1 — * ts.l Fe. S.1 fly Fcy — if Selement.stiffener.1 G S1.S.1 fly • •••• •••• • • • • S. • •••. •••• .••• • • • • • •• •• •• • ••o••• • • • • • • • • • • • • • • • • • ••• • •• • • . • • • • ••• • BDSI = 45.043 Dp.S.1 = Q'.301 Cps. t = 61.395 S1.5.1=6546 S2.s.1 = 10.277 ksi Stier/lent-stiffen I 7.857 1 •(BpS I — 5.1•DpS.1.Selement.stiffener.1) If S1.S.1 < Selement.stiffener.l G S2.S.1 k2S.i. Bp.s.l E fly' (5.1 • Selement. stiffener. I) if Selement.stiffener.1 > S2.S.1 F. c 1, = 19.994 ksi 15 of 71 01/30/18 JOB No: 17-921 rllowable Compression Stress in Beams Elements (Stiffener) Element in Uniform Compression Gross Section) : Plat Element Supported on Both Edge: bs.2 := 0.50 tS.2 := 0.125 k1s.2:= 0.35 k2s2 := 2.27 Bp.S.2 := Fcy. Dp.S.2 :_ Width of Stiffener Element (in) Thickness of Stiffener Element (in) = 0.125 * 2 Coefficient for Slenderness Limits Coefficient for Slenderness Limits 1 2 Bp.S.2 (Bp.S.2) B B 10 E /II Bp.S.2 Cp.S.2 := 0.41 D p.S.2 S1.S.2 :— Bp.S.2 — Fey 1.6 Dp.s.2 kls.2'Bp.s.2 S2.S.2 1.6 Dp.s.z bS.2 Selement.stiffener.2 := — * ts.2 Fe.S.2 := fly Fey — if Selement.stiffener.2 < SI.S.2 fly 1 (p S 2 — 1.6• Dp S.2'—element.stiffener.2) if SI.S.2 < Selement.stiffener.2 < S2.S.2 ..• . • . • .. . •••• .. • .. . • ... • • 4 .. . . .... .... . • • • .... .... .... . . . . • .. .. .. . . • • . . • . . . • . • . . . . .. . Bpo2 = 45.043 Dp.s.2 = 0.301 Cp s2 = 61.395 S1 S.2 = 20.867 S2.S.2 = 32.756 . } • . .. • • . • .• .. • ksi Selcmentstifener.2 = 4.000 k2S.T1 Bp.s.2'E if Selement.stiffener.2> S2.S.2 fly'(1.6• Selement.stiffener.2) Ee52= 21.212 ksi 16 of 71 01/30/18 JOB No: 17-921 'Allowable Stress in Shear: Fty CFt3y V'/ Bs.=—• 1+ _ 9.3 _ 1 Bs (Bsl 2 Ds := —• E J 10 � Bs Cs := 0.41•— Ds Fty Bs-- SI'shear •= 1.25•Ds Cs S2.shear := 1.25 .47 Selement.shear - * w F, :— /3-•ny 1 C( Fty I f Selement.shear < SI.shear �h�l • Bs — 1.25•Ds• J If Slshear < Selement.shear S2.shear tw/ 3.14162•E (1.25.h\2 yt w if Selement.shear > S2.shear ... • . . •••• • .. . •• • •• • • • • • • • S. Bs=`11.) .. •• • • • • • Ds='013.3:i.. = 80.614 . ..•• • • .... .•.. • • • •• • • • • • . • • • . • •• . • • . • • S1'.shear = 35.633 S2.shear = 64.491 Selementshear = 25.864 F = 12.24=7 17 of 71 01/30/18 JOB No: 17-921 ELEMENT 1 Loads: Wind Latera l = 16.82 psf Gravity = 5 psf Short Term = 23.38 psf c(= 28.38 psf Tributary (max 34') Load Processing (Lateral Analysis) cjLat= 16.82 psf * 4/12 cj Lat= 5.606 */ft Mmax = 841.0 *-in (Vertical Analysis) cj = 28.38 psf * 34/12 = 80.41 */f t Mmax = 1.00 k- ft = 12000 *-in Reaction support 1 = 0.401 k = 401 Reaction support 2 = 0.443 k = 443 * Area = 2.30 in°2 Centroid =-43.11, 160.28 in lxx = lyy Jz = Pxy = rxx = ryy = Sxx max Sxx min Syy max Syy min F1,50 4.48 in°4 0.99 in°4.... W.P 1,34•iin • GO' in s • • • • =: .•. 1.0sa in°3 • •• •1.0e.3t1*.°s 2,83' • • • • r 1.50 From Express Sheet. Fb max = 18.328 ksi Fv max = 12.24'1 ksi (1) fbx = Mmax/Sx < Fb fbx= 12000/2.12 fbx = 5660.38 psi< 18328 psi fbx + fby < 1.0 Fb Fb 5660.38ps i + 841.0ps i = 0.35 < 1.0 (OK) 18328ps i 10,00' 0 Sketch (See Enercal Results) 18of71 fby= Mmax/Sy < Fb fby = 841/1.00 fby = 841.0 psi < 18328 psi 0.5' I-- (2) 01/30/18 JOB No: 17-921 General Beam Analysis Description : ELEMENT 1(WL) 1_General Beam Properties Elastic Modulus - - - Span #1 Span #2 _Applied Loads Span Length = Span Length = File: N:1EEG ACTIVE)Work in Progress12017117 921 Penkwitt ResidenceiCalmptcarportec6 ENERCALC, INC. 19;3-2011, Built. 1 • 3fVer.6.11 • • • • • • • • • • • • • 10.0 ft 0.50 ft Area = Area = D(0.00561) Span = 10.0 ft 10.0 inA2 10.0 inA2 •••• • • Moment of illtAig = Moment o/rdlil:= •• •• • • • • • • • • • ". •••• • • • • • .1t1b.0 inA4 • . • • .1r).0 in^4 ft) • • •• • • Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.005610 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.005610 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.070 k-ft +D 5.000ft Span # 1 0 000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.000 in Max Upward Total Deflection -0.000 in Maximum Forces &Stressesfor toad Combinationi: Load Combination Max Stress Ratios Segment Length Span # Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0.02812 k +D 10.000 ft Span # 1 Summary of Moment Values M V Mmax + Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 10.00 ft 1 0.07 Dsgn. L = 0.50 ft 2 +D Dsgn. L = 10.00 ft 1 0.07 Dsgn. L = 0.50 ft 2 _ , Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl -0.00 0.07 -0.00 0.00 -0.00 0.07 -0.00 0.00 Location in Span Load Combination 0.03 0.00 0.03 0.00 Max. "+" Defl Location in Span D Only 1 0.0004 5.000 2 0.0000 5.000 D Only Maximum Deflections for Load CombinatiOns7Unfactoiedioads -1 0.0000 -0.0001 0.000 0.500 Load Combination Span Max. Downward Deft Location in Span Max. Upward Defl Location in Span D Only 1 0.0004 5.000 Vertical Reactions - Unfactored Support notation Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum D Only 0.028 0.031 0.028 0.031 1 9 of 71 01/30/18 JOB No: 17-921 General Beam Analysis Description : ELEMENT 1(WL) 0.071 0.053 0.035 0.017 BEAM-- > 0.029 0,014 BEAM---» -0.014 -0.029 0.00006 BEAM-�-» -0.00006 C. -0.00019 0 -0.00032 -0.00045 File: N:\EEG ACTIVE\Work in Progress12017117 921 Penkwitt Reskiencelpil4Templcarportec6 ENERCALC, INC. 1983-2011, Builb.6.11.6,231,Ver.6.11.6.23 •• • • •• • • • • • • • • • • --- • • I • • • • -- • • • • • • • • - • • • • • _•• • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • • • • • • • • • • •1 • • • • • • • • • • !/// • • • • • • • 0.92 1.92 2.92 3,92 4.92 Distance (ft) ■ +D 5.92 - 6.92 7.92 8.92 • • • 9.92 0.92 1.92 2.92 3.92 4.92 Distance (ft) • +D 5.92 6.92 7.92 8.92 9.92 0.92 1,92 2,92 3.92 4.92 Distance (Ft) ■ D Only 5.92 6.92 7.92 8.92 9,92 • •• • •• • •• • • • •• • • • • • • • • 20 of 71 01/30/18 JOB No: 17-921 General Beam Analysis Description : ELEMENT 1 General Beam Properties Elastic Modulus Span #1 Span #2 Span Length = Span Length = 10.0 ft 0.50 ft Area = Area = D(0.08041) 10.0 inA2 10.0 inA2 ENERCALC,OC.1983-2011, Build 6•1 4.162i, Ver.6.11.6148 • ••.• • • ••.• Moment of Inertia = •••••• Moment o.Ir ac •••••. • • • • • • • • •• • • • • • • • • • • • • • • •144.0 in^4 ••:••� ' • 100.D inA4 • • • • • D(0.08041) •.. r++1 • Applied Loads Load for Span Number 1 Uniform Load : D = 0.08041 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.08041 k/ft, Tributary Width = 1.0 ft Span = 10.0 ft = 0.50 ft • Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.000 k-ft +D 5.000ft Span # 1 0.000 in 0.000 in 0.006 in -0.001 in `Maximum Forces`& Stresses for Load Combinations3 Load Combination Max Stress Ratios Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0.4031 k +D 10.000 ft Span # 1 Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 10.00 ft 1 1.00 Dsgn. L = 0.50 ft 2 +D Dsgn. L = 10.00 ft 1 1.00 Dsgn. L = 0.50 ft 2 Overall Maximum Deflections - Unfactored Loads- -0.01 1.00 -0.01 0.01 -0.01 1.00 -0.01 0.01 0.40 0.04 0.40 0.04 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+' Defl Location in Span D Only 1 0.0063 5.000 2 0.0000 5.000 D Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 0.0000 -0.0010 0.000 0.500 Max. Upward Defl Location in Span D Only 1 0.0063 Vertical Reactions - Unfactored Support notation : Far left is #1 5.000 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum D Only 0.401 0.401 0.443 0.443 • 21 of 71 01/30/18 JOB No: 17-921 General Beam Analysis ENERCALC, INC. 1983-2011, Build:6.4,1gPi3 Ver6.11.6.23 Lic. # : :: Description : ELEMENT 1 1.0 0.8 0.5 0.2 BEAM---» 0.41 0.20 BEAM---» -0.21 .0.41 0.0009 BEAM- r> -0.0009 E-0.0027 .0.0046 .0.0064 • • • • •• • •• • • • • • •• •• • • •••• • •••• • • • • • • •• • • • •• • • •�•• •• • • • • • • • •• •• •• • •• �• • • •• • • • • • • • • • • • • • •• •1 • •1 0.92 1.92 2.92 3.92 4.92 Distance (ft) ■ +D 5.92 6.92 7.92 • • • 8.92 • • • • • 4 92 • •- • 0.92 1.92 2.92 3.92 4.92 Distance (Ft) • +D 5.92 6.92 7,92 8,92 9.92 0.92 1.92 2.92 3.92 4.92 Distance (ft) ■ D O•Iy 5.92 6.92 7.92 8.92 9.92 • • • • • • • • • • •••• • • • • • • • • • • • • 22 of 71 01/30/18 JOB No: 17-921 M \12 N .... • • • . •••. • • . .. . .. . • . . ..• .. .... • .. .. • . . • • • .. . . .... • • .... .... . .. . . . . . .. . . • .• • . . • .• . • . • Alug}m Alloy 6061 T6 01/30/18 JOB No: 17-921 Project Name:17 863 2572 Jardin Way Date:12/07/2017 Aluminum Allowable Stress (Bending & Shear) Determination Beams -Tubular Shape (with stiffener lips) • • For products- whose temper designation begins with -T5, -T6, -T7, T8�or -1"9 __ '. • • • • • • • • • Platerial. Data: Ft,, := 38.00* Fty := 35.00* Fey := 35.00* F„ := 22.80* E := 10100.00* Tensile Ultimate Strength (ksi) Aluminum Design Manual) Tensile Yield Strength (ksi) Compressive Yield Strength (ksi) Shear Ultimate Strength (ksi) Compressive Modulus of Elasticity (ksi) Safety Factors: n,, := 1.95* ny:= 1.65* na:= 1.20* Kt := 1.00* Cb := 1.00. (see table 3.3-1 & 3.3-2 •: �.. • • • • • • • • b.s.1 t,s,1 • • --r• •••, Vittro .• • •. - • • • •••• • • • • • . • • tie Factor of Safety on Ultimate Strength (see table 3.4-1 Aluminum Design Manual) Factor of Safety on Yield Strength (see table 3.4-1 Aluminum Design Manual) Factor of Safety on Appearance of Buckling (see table 3.4-1 Aluminum Design Manual) Coefficient for Tension Members (see table 3.4-2 Aluminum Design Manual) Coefficient Which Depends on Moment Gradient (Conservative = 1) 'Section Properties: Lb := 6.5* IX := 7.034* Iy := 1.31* Se := 2.97* rX := 1.74* ry := 0.75* h := 4.125* b := 2.00* tf:= 0.125* 0.125* Unbraced Length of Beam for Bending (ft) Moment of Inertia of Beam about Strong Axis (in^4) Moment of Inertia of Beam about Weak Axis (in^4) Section Modulus of Beam, Compression Side (in^3) Gyration ration of Cross -Section about Strong Axis (in) Gyration ration of Cross -Section about Weak Axis (in) Hight of Element (in) Width of Element (in) Thickness of Element (in) Thickness of Element (in) • • • • • • • • 24 of 71 01/30/18 JOB No: 17-921 (Allowable Tension Stress in Beams. Fbt := min Fry Ft„ ny Kt•n„ • Fbt = 194$1 Allowable Compression in Beams, Extreme Fiber, Gross Section --- Tubular shapes, : Bc := Fey. Fe, 1+ 2250 _ 2 De• BO (Be) Be Ce:= 0.41•— * De Si := c (Bc — FcY 2 16 'D Cc S2 := 1.6 J: 2 • 2 tftH (b — tW)2•(h — tf)2 btW+h•tf—tw2—tf2 Sbeam.bend Fbc:= (Lb.12)•Sc 0.5• CbIyJ Fey if Sbeam.bend < S1 ny 1 —•(Be — 1.6•Dc' Sbeam.bend) if Si < Sbeam.bend < S2 fly 3.14162• E 2 if Sbeam.bend > S2 2.56 ny Sbeam.bend • • • • • • • • • • • • • ksi •• • • • • • • • • • • • • • • • • • • •. • • • • • • • • • • • • • • • • •• •• •• •• • • • • • . • • • = 39 • • • • •• • •• • •• • • • • 365 ksi • • • ID — 0.246- Cc = •65.673 = 123.243 S2 = 1684.752 _ 2394 .4 m Sbeam.bend = 261,648 = 20.003 ksi • • • • 25 of 71 01/30/18 JOB No: 17-921 Allowable Uniform Compression in Elements of Beams Flanges) --- Flat Element. Supported on Both Edge: k1f 0.35* k2f := 2.27* Bp := Fey 1 + 11.4 . • • . • •• • •... .. . • • • • •• .• • Coefficient for Slenderness Limits (see table 3.3-3 & 3.3-4Alumintfit! sign Martial) • •... •••• • • • • • • • Coefficient for Slenderness Limits (see table 3.3-3 & 3.3-4 AluminQM'Design VS?) 1" 3 Fey 2 Dp. Bp (Bp/ Bp Cp := 0.41•— * DP Bp —Fcy SI.F * 1.6• Dp klfBp S2.F * 1.6. DP Selement.flange b * tf Fef :_ * Fcy — If Selement.flange G S1.F fly 1 •(Bp — 1.6•Dp Selement.flange) if SI.F < Selement.flange < S2.F ny k2f BP E 1f Selement.flange > S2.F fly'(1.6• Selement.flange) . • • • . .. •• •• . • • • • • • . • .• • Bp = 45.043 DP 0.301 CP=61.395, SI.F = 20.867 S2.F = 32.756 . • • . • • S. • • • • .• • ksi Selementfiange = 16 000 = 21.212 ksi • 26 of 71 01/30/18 JOB No: 17-921 OIlowable Compression in Elements of Beams (Web) (Elements in ending in Own Plane) --- Flat Element Supported on Both Edges;,.. k2w:= 2.04* m := 0.65* •, . • • •••• • .• • •• • • • • • •• • • Coefficient for Slenderness Limits (see table 3.3-3 & 3.3-4 AWrww'ir<irn Design Manual) ' • •.•• • • Coefficient for Slenderness Limits (see table 3.3-3 & 3.3-4 Alumitiam Desi i'Rll''anual) •.••• Constant (see page I-A-35 Aluminum Design Manual) ( 1" Fey 3 Bbr := 1.3•Fey 1 + 7 _ Bbr 6'Bbrl Dbr 20 E 2. Bbr Cbr:— 3'"br 2 Bbr — 1.3•Fey Si .— m' Dbr k1w'Bbr S2W — * m'Dbr Selement.web — * tw Few :— * 1.3Fey if Selement.web S1.W ny 1 '(Bbr— m'Dbr Selement.web) if S1.W < Selement.web < S2.W fly k2w' Bbr' E fly' (m• Selement.web) if Selement.web S2.W • • • • • •• •• •• • • • • • • • • w • • •• • = 66.762 Pb, = 0.665 br = 66.95 SI.W = 49.205 S2 W = 77.252 • • • • •• • • • • •• • ksi Selementweb = 33:000 Few = 27.576 ksi • • • • • • • 27 of 71 01/30/18 JOB No: 17-921 li(kLlowable Uniform Compression in Elements of Beams Stiffener) --- Flat Elements Supported on One. Edge: bs.l := 0.625* ts.l := 0.125* k1s.1 0•35* k2s:1 := 2.27* Bp.s.l := Fey' Width of Stiffener Element (in) Thickness of Stiffener Element (in) Coefficient for Slenderness Coefficient for Slenderness Limits (see 2 B p.S.l B p.S.1 Dp.s.1 10 E Bp.S.I Cp.S.1 := 0.41• D * p.s.1 Bp.s.l — FcY SI.S.1 * 5.1•DpS.1 k1s.1'Bp.s.1 S2.S.1 :— 5.1•D * p.s.1 bs.1 Selement. stiffener. 1 — * tS.1 Fes 1 * Fey — if Selement. stiffener.1 S 1. S. 1 fly 1 n ' (Bp sl — 5.1•Dp Y • • • .. • . •••• • • •.•. ••.• . •. • •• • • • • .• . •.•• ., • •.•• ••.• • • Limits (see table 3.3-3 & 3.3-4 Alumin •• si .�'7LQ� 9n Man ial ) • •• •• • • table 3.3-3 &3.3-4 Alumigum lesign manual) • • • •• • .• • p.S.1 = 45-043 D:S:1 = 0.301 Cp.S.I = 61.395 St.s.l = 6.546' S2.S.1 = 0.277' • • • ksi .• • Selement. stiffener. l = 5.000' 1'Selement.stiffener. 1) if S1.S.1 < Selement.stiffener.l < S2.S.1 k2s.i• Bp.s.l•E fly (5.1 • Selement. stiffener. 1 ) if Selement. stiffener. 1 > S2.S.1 = 21.212 ksi, 28 of 71 01/30/18 JOB No: 17-921 Allowable Uniform Compression in Elements of Beams (Stiffener) --- Flat Elements Supported on Both Edge: bs2 0.375* tS.2 0.25* kis.2 0.35* k2s2 := 2.27* Bp.S.2 Fcy' Width of Stiffener Element (in) . . . . . •• • Thickness of Stiffener Element (in) • ... .. .. . • • • • • .. • Coefficient for Slenderness Limits (see table 3.3-3 & 3.3-4 Alumina pesign Val 1') .... Coefficient for Slenderness Limits (see table 3.3-3 & 3.3-4 Alumipioni ptsign ItU tzar) 1 B Bp.S.2)Bp.S.2 Dp.S2 • 10 E Bp.S.2 Cp.s.2 := 0.41 D * p. S.2 S1.S.2 1.6•Dps.2 Bp.S.2 — FcY k 1 S.2' Bp.S.2 S2.S.2 1.6 Dp.S.2 bS.2 Selement.stiffener.2 — * tS.2 Fes2 * FcY — if Selement.stiffener.2 G S1.S.2 ny • • • . • . • . .• . • . • . . •• . •• • • . • • • •• • Bp s.2 = 45043 Dps.2=0.301 Cp;S2=61.395; t.s:2 = 20.867 S2.S2 = 32.756 ksi Setementstiffener.2 = 1.500 1 tt• (Bp S 2 — 1.6• Dp S.2' Selement.stiffener.2) if S1.S.2 < Selement.stiffener.2 S2.S.2 k2s.2' Bp.s.2'E fly (1.6• Selement.stiffener.2) if Selement.stiffener.2 > S2.S.2 F2 = 21.212 ksi 29 of 71 01/30/18 JOB No: 17-921 Allowable Shear in Elements --- Unstiffened Flat lements Supported on Both Edges: Fty Bs :_ 1 + _9.3 _ 12 Ds. BO (Bs/ Bs Cs := Ds BFty s— Si.shear :— 1.25 Ds Cs S2.shear := 1.25 * Selement. shear — * tw F, :— Fty if '-'element. shear < S1.shear ny ny• 03s) — 1.25•Ds•( 1I if SI.shear < Selement.shear S2.shear L l tw JJ 3.14162•E 1.25.h 2 ny tw / if Selement. shear > S2.shear Final Allowable Stress in Beams: Fb := min(Fbt, Fb Fef , Few, Fes i , Fes2) * ••.• • • • • • • • • • • • •• • • •.•.•• Bs=,. • 1,24 • • • • • • •• •• • • • =.0.133,,1 1 •• • = 80.614 SI.shear = 35.633' S2.shear = 64.491 • •• • • • • • • • •• • • • • • • • • • • • • • • • • • • • • •• • • • • • •• • • S. • • • • . . Selement:shear = = 12.247 30of71 01/30/18 JOB No: 17-921 ELEMENT No 2 Loads: Wind Lateral= 16.82 psf Reaction Support 2 of Element 1 R = 0.443 k Load Processing (Lateral Analysis) gLat= 16.82 psf * 5/12 q Lat= 1.00 */ft Mmax = 0.036 k-ft Mmax = 432.0 #-in (Vertical Analysis) Tributary (max 34") = R/(34/12) = 0.443 k/(34/12) = 0.156 k/ft (1) Mmax = 0.804 k-ft = 9648 *-in Reaction support 1 = 0.50 k = 500 * Reaction support 2 = 1.249 k = 1249 * Reaction support 3 = 0.50 k = 500 # fb= Mmax/Sx < Fb fb= 9648.0/2.91 fb= 3248.48 psi< 19481 psi Area = 2.3226 in°2 lxx = 1.0343 in°4 Iyy = 1.3128 in°4 Jz = • 8.411 •i;4 Pxy = •••0;0081 an°4 .: rxx = "1.:T403• iri' ryy = •.0.1518• •k .• ••.. •••• • • Sxx max -..•..• Sxx min 2.67114 in°3•; Sys max _ E3.14 in ;3 Sys min 1. •1?1. in°5 (2) Sketch (See Enercal Results) (3) From Express Sheet. Fb max = 19.481 ksi Fv max = 12.241 ksi fb= Mmax/Sy < Fb fb= 432.0/1.31 fb= 329.11 psi< 19481 fbx + fby < 1.0 Fb Fb 3248.48ps i + 329.11ps i = 0.18< 1.0 (OK) 31 of 71 19481ps I 01/30/18 psi JOB No: 17-921 • • General Beam Analysis Description : ELEMENT 2 (WL) General Beam Properties Elastic Modulus Span #1 Span #2 Span #3 Span #4 Span Length = Span Length = Span Length = Span Length = 0.710 ft 6.50 ft 6.50 ft 0.710 ft ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 •••• • S. •••• Area = Area = Area = Area = 10.0 inA2 10.0 inA2 10.0 inA2 10.0 in^2 • • • .• • Moment o>;lafie1 .= Moment of•loerria. r Moment of l.6riia. = Moment orlsertia• • '•'•• •'• • • •• •• D(0.007) Span = 6.50 ft • • • • • • +• • • • •• • •• • : 1p9.15 in^4 1Q0.0 in^4 • •400.0 in^4 • ••100.0 in^4 • • • •• • • •• • • • • •.•••• • • • • .. !al 7 • • SD • 7,0.710 ft • • Applied Loads j Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0070 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0070 klft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.0070 klft, Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D = 0.0070 klft, Tributary Width = 1.0 ft r DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.036 k-ft Maximum Shear = +D Load Combination 6.500ft Location of maximum on span Span # 2 Span # where maximum occurs 0.000 in 0.000 in 0.000 in -0.000 in 0.02803 k +D 6.500 ft Span # 2 ; Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 0.71 ft 1 Dsgn. L = 6.50 ft 2 Dsgn. L = 6.50 ft 3 Dsgn. L = 0.71 ft 4 +D Dsgn. L = 0.71 ft Dsgn. L = 6.50 ft Dsgn. L = 6.50 ft Dsgn. L = 0.71 ft I Overall Maximum Deflections - Unfactored Loads 1 2 3 4 0.02 0.02 0.02 0.02 -0.00 -0.04 -0.04 -0.00 -0.00 -0.04 -0.04 -0.00 0.00 0.04 0.04 0.00 0.00 0.04 0.04 0.00 0.02 0.03 0.03 0.00 0.02 0.03 0.03 0.00 Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 D Only -0.0000 D Only 2 0.0000 2.786 0.0000 D Only 3 0.0000 3.847 0.0000 4 0.0000 3.847 D Only -0.0000 I Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span 0.000 0.000 0.000 0.710 • D Only DOnly 32of71 2 3 0.0000 2.786 0.0000 0.0000 01 /3119413 0.0000 0.000pp O:10natt No: 17-921 General.' Beam Analysis Description : ELEMENT 2 (WL) Vertical Reactions - Unfactored Support notation : Far left is #1 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6,23 l Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 0.022 0.056 0.022 D Only 0.022 0.056 0.022 0.020 0.006 BEAM---» -0.008 E -0.022 .0.037 0,021 0.014 .Y-. BEAM---» -0.014 -0.029 0.000016 c-0.000013 -0.000027 Values in KIPS • • • • •••• • • • • •• • •• • • • • • • • •• • • • • • • • • • • • •••• • • 4 a • • •• • •• •• •• •• •• •�11—• • • • • • • • • • •• •••i •• • • a • • a • •• • • • • • • • • _ _ • • 257 4,03 5.35 6.81 Distance (ft) a +D 7.87 920 10.66 12.12 13.58 ti 2.57 4.03 5.35 6.81 Distance (ft) • +D 7.87 9.20 10.66 12.12 13.58 -0.000041 257 4.03 5.35 6.81 Distance (ft) • DO.y 7.87 9.20 10.66 12.12 13.58 • • • • • • •• • •• • • • •• • • • • • •• • • 33 of 71 01/30/18 JOB No: 17-921 General Beam Analysis Description : ELEMENT 2 General Beam Properties Elastic Modulus Span #1 Span #2 Span #3 Span #4 D(0.156 } Span = O. Span Length = Span Length = Span Length = Span Length = } 0.710 ft 6.50 ft 6.50 ft 0:710 ft D(0.156) } } Span = 6.50 ft I _ Applied Loads _ Load for Span Number 1 Uniform Load : D = 0.1560 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1560 k/ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.1560 k/ft, Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D = 0.1560 k/ft, Tributary Width = 1.0 fi DESIGN SUMMARY 'I Area = Area = Area = Area = 10.0 inA2 10.0 inA2 10.0 inA2 10.0 inA2 } ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.&23 • . • • •••• • a • .• • •• • MomentotlyaJjj,4; ; 1QQ.15 in^4 Moment oflp 1 Q0.0 Moment of loam = • 30Q.0 Moment ot.liartia. _ • • 4go.6 •• • in"4 • • in^4 • • inA4 • • • • • • • •• •• •• • . • • • D(0.156) • • } • }• Span=6.50ft • c • • I• • 0 i • • 6 •.Prie • • 4 i..710ft • Service loads entered. Load Factors will be applied for calculations. Maximum Bending = 0.804 k-ft Load Combination +D Location of maximum on span 6.500ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.001 in Max Upward Total Deflection -0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0.6247 k +D 6.500 ft Span # 2 r Maximum Forces & Stresses foi Load Cornbinations Load Combination Max Stress Ratios Segment Length Span # Summary of Moment Values M V Mmax + Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 0.71 ft 1 Dsgn. L = 6.50 ft 2 0.45 Dsgn. L = 6.50 ft 3 0.45 Dsgn. L = 0.71 ft 4 +D Dsgn. L = 0.71 ft 1 Dsgn. L = 6.50 ft 2 0.45 Dsgn. L = 6.50 ft 3 0.45 Dsgn. L = 0.71 ft 4 F Overall Maximum Deflections - Unfactored Loads - I -0.04 -0.80 -0.80 -0.04 -0.04 -0.80 -0.80 -0.04 0.04 0.80 0.80 0.04 0.04 0.80 0.80 0.04 0.39 0.62 0.62 0.11 0.39 0.62 0.62 0.11 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 D Only -0.0003 0.000 D Only 2 0.0009 2.786 ' 0.0000 0.000 D Only 3 0.0009 3.847 0.0000 0.000 4 0.0000 3.847 D Only -0.0003 0.710 ,Maximum Deflections for Load Combinations Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span • D Only 2 0.0009 D Only 34 of 71 3 0.0009 2.786 0.0000 ()I/310413 0.0000 0.000.�n00 0Ja 134 No: 17-921 General Beam Analysis Description : ELEMENT 2 Vertical Reactions - Unfactoreil Load Combination Overall MAXimum D Only 0.5 0.1 BEAM---» -0.2 2 -0.5 -0.8 0.6 0.3 BEAM--.» Ln -0.3 -0.6 0.0004 BESNI9i> c-0.0003 a -0.0006 -0.0009 Support 1 { Support notation : Far left is #1 Support2 Support 3 Support4 Support 5 0.500 0.500 1.249 0.500 1.249 0.500 ENERCALC, INC. 1983-2011 Build:6.1 t.6.23, Ver6.11.6.23 Values in KIPS •••••• • • •••• • • • •• • •• • • • • • •• • • Licensee : • • . • • • • • •••• •••• • ••• • • ••• • Ilk..,- • - • •, •• ••' •• `.--w•Y• • S. • • ,• • • •• •••• I i• ••• • • • • • • • ••• •• • •• • • • • a. • a 257 4.03 5.35 651 Distance (ft) •+0 7.87 9.20 10.66 12.12 13.58 2.57 4.03 5,35 6.81 Distance (ft) ■ +D 7.87 9.20 10.66 12.12 13,58 2.57 4.03 5.35 6.81 Distance (ft) ■ D0•1y 7,87 9,20 10.66 12,12 13.58 • •• •• ••• • • • • • • • ••• • 35 of 71 01/30/18 JOB No: 17-921 M 3 N .... • • • • •.•• • • ..• • •• • • •• . • • .. • • • • .... •••• . • • .... .... . • .. .. • . . • • • . • .. • .... . . . ..• . . • • • . .. . . • Alugg.}m Alloy 6061 T6 01/30/18 JOB No: 17-921 ELEMENT 3 j_oads: (Vertical Analysis) Reaction support 1 of Element 1 R = 0.401 k Tributary (max 34") qR/(34/12) = 0.401 k/(34/12) cr = 0.1415 k-ft Mmax = 0.129 k-ft Mmax = 8148 *-in From Express Sheet. Fb max = 19.481 ksi Fv max = 12.241 ksi fb= Mmax/Sx < Fb fb= 8148/1.31 fb= 6611.66 psi < 19481 psi (OK) Area = 2.3226 in°2 lxx = 7.m343:C s.4 lyy = '13128 i�a:;l... •. Jz = •33471 1n ;4 . Fxy = •:.b:moo..ir,°4 . . rxx = ' 4 .f4703 .i • • ryy = :0:118 1i.• . Sxx max = • 2.9�21•�i�°3 . Sxx min ='..' : 2.•f1.4. in °3 Syy max = 1.31'28 in°3 Syy min = 1.3121 in °3 6.5' 0 6.5' H0,71'� (2) (3) Sketch (See Enercal Results) • • 37 of 71 01/30/18 JOB No: 17-921 General Beam Analysis Description : ELEMENT 3 General Beam Properties Elastic Modulus Span #1 Span #2 Span #3 Span #4 D(0.1415) ++++ Span = O. Applied Loads Load for Span Number 1 Uniform Load : D = 0.1415 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1415 k/ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.1415 k/ft, Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D = 0.1415 k/ft, Tributary Width = 1.0 ft Span Length Span Length Span Length Span Length • 0.710 ft = 6.50 ft • 6.50 ft • 0.710 ft D(0.1415) + + Span = 6.50 ft Area = Area = Area = Area = File: N:1EEG>ACTIVE1Work in Progress\2017117 921 Penkwitt Residence\Calc\Temptcarport.ec6 ENERCALC, INC. 1983-2011, Build41•14j3, Vec6.11.6.23 Licens�tcs. • Y • • • • ♦• • 10.0 inA2 10.0 inA2 10.0 inA2 10.0 inA2 • Moment Y= Moment of Inert; = Moment orinertia • •• Moment o{Inertia = •••••• •........_...•...._.•.. • • • • • • • •• • D(0.1415) Span = 6.50 ft + •• • • • • •• •• .•1QQ.O • • • ine4 ine4 • .150.D inA4 1Q0.0 in^4 • • ••Sy•• • • • • • • • • •• • • •1)(0.4415) + +++ Sp=0.710ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.729 k-ft +D 6.500ft Span # 2 0.000 in 0.000 in 0.001 in -0.000 in Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 0.5666 k +D 6.500 ft Span # 2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 0.71 ft 1 Dsgn. L = 6.50 ft 2 Dsgn. L = 6.50 ft 3 Dsgn. L = 0.71 ft 4 +D Dsgn. L = 0.71 ft 1 Dsgn. L = 6.50 ft 2 Dsgn. L = 6.50 ft 3 Dsgn. L = 0.71 ft 4 Overall Maximum Deflections - Unfaciored Loads Load Combination Span Max. " " Defl 0.40 0.40 0.40 0.40 -0.04 -0.73 -0.73 -0.04 -0.04 -0.73 -0.73 -0.04 0.04 0.73 0.73 0.04 0.04 0.73 0.73 0.04 Location in Span Load Combination 0.35 0.57 0.57 0.10 0.35 0.57 0.57 0.10 Max. "+" Defl Location in Span 1 0.0000 0.000 D Only 2 0.0008 2.786 D Only 3 0.0008 3.847 4 0.0000 3.847 " Maximum ns Deflectio. for Load Combinations - Unfactored Loads D Only D Only -0.0003 0.0000 0.0000 -0.0003 0.000 0.000 0.000 0.710 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span • D Only D Only 38 of 71 2 3 0.0008 2.786 0.0000 0.0008 01 /311413 0.0000 0.�000 O:Jpo� No: 17-921 General Beam Analysis Description : ELEMENT 3 Vertical Reactions - Unfactored File: N:\EEG ACTIVE\Work in Progress\2017117 921 Penkwitt ResidencelCale4Templcarport.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Licensee: ••.• Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 • • • • • •• • •V,aWrisirLKIPS • •• • • • • • •• • • • Overall MAXimum D Only 0.4 0.1 BEAM---aa -0.2 a -0.5 -0.7 0.6 03 BEAM---aa L -0.3 -0.6 0.0003 0.0003 -0.0005 -0.0008 0.454 0.454 1.133 0.454 1.133 0.454 •... • • • • • • • • • • • • ••.• • • • • • • • • • •• •• • • • •• • • • ••1 • • • III • • •••••• • • \ •• • I • •• • • •• • • • ••1 • 2.57 4.03 5.35 6.81 Distance (ft) • +D 7.87 9.20 10.66 12.12 13.58 2.57 4.03 5.35 6.81 Distance (ft) •+D 7,87 9.20 10.66 12.12 13.58 2.57 4.03 5.35 6.81 Distance (ft) • DO.1y 7.87 9.20 10.66 12.12 13.58 •• • • • •• • • • • • •• • 39 of 71 01/30/18 JOB No: 17-921 4\4 S 201 0" -e 0 0 0 .c.....:.. •.. 2" SECTION .. • • • • • • • • • • • • • • •• •• •- • • • • I • •I • • • •• • a • • •• • • • • • • •• • • • • • • • • • • • • • ill • • • •. • • • • • 21'-0" 201-0" , Zone 2, Zone 1 Zone 2, • 101-0" 101-0" 40of71 PLAtktoMIEW JOB No: 17-921 Loads: Reaction Support 2 of' Element R= 1249 k Wind Latera I = 15.61 psf Wind Zone 1 = 16.00 psf Wind Zone 2 = 23.38 psf Load Processing Al = 6.5'*6' Al = 39 psf Fence 2ZWeirdZedMil zezhemmizza iymizzzzAzzo ,,ezzezij vie��.� cfl WAVZIZZAIWZA .TwZZAZZZ r ZZAFFAWZMIZZI A2 = 6.5' *4' A2 = 26 psf Wind = P1*A1 + P2*A2 Al+A2 Wind = 16psf*39sf + 23.38psf*26sf 65sf Wind = 18.952 psf R=1249* (M21) El ... E3::___. 0 .. 0::::::: 0 0 (M19) (M20) ZZ : . . Pw Fw Pw cowl cowl ciwl Pw =12 31.88* II 0 41...nf..71...._......................_.. 01/3tif1.8......... .. . ... • Sketch •••••• = Wind*rot = 18.952psf * 655f = 1231.88* = Wind Lateral * b = 16.51 psf * 6,5' = 101 */ft R=1249* . . Y X -1.249k N37 1440 �35 32 3 28 ,tN26 2 2 20 •1•• • • o • • • • • • • • • • • • •• • •• • • • • • • •• • • • 4 • • • •••• • • • • • • • • • • • • • • • • • • • • • •••• • • • • • •••• • • • • • •• •• •• • •••• • • • •• • • • • •••• • ••• •-1.249k •••• •• • •• • • -1.232k • • • 1 3 1 13 4V11 • • • "1T38 33 31 Loads: BLC 3, WIND Results for LC 2, DL+WIND 2 2 25 2 2 1 1 16 1 1 10 741 t1 N39 2°1\136 - 107k/ft EASTERN ENGINEERIN... M.M.R 17-921 PENKWITT RESI... SK-4 Jan 17, 2018 at 11:19 AM 17 921 Penkwitt Residence FRAM... 42 of 71 01/30/18 JOB No: 17-921 -1.249k` -1.232k Loads: BLC 3, WIND Results for LC 2, DL+WIND Member z Bending Moments (k-ft) -3.1 • • • • • •• • • • • •••• .••• • • ••.• •. . • • • • •• • •••• • • •••• •••• • • • • • •• •• •• • • • a • • • • • . • •• • • • • a •'249Sk • • •s • 41 39 36 • • • •••• • •.••, • • •••• ••.• • • ••., • • •••• • - 107k/ft -1.2 EASTERN ENGINEERIN... M.M.R 17-921 PENKWITT RESI... 43 of 71 SK-5 Jan 17, 2018 at 11:45 AM 17 921 Penkwitt Residence FRAM... 01/30/18 JOB No: 17-921 • • -1.249k -1.232k 0.3 .... • • • • •••• • . • • ..• . •• • • • . . • • .• • . • • .... .... • . . . •... .... •••• . • . • •. ..• .. .. . • • . . • . • . . • . . .. . •• . • . . .. . -1.249k 34 a 15 a 13 a 11 u 9 a 7 5 a 3 35 33 31 29 27 25 23 21 19 f38 Loads: BLC 3, WIND Results for LC 2, DL+WIND Member y Shear. Forces (k) -.3 .. 41 39 5..1 107k/ft 2 EASTERN ENGINEERIN... M.M.R SK-6 Jan 17, 2018 at 11:47 AM 17-921 PENKWITT RESI... 17 921 Penkwitt Residence FRAM... 44 of 71 01/30/18 JOB No: 17-921 Company : EASTERN ENGINEERING GROUP Designer : M.M.R Job Number : 17-921 PENKWITT RESIDENCE Jan 17, 2018 12:09 PM Checked By: Joint Coordinates and Temperatures Label Zfftl .••• • • • • ••.• • . • •• • •• • •• •. • •• • • . .• �tacMFrnm rliar hr • 1 N 1 -11.82092 . -527.309847 0 a ; • • • • _ • • ••. 2 N2 -11.82092 -528.00568 0 b... • • • • • • • • • • 3 N3 -12.987587 -527.309847 0 t0• • • • • •... • • • 4 N4 -12.987587 -528.00568 0 £.•••• •••• : ••• 5 N5 -14.154253 -527.309847 0 A.... • 6 N6 -14.154253 -528.00568 0 A • : • • • • • 7 N7 -15.32092 -527.309847 0 A 8 N8 -15.32092 -528.00568 0 t• .' : •.., . •• • • 9 N9 -16.487587 -527.309847 0 0 • ••• ' 10 N10 -16.487587 -528.00568 0 0 11 N11 -17.654253 -527.309847 0 0 12 N12 -17.654253 -528.00568 0 0 13 N13 -18.82092 -527.309847 0 0 14 N14 -18.82092 _ -528.00568 0 0 15 N15 -19.987587 -527.309847 0 0 16 N-16 -19.987587 -528.00568 0 0 17 N17 -21.154253 -528.00568 0 0 18 N18 -22.32092 -527.309847 0 0 19 N19 -22.32092 -528.00568 0 0 20 N20 -23.487587 -527.309847 0 0 21 N21 -23.487587 -528.00568 0 0 22 N22 _ -24.654253 -527.309847__ 0 0 23 N23 -24.654253 -528.00568 0 0 24 N24 -25.82092 -527.309847 0 0 25 N25 -25.82092 -528.00568 0 0 26 N26 -26.987587 -527.309847 0 0 27 N27 -26.987587 -528.00568 0 0 28 N28 -28.154253 -527.309847 0 0 29 N29 -28.154253 -528.00568 0 0 30 N30 -29.32092 -527.309847 0 0 31 N31 -29.32092 -528.00568 0 0 32 N32 -30.487587 -527.309847 0 0 33 N33 -30.487587 -528.00568 0 0 34 N34 -21.154681 -527.309847 0 0 35 N35 -31.154253 -528.00568 0 0 36 N36 -11.155109-528.00568 0 0___ 37 N37 -31.154253 -526.817808 0 0 38 N38 -31.154253 -535.09943 0 0 39 N39 -11.155109 -527.309847 0 0 40 N40 ____ -31.154253 -527.309847 0 0 41 N41 -11.155109 -526.817795 0 0 42 N42 -11.155109 -535.09943 0 0 Basic Load Cases 3 BLC Description WIND Category WL X Gravity Y Gravity Z Gravi ty Joint Point Distribut..Area (M...Surface 2 1 1 Load Combinations 1 Description Sol.. PD... SR.. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor DL Yes DL 1 2 DL+WIND Yes DL 1 WL 1 • ••• .• • RISA-3D Version 8.1.3[N:\...\...\...\...\Calc\RISA\17 921 Penkwitt Residence FRAME .R3D] Page 16 45 of 71 01/30/18 JOB No: 17-92'I Company : EASTERN ENGINEERING GROUP Designer : M.M.R Job Number : 17-921 PENKWITT RESIDENCE Jan 17, 2018 12:09 PM Checked By: Member Distributed Loads (BLC 3 : WIND) •••• • • • • •••• • •• • •• • • •• • • • • •• • • Member Label Direction M22 • Start Magnitude[k/ft ... End Magnitude(k/ft.d... Start Loeltlbtti[it!%] End Location (ft✓•1• •: -.107 -.107 2."• • • • • • •8.82 • I • Joint Loads and Enforced Displacements (BLC 3 : WIND) 1 Joint Label N41 L,D,M Direction Y •••• •••• •••• • • • • • ••• ..• ••• • • ...•• • I�iagn tuc�e1(k,k-ft�, (in, rad), (k`s.2`f+.� -1•249 • • • • • ••• •• • 2 N37 Member Point Loads (BLC 3 : WIND) •• • •• • • •• • • 1 Member Label M21 Direction Magnitude[k,k-ft] -1.232 Location[ft,%] %50 Envelope Joint Reactions Join Z (kl _ff1 1 ( My rk- M7 fk_ 1 N38 max .126 2 1.865 2 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 -.725 2 3 N42 max .516 2 1.865 2 0 1 0 1 0 1 0 1 4 min 0 1 0 1 0 1 0 1 0 1 -1.201 2 5 Totals: max .642 2 3.73 2 0 1 6 min` 0 1_ 0 _ 1 0 1 Envelope Member Section Forces Member Sec Axial LC v Shear(kl' LC z Shear... LC Torau... LC v-v M... LC z- 1 M19 1 max .365 2 .312 2 0 1 0 1 0 1 0 1 2 min 0 1 0 3 2 max .365 2 .308 2 0 1 0 1 0 1 .0 1 4 min 0 1 0 1 0 1 0 1 0 1 -1.54 2 5 3 max .366 2 0 1 0 1 0 1 0 1 0 1 6 min 0 1 -.305 2 0 1 0 1 0 1 -3.077 2 7 4 max .366 2 0 1 0 1 0 1 0 1 0 1 8 min 0 1 -.308 2 0 1 0 1 0 1 -1.54 2 9 5 max .366 2 0 1 0 1 0 1 0 1 '0 1 10 min 0 1 -.312 2'_ 0 1 0 1 0 1 0 1 11 M20 1 max 1.249 2 0 1 0 1 0 1 0 1 0 1 12 min' 0 1 0 1 0 1 0 1 0 1 0 1 13 2 max 1.865 2 .126 2 0 1 0 1 0 1 .056 2 14 min 0 1 0 1 0 1 0 1 0 1 0 1 15 3 max 1.865 2 .126 2 0 1 0 1 0 1 0 1 16 min 0 1 0 1 0 1 0 1 0 1 -.205 2 17 4 max 1.865 2 .126 2 0 1 0 1 0 1 0 1 18 min 0 1 0 1 0 1 0 1 0 1 -.465 _ 2 19 5 max 1.865 2 .126 2 0 1 0 1 0 1 0 1 20 min 0 1 0 1 0 1 0 1 0 1 -.725 2 21 M21 1 max 0 1 .304 2 0 1 0 1 0 1 0 1 22 min -.24 2 0 1 0 1 0 1 0 1 0 1 23 2 max 0 1 .308 2 0 1 0 1 0 1 0 1 24 m min -.24 2 0 1 0 1 0 1 0 1 -1.54 2 25 3 max 0 1 0 1 0 1 0 1 0 1 0 1 26 min -.24 2 -.311 2 0 1 0 1 0 1 -3.082 2 27 4 max 0 1 0 1 0 1 0 1 0 1 0 1 28 min -.24 2 -.308 2 0 1 0 1 0 1 -1.54 2 29 5 max 0 1 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 8.1.3[N:\...\...\...\...\Calc\RISA\17 921 Penkwitt Residence FRAME .R3D] Page 17 46 of 71 01/30/18 JOB No: 17-921 Company : EASTERN ENGINEERING GROUP Designer : M.M.R Job Number : 17-921 PENKWITT RESIDENCE Jan 17, 2018 12:09 PM Checked By: Envelope Member Section Forces (Continued) Member Axialrkl v Shearfkl z Shear... LC •••• • • • .••• • •• • S. • •- •• • • • • - • • • ••.. 30 min -.24 2 -.304 2 0 1 0 1 •••0•• 1 •0 I. 31 M22 1 max 1.249 2 0 1 0 1 0 1 1 •1 32 min 0 1 0 1 0' 1 0 �••0•, 1 •O• 1 _•••0• •••0 '1' 33 . 2 max 1.865 2 0 1 0 1 0 1 •••0•, 1 •••0 •t•• 34 min 0 1 -.126 2 0 1 0 1 •..0• I. 1 ••.056 2. 35 3 max 1.865 2 .073 2 0 1 0 1 ...0. • j 1 .4)2 2 36 min 0 1 0 1 0 1 0 1: Cr Z 1 • 0 '1•+ 37 4 max 1.865 2 .295 2 0 1 0 1• 0. C 1 :' "d • •1 -. 38_- min 0 1 0 1_ 0 1 0 1 '.li * 1 __ ..361 39 5 max 1.865 2 .516 2 0 1 0 1 0 i 1 '..t1' 1 40 min 0 1 0 1 0 1 0 1 0 1 -1:201 2 • .•. • .• ' •. ••. • • • •.. • •.. . RISA-3D Version 8.1.3[N:\...\...\...\...\Calc\RISA\17 921 Penkwitt Residence FRAME .R3D] , Page 18 47 of 71 01/30/18 JOB No:17-921 M \I 4 (M22 and M20) 3.00 Area = 2.2119 in°2 lxx = 2.1041 in°4 lyy = 2.1041 in°4 Jz=S.4082in°4 Pxy = -0.0000 in°4 r x x= 1.0910 in ryy = 1.0910 in Sxx max = 1.8021 in°3 Sxx min = 1.8021 in°3 Syy max = 1.8021 in °3 Syy min = 1.8021 in°3 Aluminum Alloy 6061 T6 • . .... • .. . .. . .. . . •. . . • . • . •••• .... • . .... .... .... • ./�.. • . 48 of 71 01/30/18 JOB No: 17-921 Project Name:17-921 Penkwitt Residence Date:01 /15/2018 . • •• Aluminum Column Compression,Bending°and Shear pesiog (A315 *MOO 00 Loads Data: P := 1.249 Mx := 1.201 Vx := 0.516 Tubular Shape Axial (kips) Moment about Strong Axis (kips-ft) Shear perpend to Strong Axis (kips-ft) 'General Data: Lx := 8.00 kx := 1.0C Cmx := 1.0C nu := 1.95 Unbraced Length about Strong Axis (ft) Effective Length Factor Reduction Coefficient (Conservative = 1) My := 0.00 Vy .= 0.0C • L := 8.01 ky := 1.0C Cmy := 1.01 • •. • .. 00 •• • • • • • •• ... • ••. ••• to • • •.•. •• • • , • Moment about Weak Axis (kips-ft) Shear perpend to Weak Axis (kips-ft) Unbraced Length about Weak Axis (ft) Effective Length Factor • • • • • • • • • •• • • • Reduction Coefficient (Conservative = 1) Factor Safety on Ultimate Strength (see table 3.4-1 Aluminum Design Manual) Material Property: Fa := 9.0C 21.212 Fbx := Fsx := 12.247 E := 10100.0 Allowable Compression Stress (ksi) Allowable Bending Stress about Strong Axis (ksi) Allowable Shear Stress perpend to Strong Axis (ksi) Fby := 20.882 Fsy := 12.247 Allowable Bending Stress about Weak Axis (ksi) Allowable Shear Stress perpend to Weak Axis (ksi) Modulus of Elasticity (ksi) (see table 3.3-1 & 3.3-2 Aluminum Manual Design) 'Section Data: Sx := 1.8C rx := 1.09 h := 8.0 tom, := 0.125 A := 2.27 Elastic Modulus Section (Strong Axis) (inA3) Gyration ration of Cross -Section about Strong Axis (in) Hight of Element (in) Thickness of Element (in) Area of Column (in^2) Sy := 1.81 r‘.Y,:= 1.09 b := 3.0 tf:= 0.125 Elastic Modulus Section (VVeak Axis) (in1'3) Gyration ration of Cross -Section about Wear Axis (in) Width of Element (in) Thickness of Element (in) • 49 of 71 01/30/18 JOB No: 17-921 Compression Stress f := •P a A Bending Stress Mx-12 fbx :— S x fbx = 8.007 ksi M. 12 fby :— S Elastic Buckling Stress divided by nu F'ex 7r2• E kx•Lx• 122 nu rx Fex = 6.59' Shear Stress Vx fsx := 2. h• tw fsx = 0258 ksi Fey ksi f :— sy 2.b.tf Check Strength Interaction Equation 7r2• E • • • •• •... ...ksi • • • • • • • • •• It*= 055 • .••. • • •.•. •••• • •• • • 1=0 .• • • • • • • • • •..• • • • • • • • . •••• •i .• . • • • • • • • • • • • .. •• • •• • • • • • S. • nu (ky•Ly• 12\2 ry Vy Combined Compression and Bending IEstrength.1 fa fbx fby + + if Ia < 0.15 Fa Fbx Fby Fa fa + Cmx fbx + CmY fbY if fa > 0.15 / \ ( 1 Fa 1 — Ffaa Fbx 1 — Ffa Fby Fa sex) \. ey, BENDING strength := "N.G." "OK" if IEstrength.1 < 1 Frey _ 6.59 =0. IE s= 0.439 trength 1 BENDING Combined Shear, Compression and Bending \2 2 , 2 2 fa fbx fby fsx fsy IEstrength.2 := a Fbx, + Fby i + Fsx + Fsy COMBINED strength :_ "N.G." "OK" if IEstrength.2 < 1 ,IEstrength.2= 0.204 COMBINED strength = "OK ksi ksi 50of71 01/30/18 JOB No: 17-921 Project Name:17 844 - SW 36TH ST Light Pole Foundation Design 'Loads Data: Mbase := 1201.1 Abase 1249.0 'Post Data: hpost := 8.01 Soil Data: S := 200.0 gsoil := 2000.00 IF := 2.0C b .= 1.50 do := 2.01 Then: Base Moment Load (Ibs*ft) Base Axial load (Ibs) Pole Height (ft) Date:11 /27/2017 .. . .. • . ... GROUND SURFACE ... • Soil Allowable lateral pressure (psf/ft) Soil Allowable Bearing Pressure (psf) . Isolated Poles Short -Term Loads Increase Factor=2 FBC 1819.6.1 j\ Diameter of round or square post or footing (ft) Initial Depht of Embedment for Calcs (ft) footing 145 do•�.��2 b T( footing 1 b • b el 6 • �gsoil - b•b J P base Mbearing Pbase•el Mbase - Mbearing P hpost Nonconstrained Depth of Embedment: d := xE-0.01 2.34• P while 0.5- Cx•S•IFJ 3 xE-x+0.1 1+ 1 + 4.36. hpost 1 -2 2.34• P x,S,1F\ 3 b J >x .• ... . . . • . . .. • • . ..... ... . ... . ... • . • . . . .. /1 • . • . Pfooting = 515.03 = 055 a i ft bearing = 683,-.99 P = 64.63' d= 2.01 ft lbs, lbs lbs - ft . . Eastern51Eor71ering Group ngine 01/30/18 JOB No: 17-921 S1 • 3 d• S• IF (Constrained Depth of Embedment: d 1 :_ x — 0.01 while j4.25 hpost x• S• IF• b xE—x+0.1 S3 dl'S•IF >x Structural Plain Concrete Fondation Foundation Concrete Data: fc := 3000.00 Mu := 1.7•Mbase Concrete Compressive Strength (psi) For Circular Foundation: 'rr•b3 Sm.0 •— 32 Mn.0 := 5•Sm.C' f� 144 FLEXUREC := if(Mu <_ 0.85•Mn.C,"OK" ,"N.G.") IFor Square Foundation: b3 Sm.S •= 6 Mn.S'= 5•Sm.S' fc•144 FLEXURES := if(Mu <_ 0.85•Mn.S, "OK" "N.G." ) S'1 = 268.00 psf ..• .. . . . • • • • . . . . .. . .. • • • . • .• .... d1 »•1 61 . . S3;!' • ' )0 • . • . • .. • Mu = 2041.70 = 0.33 .... . . .... ... • . . . .. • psf • .. . . .. ..• • ft3 = 13066.73 lbs — ft lbs — ft FLEX( = .h01(n, Stn.S = 0.56 ft3 = 22182.76 lbs — ft FLEX • . � . Eastern52 nnaineering Group 01/30/18 JOB No: 17-921 Project Name:17-921 Penkwitt Residence ho Load Data: Phorizontal 642.0 Pvertical 01 Mact 14412.0 post Data: Bpost := 3.0C Dpost 3.0C e := 12.0 Post Anchorage to Concrete: M,act P horizontal Date:1 /17/2018 • • • • • •• • B.grout D.gro et••• FJ.post • f• • ••• •• f D.pos.• • • • • Horizontal Load (Ibs)....P=200 lbs or 50 Ibs/ft....for Life Load P=Pwind for Wind Load Vertical Load (lbs) P=200 lbs or 50 lbs/ft Moment (#-in) Post Width (in) Post Depth (in) Post Embedment (in) Minimum Edge Distance (in) 'Grout Size Data: Bgrout 3.0C Dgrout 3.0C1 fcgrout 3000.0 Equivalent Grout Width (in) Equivalent Grout Depth (in) Grout Strength (psi) Concrete Slab Data:,. feconcrete := 3000.00 do := 18.0 ha := 24.0 Concrete Strength (psi) Hold diameter (Grout Diameter) (in) Concrete Slab Deep (in) • • • • • •• • ••.• • • •.•. •• • • • • • • • • C • • • • • • • • • • • • • •• • • • • • •• • • • • •• • 53 of 71 01/30/18 JOB No: 17-921 Arm Effect: a :— 2•hef2 + 3 Mact hef Phorizontal Mact 3•hef + 6. Phorizontal 2 Phorizontala P2:= hef (2•a— hef) P1 P2 — Phorizontal Mexternal Mact + (Phorizontal' a) Minternal P2 3 a + P1' 3 Vuhorizontal 1.6 (max(P1, P2)) Vuvertical 1.6 Pvertical a.=„6.42 P2 = 261528' 197328 in ••.• • • • • •••• • • • • •• • •• • • • . • • • •• • • • • lbs.... •••• • • • • •.•• •••. • • S. •• •.•.•. lbs . • • • • • • ..•. • • • •. • • • • • • • • • • • • •• • Mexternal = 18534.80 Minternai = 1853'4.80 Vuhorizontal = 4184.45 Vuvertical = 0.00 lbs •• • • • • S. • lbs — in lbs — in lbs 54 of 71 01/30/18 JOB No: 17-921 Stress Analysis Between Post and Grout: f2.grout:= 1.6• fl.grout:= 1.6 (het- — a)•Bpost 2•P2 a• Bpost 2.P1 Bearing Stress for Grout : Fpgrout [0.65 (0.85fcgrout)]' 1.5 St essgrout "N.G." "O.K." if m 1.grout' f2.grout) < Fpgrout t2.grout = 434.40 f l -grout 377.33 si • • • • • • • • • • • • • • • • •• . •. •• • • • • . 1si • • • •1•♦ • • • • • • • • • • • • • • • • • • •••7,•• • • • • • • • • • •• •• •• • • • • 1 • • • • .. I. • Fpgrout = 2486.25 Stressgtottt = Stress Analysis Between Grout and Concrete: 2•P2 f2.concrete 1.6 a• B grout fl.concrete 16• (hef — a).Bgrout 2.P1 Bearing Stress for Concrete : Fpconcrete [0.65.(0.c85 fconcrete)]• 1.5 f2.concrete = 43440 fl.concrete = 377.33 Fpconcrete = 2486.25 Stress concrete "N.G." "O.K." if max�fl.concrete' 2.concrete) < Fpconcrete Stressconcrete = »()•K•" psi psi psi psi • • • • • • . • I. • • • • S. • • • 55 of 71 01/30/18 JOB No: 17-921 Shear, Analysis -Concrete Breakout Strength: 2 AVco := 4.5•Cal AVc:= 2 (1.5•Cal)•ha if' ha < 1.5•Cal 2•(1.5•Cal)•(1.5•Cal) if ha >_ 1.5•Cal ed.V 1.00 *c.V 1.00 Modification factor for edge effect = 3at.50' AVeo.= 364.5 in2 •••• • • • • •••• . • • •• • • in2 • '..' • • • • • ••.. •••• • • • • ••• •••• •••• • • •••• • • • • • •• •• •• • • • • • • • . • • • • • • • • • Modification Factor in No cracked concrete at service loads '••' • .• • • • wc.v=1.4 '••'•' Modification Factor in cracked concrete with wc.v=1 w/ No supplementary reinforcement. wc.v=1.2 w/ Supplementary reinforcement of a No 4 Bar between the anchor and the edge. wc.v=1.4 w/ Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in. 1e := if(hef > 8•do, 8•de, hef) r 1 \0.2 e 1.5 Vb := 7 d do.4 feconcrete*Cal o� AVc Vcb Ved.V• c.V' Vb AVco := 0.70 Conditions 4)=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. (0=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTshear := if(Vuhorizontal > Vcb, "N.G." , "OK" ) le = 12.00 n Vb = 40498.64 bs. = 40498.64 lbs. (O. Veb = 28349.05 lbs BREAKOUTshear "OK 56 of 71 01/30/18 JOB No: 17-921 Shear Analysis -Concrete Burst -Out Strength: Cale Cal "N/A" if ha < Cal Total Cone Area for Failure Plane Dgrout Bgrout Acone.total Calc 2 2 (Cone Area for Failure Plane at Post Acone.post 2 (Bgrout 1 2 J 'Final Cone Area for Failure Plane Acone.total — Acone.post Acone.final 2 Final Area for Failure Plane Vcone.cb 4•4fcconcrete'Acone.final 0.7C Conditions 4=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. 4=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BURSTOUTshear if(Vuhorizontal > 4 Vcone.cb' "N.G." , "OK" ) Ca,lc = 9-00` • • • • • • •. • in • ..• • • •••. •• • • • • = 359.871 •••. • • •••• • • •• •• in •••. • • •••• •••• • • • .• • • • • • • • • � • • • • • • • • •• 2 • • coR� post = i(.0. • • in • • •• • Acone final = 174.94 Vcone.cb = 3 27.1`1 .2 in lbs cone.cb = 26828.98lbs BURSTOUTshear = "OK" 57 of 71 01/30/18 JOB No: 17-921 ELEMENT 4 (M21 AND M19) Area = 2.2119 in°2 lxx = 2.1041 in°4 lyy = 2.1041 in°4 Jz = 5.4082 in°4 Pxy = -0.0000 in°4 rxx = 1.0910 in ryy = 1.0910 in Sxx max = 1.8021 in°3 Sxx min = 1.8021 in°3 Syy max = 1.8021 in°3 Syy min = 1.0021 in°3 Loads: Mmax. = 3.002 k- f t Mmax. = 36984 *-in From Express Sheet. Fb max = 20051ksi Fv max = 12.241 ksi fb= Mmax/Sx < Fb fb = 36984*- in/1.8021 fb = 20515.09 psi < 20851 psi (OK) .• .° • ▪ .° °° °°°° • °° ° • ° • • .. ° ° °°.° • • • • • ° .°.. Ills .... . ,° ° °. °. .. ° • • °° • ° • ° •° °° ° °. . • °. 58 of 71 01/30/18 JOB No: 17-921 Project Name:17-921 Penkwitt Residence Date:01 /15/2018 Aluminum Square Tube Allowable Stress Determination Section Data: b:= 3.00 t:= 0.125 Width of Element (in) Thickness of Element (in) (Aluminum Properties: F,:=38.00 Fty := 35.00 Fly := 35.00 E:= 10100.0 Tensile Ultimate Strength (ksi) (see table 3.3-1 & 3.3-2 Aluminum Design Manual) Tensile Yield Strength (ksi) Compressive Yield Strength (ksi) Compressive Modulus of Elasticity (ksi) Safety Factors:. nu := 1.95 ny := 1.65 na:= 1.2C Ft b Lat • :�a . . .. .. —t ... • . .. • • . .. • .... • . . . .... . • .. • —. . .. . . . . • . . . • . d . • • . . . . .. . .. . . . . . S. • Factor of Safety on Ultimate Strength (see table 3.4-1 Aluminum Design Manual) Factor of Safety on Yield Strength (see table 3.4-1 Aluminum Design Manual) Factor of Safety on Appearance of Buckling (see table 3.4-1 Aluminum Design Manual) !Coefficients: Kt := LOCI m := 0.65 Coefficient for Tension Members (see table 3.4-2 Aluminum Design Manual) Coefficient for Elements in Bending in Own Plane and Supported on both Edges 'Buckling Constants: Bc := 39A Bp := 45.11 Bbr := 66.8 Bs := 26.1 ksi ksi ksi ksi D := 0.246 DP := 0.301 Dbr := 0.665 Ds := 0.133 ksi ksi ksi ksi C,.:= 66.0 Cp := 61.(1 Cbr 67.e CS := 81.0 Ultimate Strength of Flat Elements in Compression: krc:= 0.35 k2c := 2.27 (see table 3.3-3 and 3.3-4 Aluminum Design Manual) Compression in Columns and Beams (see table 2-1 pag. VII - 23 Aluminum Axial Compression in Flat Elements Design Manual) Bending Compression in Flat Elements Shear in Flat Elements ltimate Strength of Flat lements in Bending: k:= 0'.5C k2b := 2.04 (see table 3.3-3 and 3.3-4 Aluminum Design Manual) 59of71 01/30/18 JOB No: 17-921 Element Data: LX := 10.0 Ly := 10.0 kX := 1.0(1 ky := 1.00 Unbraced Length about Strong Axis (ft) Unbraced Length about Weak Axis (ft) Effective Length Factor Effective Length Factor 'Section Properties: A := b2 — (b — 24)2 Lb4 — (b — 2•t)4] I :- 12 21 S := — b r:= — A !Allowable Tension: Ft := min ( Fty ny KI•nui Allowable Compression in Columns, Axial, Gross Section --- Square Tube: S1c Scolumn Fac :_ nu Bc — —Fey ny De S1c = —7.982 kX 12•LX ky• 12Ly\ r r Fey if Scolumn < Sic fly 1 —•(Bc— D•Scolumn) if S1C < Scolumn < S2C nu Tr2• E nu' Scolumn 2 if Scolumn S2C Sc Cc . • •• • • • . ••• • • • • •• • •• • • • • • • • • •• • A = To438 • • •• •• #r 1•4 • • • .• ."-=- 1.175 • • • ••3r• • • • in • •••• • • • • • • • •• • in4 • • � • • • ..3 • • • rn. • • = 19.487 S2c = 66 .3 in ksi Scolumn = 102.143 Fe = 4.9 ksi • 60 of 71 01/30/18 JOB No: 17-921 Ilowable Compression in Elements of Columns `'(Flanges nd Webs) --- Flat Element Supported on Both Edge: SIE 1.6.DP nu BP — nFcy y Selement :— Fae := b — 2•t SIB =`7551 Fey if Selement < SIB ny 1 •(BP 1.6•DP Selement) if S1E < Selement < S2E nu k2c' BP E n 1.6 S ) if Selement > S2E u element 'Allowable Tension, in Beam: Fbt := min Fty , Ft, fly Kt' nu S2E 1.6• DP kic BP Allowable Uniform Compression in Elements of earns --- Flat Element Supported on Both Edge: Bp —Fcy S1F 1.6•DP Fbc 1 :_ S 17 = 20.764 Fcy if Selement < S1F fly 1 — • (BP — 1.6• DP Selement) ny k2eN E fly (1.6 Selement) if S1F < Selement < S2F if Selement > S2F S2F 1.6.DP kle BP S2E = 32.703 Selement 2 • • • • •• • • F=•1'1'&4 • • •• •• •••• • r • ••.. •• • • • • • •• •• • • • kii••••• • ••• .•.• • • • •• • • • • • • • • • • • • • • • • • • • •• • Fbt = 19.4$7 S2F = 32.703 20.851 • • • .• • • • • • • . • ksi ksi 011owable Compression in Elements of Beams (Elements in ending in Own Plane) --- Flat Element Supported on Both Edges: S1W :_ Fbc2 Bbr— 1.3•Fcy m' Dbr 1.3Fcy if Selement S 1 W fly w•= 49.277 1 (Bbr— m'Dbr'Selement) if S 1 W < Selement S2W ny k2b• Bbr E if Selement > S2W fly' (m• Selement) S2W: m Dbr kib' Bbr S2w = 77.27 i~ c2 = 27.576 ksi 61 of 71 01/30/18 JOB No: 17-921 llowable Shear in Elements --- Unstiffened Flat lements Supported on Both Edges: St . shear 1.25 • Ds Fty Bs — Fs :— SLshear = 35.445 Fty if Selement < S1.shear ny Cs S2.shear := 1.25 1 Ft 04 — 1.25•Ds•Selement] if SI.shear < Selement < S2.shear ny it2•E ny 1.25• Se2 lement) if Selement > S2.shear Final Allowable Stress in Square Tube: Allowable Tension Stress Allowable Compression Stress Fa:= min(Fac,Fae) Allowable Bending Stress Fb := min(Fbc1, Fbc2) Allowable Shear Stress S2shear = 64.8 •••• • • • • • • • • a • • • •• . •• • • • •• • • • �,•,� Fs = 4.. • • •• •• • • • • • • •••• • • • • • • • • • • •... • • • •• • • e •• • • • • • • • ' • • • • .. • •• • • • • • Ft = 19.487 a = 4.9',. F, = 12.247 ksi ksi ksi ksi 62 of 71 01/30/18 JOB No: 17-921 Okal Eastern Engineering Group •••• • • • • •••• • • • • •• • •• • • • • • • • •• • • • • •••• •••• • • • • • • •••• ♦••• •••• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • • ALUMINUM FENCE AND GATE 3401 NW 82nd Ave, Suite 370, Miami, Florida 33122 Telf. (305) 599-8133 / Email: info@easterneg.com 63 of 71 01/30/18 JOB No: 17-921 S C ion Area = 0.1344 in°2 lxx = 1.9681 in°4 lyy = 0.1445 in°4 Jz = 2.1132 in°4 Pxy = -0.0000 in°4 rxx = 1.6313 in ryy = 0.4436 in Sxx max =0.-1815in°3 Sxx min = 0.1815 in°3 Syy max = 0.2890 in°3 Syy min = 0.2890 in°3 Area = 1.4424 in°2 lxx = 0.9412 in°4 lyy = 0.9412 in°4 Jz = 1.8944 in °4 Pxy = 0.0000 in °4 rxx =0.8104 in ryy = 0.8104 in Sxx max = 0.8420 in°3 Sxx min = 0.8420 in°3 Syy max = 0.8420 in°3 Syy min = 0.8420 in°3 PROF 5.0 Y" • S ••• • • .• Louv�'r*.�°: Cate Post .... .... . .. S. . . • • .. • . . • .. . 64of71 01/30/18 JOB No: 17-921 Eastern Engineering Group F 3401 NW 82nd Avenue, Suite 370, Miami, FL 33122 (305) 599-8133 info(geastemeg.com www.easteme9.com —". PO • o• C.. e—t t e_ '3• FJ t:-- 14 621 s 'n1 I I psxj PROJ. NAME: PROJ No.: DATE: DESIGNED BY: PAGE: REVIEWED BY: R.L OR G.P. rr • • • • . . • • • • . • • • • • • • • • • • • • Pb„ t F . z_ct 2 (4 n izs A. 7 • • • 65 of 71 01/30/18 JOB No: 17-921 Eastern Engineering Group tt, 7,1 LA) 1&,1 2. F • F t-+ (bs L F Fitte„; Cot s (> A 3401 NW 82nd Avenue, PROJ. NAME: Suite 370, Miami, FL 33122 (305) 599-8133 info@easten)eg.com PROJ No.: DATE: www.easlerneg.com DESIGNED BY: PAGE: REVIEWED BY: R.L OR G.P. CIFX). psA Ica© ps (9,(901 is 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 5555 • • • • • • • • 5555 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 66 of 71 01/30/18 JOB No: 17-921 Eastern i.1 Engineering Group 3401 NW 82nd Avenue, Suite 370, Miami, FL 33122 (305)599,,8133 in fo(n) ea ste rn eg, com www.eoslemeg.com e- G2C c6<td a l S p . y.r..,,1.sa..-.. - r i&, cs2 l s F, �b` _ s pS • C, IJtL, 7.. 12d ti 1,›L• 9K 1-2 1=1•• a'• tce.� _6L 7:-- 'WI Sut ••L_ PROJ. NAME: PROJ No.: DATE: DESIGNED BY: PAGE: REVIEWED BY: R.L. OR G.P. •••• • • • • • • • R.• • • • R. •• . •• •• • • • ••I IOW, • .•• , • •' • •••• .... • L • I •••• .. .. • • • • • • • • • • • • • • • • • • • • •• • •• • •, • • S. • --->) Pt Pb c. -- (2a ± • • 67of71 01/30/18 JOB No: 17-921 Eastern "E Engineering Group • Ilia = g13 :14 1-(D zc'c' ti ie9-21PN. 3401 NW 82nd Avenue, PROJ. NAME: Suite 370, Miami, FL 33122 (305) 599-8133 infod@eastemeg.com PROJ No.: DATE: www.eastemeg.com 16 , "6 is F . ►�,�2. 1st• '. 4 ty 1 ffss- Tags" .A, zg ati • 7-% 2 o , To cg DESIGNED BY: PAGE: REVIEWED BY: R.L. OR G.P. •••• • • • • • • • • • • • •• • •• • • • • • • • • • .• • • • • • • • • • • • • • • • • • • • • • •• •• •. • • C• • • • •• • • • .• • •• • • • • •• • Pot- POST CONNECTION WIIL BE THE SAME OF THE CARPORT. 68 of 71 01/30/18 JOB No: 17-921 O vv Loads: Wind Lateral Wl=15.6-1 psf IRS Load Processing cr UJ1 = 15.61 psf * ( 2)=6.53 plf Mmax=(6.53#-ft*6.5 /8)*12 Mmax= 413.84#-in fb= Mmax/Sx < Fb fb = 413.84/0.29 fb = 2634.18 psi < 9500 psi (OK) CONNECTION: Reaction: R1=V=21.2220 Using 4"-20 Self Drilling Flat I -lead Screw Allowed Shear=395 # > 26.16# (ok) / 1 - / ' •. • Y • • • •• • / I-/ II ...• ICJ f • .••. ..•• . . • • • • • • • • • • • •..• . . • .. • • . • • 1 6.5' M • • • • • Y • • • • . . • (1) (2) R1=21.22# R2=21.220 X Louvers Area = 0.1344 in°2 lxx = 1.9681 in°4 Iyy = 0.1445 in°4 Jz = 2.1132 in°4 Fxy = -0.0000 in°4 rxx = 1.6313 in ryy=0.4436in Sxx max = 0.18-15 in°3 Sxx min = 0.1815 in°3 Syy max = 0.2890 in°3 Syy min = 0.2890' in°3 • 69 of 71 01/30/18 JOB No: 17-921 Screw Fastening Systems Kwik-Flex Self -Drilling Screws 3.5.3 3.5.3.1 Product Description Hilti Kwik-Flex fasteners combine the in -place economy of self -drilling screws with the strength and performance of bolted connections. The precision - milled point and lead threads of a Kwik- Flex fastener are selectively hardened for dependable self -drilling and tapping. The balance of the fastener retains the ductility. This results in superior resistance to embrittlement that can be caused by stress, dissimilar metals and moisture. Hex Washer Head: uses standard tools, efficient drive system, resists pullover Kwik-Flex Head: Marking simplifies inspection Product Features • Virtually immune to embrittlement failure • Self -drilling for convenience, labor savings • Kwik-Cote finish provides up to three times the corrosion resis- tance of cadmium or zinc plating • Complies with the Buy America Act • Suitable for: Aluminum to steel Fire retardant plywood Corrosive environments Shank has Grade 5 bolt ductility and strength (SAE J429 and ASTM A 449) without embrittlement; Rc 28-34 hardness 3.5.3.2 Material Specifications Material strength of fasteners Mechanical Properties Yield Strength, Fy Tensile Strength F ksi MPa ksi MPa 92 (634) 120 (828) 3.5.3.3 Technical Data Kwik-Flex Screw Specification Table Fastener Size/Diameter Fastened Material Minimum Spacing (in.) Minimum Edge Distance (in.) No. 10 Steel 5/8 9/32 Aluminum 15/32 3/8 No. 12 Steel 11/16 3/8 Aluminum 9/16 7/16 1/4 Inch Steel . 3/4 3/8 Aluminum 5/8 1/2 Tapping Threads eliminate nuts to simplify installation 3.5.3.1 Product Description 3.5.3.2 Material Specifications 3.5.3.3 Technical Data 3.5.3.4 Installation Instructions 3.5.3.5 Ordering Information •• • • •• • •••• • a.•• . • •• .• • • • • • • • • • • •• • Precision -milled drill point speeds installation Hardened to Rockwell C52 min. for drilling and tapping Flutes remove metal chips for easy drilling •.•• • • Listings/Approvals •••• • • •.• •••• • I • • •• • • • • •• • • • • • •• • • • •• • • • •• • • • ICC-ES (International Code Council) ER-4780 Note: These fasteners address delayed failure due to hydrogen assisted stress corrosion cracking. They are not any more resistant to other corrosion effects th'an standard Hilti Kwik-Cote screws. • 70 of 71 01/30/18 JOB No: 17-921 Hilti, Inc. (US) 1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hihi.ca I Product Technical Guide 2008 123 Screw Fastening Systems 3.5.3 Kwik-Flex Self -Drilling Screws Kwik-Flex Screw Allowable Pull -Out Values (Tension)1,4 Screw Size Drill Point Type Drill Cap.2 (in.) Pullout (lb) Steel Gauge3 or Thickness (in.) Aluminum Thickness (in.) 18 GA 16 GA 14 GA 12 GA 1/8 3/16 1/4 5/16 3/8 1/2 1/8 1/4 3/8 10-16 3 0.150 158 200 254 638 677 — — — — — 306 — — 12-14 3 0.187 158 210 284 460 620 1159 — — — — 210 914 — 1/4-14 3 0.187 159 212 274 480 740 1015 — — — — 240 969 -••a 1/4-20 4 0.312 — 206 260 500 765 1045 1215 1275 — — 230 .700 1'4i3a • • • • 1 Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum alloy. • • • • • • • • • • • 2 The maximum drill capacity is the maximum metal thickness the fastener can self -drill and self -tap. • 3 The base -metal thickness of No. 12 gauge steel is 0.105", of No. 14 gauge steel is 0.075", of No. 16 gauge steel is 0.060" and•oi I03.1 g gauge steel t 0.048" 4 Based on using a safety factor of 3.0. Kwik-Flex Screw Allowable Shear Values1,4 • •• • • •••• •.•• • • • • I • • • • • •••• • • Screw Size Drill Point Type Drill Cap 2 (in.) Shear (Ib) r :' Alumiinum •Thickness (in:•. , 3 Steel Gauge or Thickness (in.) 18-18 GA 18-14 GA 16-16 GA 14-14 GA 1/8"-3/16" 3/16"-1/4" 1/4"-12 GA • •� 1%t•178'• • 1/8"-1404 • 10-16 3 0.150 545 693 585 — — — — 587 — 12-14 3 0.187 526 847 662 727 — — — 335 475 1/4-14 3 0.187 558 925 672 967 635 — — 405 590 1/4-20 4 0.312 540 835 633 980 670 715 660 395 I 570 •..• • • • • • •• • • • • • • • • • • 1 Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum al oy. 2 The maximum drill capacity is the maximum metal thickness the fastener can self -drill and self- ap. 3 The base -metal thickness of No. 12 gauge steel is 0.105", of No. 14 gauge steel is 0.075", of No. 16 gauge steel is 0.060" and of No. 18 gauge steel is 0.048". 4 Based on using a safety factor of 3.0. 71 of 71 01/30/18 JOB No: 17-921 124 Hilti, Inc. (US) 1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 I www.hilti.ca I Product Technical Guide 2008 500 Grand Concourse, Miami Shores, FL 33138 ISC. S/ISP DRA INDEX OF DRA VOS SHEET DESCRIPTION SD-0.0 COVER PAGE SD-0.1 GENERAL NOTES SD-0.2 KEY PLAN SD-1.0 CARPORT PLAN VIEW SD-1.1 CARPORT ELEVATION SD-1.2 CARPORT ELEVATION SD-1.3 FENCE AND GATE SD-1.4 DETAILS SD-1.5 DETAILS SD-1.6 ELEMENTS NC • . • • • •• • • • • • • • • • • • • • • •• •• • • • . . • • • • • •• • Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Miami, Ft. 33122 (305)599-3133 infocri •;•t• •;g.com • • ww•x.eastereeg.com •• • • • • a • i 4 • • •i IP• 1'• • • • • • • • W 4 d z 1 z i PENKWITT RESIDENCE MISC. SHOP DRAWINGS COVER PAGE 500 Grand Concourse, Miami Shores, FL 33138 ig Josefina Giordano. Layze Systems •• • • • • • • . • • SD-0.0 GENERAL NOTES 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2017. 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER- GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. 4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS OBTAINED. 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 6. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. 7. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. 8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. 9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. 10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY• DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 13. CONTRACTOR TO VERIFY THE LOCATION OF ANY EXISTING UTILITY LINE AND IMPROVEMENTS, AND SHALL BE RESPONSIBLE FOR REPAIRS FOR ANY DAMAGE AS A RESULT OF THE WORK. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS & GARBAGE FROM THE SITE AFTER COMPLETION OF WORK. 15. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 16. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER. 17. EASTERN ENGINEERING GROUP HAS GENERATED THESE SHOP DRAWINGS BASED ON A PROVIDED DESIGN THAT HAS BEEN DEVELOPED BY A LICENSED ARCHITECT OR A COMPETENT LICENSED DESIGN PROFESSIONAL WHO CONFIRMED COMPLIANCE WITH ALL APPLICABLE NATIONAL AND FLORIDA BUILDING .CODES. 18. EASTERN ENGINEERING GROUP HAS EXCLUSIVELY DESIGNED THE STRUCTURE AND/OR BUILDING COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF THE FLORIDA BUILDING CODE AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY.THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE BUILDING OR CERTIFIED PROFESSIONAL ENGINEER SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. 19. ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY ARCHITECT AND/OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND SPECIFICATIONS. 20.FLORIDA BUILDING CODE, 2017 EDITION LOADS: FENCE AND GATE WIND LOAD AS PER ASCE 7-10 KD=0.85, CATEGORY 1 WIND SPEED = 115 MPH FOR FENCES NOT EXC. 6FT IN HEIGHT) FBC 2017, SECT. 1616.2.1 _ • • WIND VELOCITY AS PER ASCE 7-10 MIAMI-DADE CATEGORY 2 175 mph 115 mph (WHEN COVER WILL BE REMOVED, AS PER F.B.C. 2017 SECTION 3105.5 ) NOTE: FABRIC COVER SHALL BE REMOVED WHEN WINDS REACH 115 MILES PER HOUR. • • • • • • ...... ...... .0000 . *SOO ....•. • . .. .. ...... . • • • . • . • • . • 21.THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF • • THE BUILDING OR FLORIDA PROFESSIONAL ENGINEER SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. THIS SHOP DRAWINGS DOES NOT COVER THE EXISTING STRUCTURE. 22.THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS 23.ALL DIMENSIONS TO BE SITE VERIFIED. ALUMENUM ARE BASED ON THE ARCHITECTURAL DRAWINGS. 1. ALUMINUM SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE DRAWINGS: TYPP 6063-T5(T' iaES & SHAPES) 6063-T5(ROUND& OVAL) 6063-T6(TUBES & SHAPES) 6063-T6(ROUND & OVAL) 6061-T6(TUBES & SHAPES) 6061-T6(ROUND & OVAL) Fb Fb(WELDED) 9.5 KSI 11.5 KSI 15.0 KSI 18.0 KSI 19.0 KSI 24.0 KSI 4.8 KSI 5.5 KSI 4.8 KSI 5.5 KSI 9.0 KSI 10.5 KSI Fv • Fv(WELDED) 5.5 KSI 5.5 KSI 8.5 KS 8.5 KSI 12.0 KSI 12.0 KSI 2.8 KSI 2.8 KSI 2.8 KSI 2.8 KSI 5.0 KSI 5.0 KSI 2. WELDING: ALUMINUM ALLOY 5356. CLEANING: SSPC-SP2 "HAND TOOL CLEANING". 3. PAINT ALUMINUM AND STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH ALKALI -RESISTANT COATINGS, SUCH AS HEAVY -BODIED BITUMINOUS PAINT OR WATER -WHITE METHACRYLATE LACQUER. 4. ISOLATE DISSIMILAR MATERIALS WITH ALKALI -RESISTANT COATINGS, WATER -WHITE METHACRYLATE LACQUER. SUCH AS HEAVY -BODIED BITUMINOUS PAINT OR.00 TV �sttttrrr zr77 4. �0 ''444p ottsr;ri Eastern Engineering Group 3401 NW 52nd Avenue Suite 370 Mierni. FL 33122 (305) .599-9133 info4 eesterneg.com •••• w*weeastereeg.com •••• P • i 110 • • • • • • +- I . • goo t. • I •.•• • .... • WO PENKWITT RESIDENCE MISC. SHOP DRAWINGS General Notes 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems •••• • • • •... • ••.. • SCOPE OF WORK: ALUMINUM FENCE W/ GATE SEE A SD-1.3 AND CARPORT SEE PAGE A/SD-1.0 1..0T '13 tTrt1, T. IT SCOPE OF WORK: ALUMINUM FENCE W/ GATE SEE PAGE A/SD-1.3 • • • • • .. • ••..•• • •.•.•• • • III •• • •... •..••• • • ..• .• •..... • . • • . • • • • .. •• • �,,e ► I`s Zral 7 .. J • • •• • • *1•• 1i Eastern. Engineering Group 3401 NW 82nd Avenue :370 Miami, Ft 33122 (305)599-8133 info35;eastemeg.com • • • • w*w.easter.eg.com • • • • • I .• • -6o • reN • • ig 0 A •Y PENKWITT RESIDENCE MISC. SHOP DRAWINGS 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems ' A ��. • •.••• • •.• • • • • • •.•• . • . •••. • • • • • • LEGEND: 1. ELEMENT 1 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 1/SD-1.6) 2. ELEMENT 2 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 2/SD-1.6) 3. ELEMENT 3 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 3/SD-1.6) 21'-0" r 20'-0" LE II (2) (1) (3) L• (2) 11 1 It-- - I 1 1 1 7 (2) (1) (3) 1 r- 1 1 1 1 J I L 1 1 1 4.. 4:-: =„ T T1 7 .--_ J L� CA). CARPORT PLAN VIEW SCPLE: 1 2"=1'-0' SCALE: 1 /2"=1 '-0" II II II II CN • • - • •..• •• • •••••• • •••••• • • •••••• • • •• •3 •••••• • •• • • • • ••• •• • S Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Miami, FL 33122 (305) 530-3133 in fo(measterneg.com wytw eaStCrreg.com 8 •• • •§ NZW �Wo • LT] • •C • • CARPORT PLAN VIEW 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems S 88 ••••• . • • ••••• 000000 • •••• • • ••• •••• • • • •••• • •••• • LEGEND: 1. ELEMENT 1 ALUMINUM EXTRUSION, ALLOY 6061—T6 (SEE ELEMENT 1/SD-1.6) 2. ELEMENT 2 ALUMINUM EXTRUSION, ALLOY 6061—T6 (SEE ELEMENT 2/SD-1.6) 3. ELEMENT 3 ALUMINUM EXTRUSION, ALLOY 6061—T6 (SEE ELEMENT 3/SD-1.6) 13. 6"X1"4"X5" LONG. ALUMINUM TUBE ® 1'-2", ALLOY 6063—T5 (TYP) 21'-0" 20'-0" a (3) TYP (13) (3) (3) (13) D- TYP (3) TYP 4 • • 4 • • •• • •••••• • •••• • • •••• • • •• •• •••••• • • • • • • • • • • itatr Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Mierrv. FL 33122 (305)599_8133 info@easternag.com wyvl.f tL r eg.com •••• PENKWITT RESIDENCE MISC. SHOP DRAWINGS CARPORT ELEVATION 11 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems LEGEND: 1. ELEMENT 1 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 1/SD-1.6) 2. ELEMENT 2 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 2/SD-1.6) 3. ELEMENT 3 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 3/SD-1.6) 14'-9" 2'-5" (TYP) 2'-5" (TYP (2) (1) TYP (3) TY 6'-6" (2) TYP (3) (2) 6'-6" TYP (3) TYP CARPORT ELEVATION SD-1.2 SCALE: 1/2"=1'-0" • • • • • •• • •••••• • •••••• •••• • • • • • • • • •• •• • • • • • • • • • • •• • Eastern Engineering Group 3401 NA 182nd Avenue Suite 370 Miami. FL 33122 (305) 599-8133 infoweasterneg,com 1y fA!0ejneg.corn •••• • • • • cr . W W G • :ta • • PENKWITT RESIDENCE MISC. SHOP DRAWINGS Fj CAPORT ELEVATION 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems •••• • • • • • • • • • • • • • ••• • • ••• • • • • • •• • • • • • • • • • SD-1.2 LEGEND: 3. ELEMENT 3 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 3/SD-1.6) 15. HINGE BY OTHERS, TO BE RESIST 250 # (TYP) 16. i"-16x3" MACHINE FLAT HEAD SOCKET SCREW (TYP) 17. ALUMINUM CAP FOR ELEMENT 2 18. ALUMINUM CAP FOR ELEMENT 1 19. ALUMINUM POST EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT C/SD-1.5) 20. 4"-14Xi" MACHINE PAN HEAD SOCKET SCREW WITH SINGLE TAB WELD NUT (TYP) 21. 5"X"4" THK. ALUMINUM LOUVER ALLOY 6063-T6 (TYP) A 4'-0" 0.0 MAX. GATE PLAN VIEW(TYP) SD-1.3 SCALE: 1/2"=1'-O" 4'-0" O.0 MAX. C — (19) (15) a 0 in SELF CLOSING MECHANISM BY OTHERS 0 4 (3) a B GATE ELEVATION (TYP) SD-1.3 SCALE: 1/2"=1'-0" X " 0 (21) (19) TYP • O CV 4 add m 4 .a n d 1'-6" SECTION (TYP) SCALE: 1 "=1'-0" • • • • • •• • • • • • • • • • • • • • • ••• . • • • •• • • • • • • • •• • • ,o : -7 . . • 04 • Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Miarn:, FL 33122 (305)599-8133 •ilk tdhisjerneg.com • • • • •• www.easterneg.com •• • •• • • • • a • • • • • • • , • •. t • e • • • V• • •I •1 •I M I K 4 j • • • • • • ••• • • • • • • • • • � • • PENKWITT RESIDENCE MISC. SHOP DRAWINGS FENCE AND GATE 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems 0,5 a • • • LEGEND: 1. ELEMENT 1 ALUMINUM EXTRUSION, ALLOY 5061-T6 (SEE ELEMENT 1/SD-1.6) 2. ELEMENT 2 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 2/SD-1.6) 3. ELEMENT 3 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 3/SD-1.6) 4. ELEMENT 4 ALUMINUM CROSS BEAM PIVOT CONNECTOR, ALLOY 6061-T6 (SEE ELEMENT 4/SD-1.6) 5. ELEMENT 5 ALUMINUM MAIN EXTRUSION MOUNT FEMALE, ALLOY 6061-T6 (SEE ELEMENT 5/SD-1.6) 6. ELEMENT 6 ALUMINUM POST TOP CONNECTOR, ALLOY 6061-T6 (SEE ELEMENT 6/SD-1.6) 7. ELEMENT 7 ALUMINUM MOUNT CONNECTOR, ALLOY 6061-T6 (SEE ELEMENT 7/SD-5.0) 8. ELEMENT 8 ALUMINUM MAIN EXTRUSION MOUNT MALE, ALLOY 6061-T6 (SEE ELEMENT 8/SD-1.6) 9. 4"-20 S.S SELF DRILLING FLAT HEAD SCREW (TYP) 10. ALUMINUM CONT. CHANNEL ALLOY 6063-T6 (TYP) (1) (9) • (8) (5) (14) (9) (2) (5) (8) . (9) (1) (7) (3) (3) 11. "-16x3" LONG. THREAD CUTTING FLAT HEAD SOCKET SCREW (TYP) 12. 018"X24" DEEP. 3000 PSI CONC. FOOTING (TYP) 13. 6"X1 "05" LONG. ALUMINUM TUBE ® 1 '-2", ALLOY 6063-T5 (TYP) 14. A"-18x2" LONG. SOCKET CAP SCREW & it"-18 HEX NUT a (TYP) 15. HINGE BY OTHERS, TO BE RESIST 250 # (TYP) 16. i"-16x3" MACHINE FLAT HEAD SOCKET SCREW (TYP) 17. ALUMINUM CAP FOR ELEMENT 2 18. ALUMINUM CAP FOR ELEMENT 1 19. ALUMINUM POST EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT C/SD-1.5) 20. "-144" MACHINE PAN HEAD SOCKET SCREW WITH SINGLE TAB WELD NUT (TYP) 21. 5"X3"4" THK. ALUMINUM LOUVER ALLOY 6063-T6 (TYP) 22. 6"X6"X3" ALUMINUM PLATE W/ (4) i"-16x3" LONG. THREAD CUTTING FLAT HEAD SOCKET SCREW (TYF B DETAIL SD-1.4 SCALE: 3"=1'-0" • • . • .. . • •... •• ••.. • • .. • • • • • • .. • (4) (16) (17) (6) (9) Eastern Engineering Group 3401 NW 32nd Avenue Suite 070 Miami. FL 33122 r305) 599-3133 eir tIletrierneg.com •••• .• • �ww.ea� terneg.corn • • . • a • • • .• . • •. • •. •. 111M-1r • tl 4 2 0 PENKWITT RESIDENCE MISC. SHOP DRAWINGS J_ w 0 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems S=6 1.4 i• :•` 1/30/2018 SD-1.4 .... • • • .••• • ••• • • •.. ••.. • • •••• • • (16) (18) (2) -" (6) (3) (11) CV 1/8" 2 1/4" DETAIL SCALE: 12"=1'-0" (3) a 4 1'-6" (12) (22) LEGEND: 1. ELEMENT 1 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 1 /SD-1.6) 2. ELEMENT 2 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 2/SD-1.6) 3. ELEMENT 3 ALUMINUM EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT 3/SD-1.6) 4. ELEMENT 4 ALUMINUM CROSS BEAM PIVOT CONNECTOR, ALLOY 6061-T6 (SEE ELEMENT 4/SD-1.6) 5. ELEMENT 5 ALUMINUM MAIN EXTRUSION MOUNT FEMALE, ALLOY 6061-T6 (SEE ELEMENT 5/SD-1.6) 6. ELEMENT 6 ALUMINUM POST TOP CONNECTOR, ALLOY 6061-T6 (SEE ELEMENT 6/SD-1.6) 7. ELEMENT 7 ALUMINUM MOUNT CONNECTOR, ALLOY 6061-T6 (SEE ELEMENT 7/SD-5.0) 8. ELEMENT 8 ALUMINUM MAIN EXTRUSION MOUNT MALE, ALLOY 6061-T6 (SEE ELEMENT 8/SD-1.6) 9. i"-20 S.S SELF DRILLING FLAT HEAD SCREW (TYP) 10. ALUMINUM CONT. CHANNEL ALLOY 6063-T6 (TYP) 11. "-16x3" LONG. THREAD CUTTING FLAT HEAD SOCKET SCREW (TYP) 12. 018"X24" DEEP. 3000 PSI CONC. FOOTING (TYP) 13. 6"X1"XrX5" LONG. ALUMINUM TUBE ® 1'-2", ALLOY 6063-T5 (TYP) 14. A"-18x2" LONG. SOCKET CAP SCREW & f"-18 HEX NUT (TYP) 15. HINGE BY OTHERS, TO BE RESIST 250 # (TYP) 16. "-16x3" MACHINE FLAT HEAD SOCKET SCREW (TYP) 17. ALUMINUM CAP FOR ELEMENT 2 18. ALUMINUM CAP FOR ELEMENT 1 19. ALUMINUM POST EXTRUSION, ALLOY 6061-T6 (SEE ELEMENT C/SD-1.5) 20. i"-14X" MACHINE PAN HEAD SOCKET SCREW WITH SINGLE TAB WELD NUT (TYP) • • 21. 5"X"Xr THK. ALUMINUM LOUVER ALLOY 6063-T6 (TYP) 22. 6"X6"4" ALUMINUM PLATE W/ (4) I "-16x3" LONG. THREAD CUTTING FLAT HEAD SOCKET SCREW (TYP) • • • • • •• • • • • • • • •••• • • ••• •• • • • • • • • • •• • Eastern Engineering Group 3401 NW 82nd Avenue Suile 370 4liarni, FL 33122 (305) 599-3133 •ilfglIgA n erneg.corn • • • • •• www.easterneg.com •• • •• • • • • • • t • a • • • i o I ••• ••• • • • • • • • • • y Z• 1 7 PENKWITT RESIDENCE 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems S S5t g 4 .•• ••••- • ••• ••• • • • • ••• •••• .• • • • • • • • • • • * - :n.- • atffi? • 0.7321" 1 /2" ) .7321 " Ir I � mco `�\ ICnF rn CV 1/8" a \ CO q OD n O CV CV ro M co Cr X 1.9643" 1 3/4" 3/4" 7/8" Fd.ElVE1HT 1 1/4" CO 3/4" C M CO Cf7 CO M SCALE: 6"=1'-0" aco M 1//22"tt1/8a M CO M _ 1/4 M 3/8" 3/16 ),5/8 , 3/4" ',5/8 I( 'Ij CO 1 1/4" 1 3/4" 1 /2", N r1 2" M ELEMENT 6 SD-1.6 SCALE: 6"=1'-0" ELEMENT 7 SD-1.6 SCALE: 6"=1'-0" a aCO CV �._ _ a \ M an a co M a / — •• •• • • • • • • • • • • •• • 0,111.77 �,•O..i4 • • ELEMENT .a "d� •� �o SCALE: 6"=1'-0' in ••n e Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Miami. FL 33122 (305) 599-3133 i nfca1veostern eg, com ••ia • • viN•sa•sterneg.co•'- s • a • k' •• a• • •• • •• • • • • • • • • 3 • • • • • • S • ••-• cP sz • 2, •., Z Z •;1 • • m PENKWITT RESIDENCE MISC. SHOP DRAWINGS Z F- LU LU J w 500 Grand Concourse, Miami Shores, FL 33138 Josefina Giordano. Layze Systems • • •• ••• R•• • •• �•• • • • • •