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DOCK-16-2253Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Pe Parcel Number it ae Date: 8/2 Permit NO. DOCK-$-16-2 53 Permit Type: Dock Work Classification: Addition/Alteration Permit Status: APPROVED 2016 Expiration: 02/19/2017 Applicant 9879 NE 13 Avenue Miami Shores, FL 1132050090490 Block: Lot: JACQUELINE BARRANTES Owner Information JACQUELINE BARRANTES Address 9879 NE 13 Avenue MIAMI SHORES FL 33138- 9879 NE 13 Avenue MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone SOUTHERN MARINE CONSTRUCTION 305-861-2764 (305)613-6377 Phone (917)698-2863 Type of Dock: DOCK & BOAT LIFT AS PER P&Z APPROVA Additional Info: DOCK & BOAT LIFT AS PER P&Z APPROVA Bond Return : Classification: Residential Scanning: 3 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $18.00 $13.50 $13.50 $6.00 $900.00 $120.00 $9.00 $24.00 Total: $1,104.00 Pay Date Invoice # 08/10/2016 08/23/2016 Pay Type Amt Paid Amt Due DOCK-8-16-60944 Check #: 36978 $ 50.00 $ 1,054.00 Check #: 37020 $ 1,054.00 $ 0.00 Cell Available Inspections: Inspection Type: Final Review Planning Review Building Review Structural 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, DS, R.OFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing infor ationc/ur. and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above amontra to do the work stated. Authorized Signature: Owner / Applicant / (Contr Building Department Copy August 23, 2016 tor / Agent Date August 23, 2016 1 Address: I (1 q AJET 13441 City: BUILDING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 RECEIVED AU 0 2016 Cuk FBC 20 ` ;.r Permit No. r QGw) 16 - 2 3 PERMIT APPLICATION Master Permit No. Permit Type: BUILDING JOB ADDRESS: C{ S 9- iJ ( 3 `C City: Miami Shores County: Fo1io/P- reel#: 1 3 0-5" 0 0 O.(-9 o Is the Building Historically Designated: Yes NO v Flood CAA/cif__OWNER: Name (Fee Simple Titleholder): '��; COU ?LU1'L.Q. VY of !) Phone#: q t4 A ROOFING Miami Dade M.( ari/ SkliVtS State: Tenant/Lessee Name: Email: CONTRACTOR: Compaf I Address: ?-0- \ 6 .skAiL vvva4 Co rY\ n Name: SO -(>e r'J Zip; 3 3 f 3 S zip: 33 l 3 8 Phone#: Cu 50.0 Co(3'—(377 ✓i1 -1 t..Fr �� SI-, N CPhone#: (o f Z� (o 41 F(o Rt�✓k r City: M I .M t i e%. ' State: Zip: 33 t 'f ;� tom, Qualifier Name: to r` lea S Sj, C Phoor e#• • _ Sta{e e>t'Ifieati�n or �e"gistration #: NI� f Certi icate of Competency #: ' 4 Contact Phone#: 66or— TA-C. l Email Address: la-•R 0 S 51 2 /1 DESIGNER: Architeoonineer: -) EC.. 9 (4e tt-f5G (a i= . Phonclf:( Value of Work for this Permit: $ Type of Work: Addition Descri tio1 'bftWork.=s,i raloa r fs�.;�r 1. Fr Color thru tile: Square/Linear Footage of Work: New r 0cL ❑Repair/Replace, , k,. •CIDernolition 410ZWP0T iY.1.101 ',, ,4-sw N eftepts 33, rniz2aW Ni oC ar Arrio,AT het il ***************************************Fees******************************************** Submittal Fee $ ', �J 0 ..W Permit Fee $ Gra CO CCF $ (t9 • c Scanning Fee $'•q ' ck> .' .\Radon Fee $ i • cJb DBPR 03 • 5-/) Notary $ Training/Education Fee $ 6 •63 CO/CC $ Bond $ C� Technology Fee $ -L-/ • C'3 Double Fee $ Structural Review $ (20 • w TOTAL FEE NOW DUE $ i ()SRI • CA APPROVED BY Bonding Company's Name (if applicable) Bonding Company's Address City • it State '' Zip Mortgage Lender's Name (if applicable) f �. 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 FINA19kIN CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE REC 0 ' I ING 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,tlle : bsence o such posted notice, the inspection will not b ' a.proved and a reinspection fee will be charged. r or Ag t The foregoing instru - . was acknowledged before me is day of V 2_, , 20/5—pby who is personally, known.to'ine or who has produced s r ` As identification and who did take an oath. v>�Ci,ce NOTARY PUBLIC: 1 Sign: Print: My Commissio wear • n1 I II Notary 'Patine - State of Florida My Comm. Expires Nov 3, 2018 .,C�� . EE 218888 Bonded Ikon. Nova Nota y Assn. ***************************. 41110/ i Signature , Contractor The foregoing instrume was acknowledgedckbefore me this of '7('L'/ ,20/ ,by ROt-eeter 3P'? , who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Plans Examiner Structural Review Sign: Print: My Co ot'ry Public 7 State of Florida Coinm.'Expirea Nov 3, 2018 Commission i/ EE 216888 Bondb ThtouOb Natio►ial Notary Assn. ****** Zoning .‘,‘ Clerk (Revised 5/2/2012XRevised 3/12/2012) )(Revised 06/10/2009XRevised 3/15/09)(Revised 7/10/2007) tams c C c� e 10050 N.E. SECOND AVE. MIAMI SHORES. FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACOUISTO, AICP PLANNING & ZONING DIPEC;OP DEVELOPMENT ORDER File Number: PZ-01-16-2016008 Property Address: 9879 NE 13th Avenue Property Owner/Applicant: Jacqueline Barrantes Address: 839 NE 72nd Terrace. Miami, FL 33138 Agent: Address: Robert Rossi PO Box 41494, Miami Beach, FL 33141-0194 Whereas. the applicant Jacqueline Barrantes (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations. Sec. 534 and Sec. 600. Site plan review and approval required. Waterfront development. Seawall repair, dock and boatlift. Whereas, a public hearing was held on April 28, 2016 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted to construct a 14 ft. wide 13 ft. long dock with an additional 4 ft. wide extension 73 ft. into the bay for a total length of 85 feet into the bay, and a 16,000 LB boat lift. 2) Applicant to secure final approval from the Departrlient of Regulatory and Economic Resources. Natural Resources Division and the Army Corps of Engineers, before a building permit will be issued. MD DRER, NRD. Page I of 2 3) Applicant to comply with all requirements of FEMA, the NFIP and the Florida Building Code for construction in the VEI 1 special flood hazard area. 4) Applicant to add not less than four (4) solar lights on the four (4) piles of the boat lift and night time reflectors on all outside posts on the dock. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) Applicant to obtain a building permit before commencing work. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 28th day of April, 2016.by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Diaz Yes Chairman Fernandez Absent Date Abramitis Vice Chairman, Planning Board Page 2 of 2 .RECEIVED A • 0 2016 BY:_ M •V '' • S• • i'' ,am� hores iami illage eaxtkent '1D05b N.E'.2fld Avenue Miami Shores, Florida 33138 . • • ; ; .•. yet : t3e51.795.2204 • • • • • • Pat: ;305) 7.56.8972 • MIAMI SHORES VILLAGE' ' NOTICE TO BUILDING DEPARTMENT EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE • • • ... .. • Doch - 22S3 I (We) have been retained by SOUTHERN MARINE CORP to perform special inspector services under the Florida Building Code at the 9879 N.E.13th AVENUE project on the below list structures as o 2/5/2016 (date). I am a registered architect or professional engineer licensed in the State of Flo ida. \ 13" \r PROCESS NUMBERS: n✓ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) u SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR 0 a) &es: CT, OJ Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspec'ion* 1. J.N. SHEINGOLD, P.E. 2. 1 3. 4. a f u *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education, or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensurejas a professional engineer or architect; graduation from an engineering education program in civil or structural engineeringgraduation from;an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/Afehiteet DAT Crea ed on 6/10/2009 Name J.N. SHEINGOLD (PRINT) Address 12420 S.W. 75TH AVENUE, MIAMI, FLORIDA 33156 Phone No. 305-986-7002 AMERICAN SOCIETY OF CIVIL ENGINEERS ',NATIONAL ACADEMY OF BUILDING INSPECTION ENGINEERS •• • • • • • 164T1bWAL SOCIETY OF P. If. SC t�� , ; ;P�i• • ••4NAL ENGINEERS ' CONSULTING ENGINEER SOCIETY PROFESSIONAL BUILDING IN$PEETION: �; .•• 12420 S.W. 75th AVE., / MIAMI, FL:ORIUA 33156 : ' • TELEPIHONE: (305) 378-V44 •' • • • ' •' . Esta61ished I 976 • • • • • FLORIDA ENGINEERING • • • • • • •••• • •• • • • , •• ..- • • '&079. doe' idt/ /cs2. ./at:sr-4ftrebiW& A74 1"/))// ` .1(A 754 e/2%' 2- (/'11 .14 ,id ? o.� ' 'J % = _,2 frZ2 .3 < *// 2.739'54 • • • • • •• • • • • • • • • •• Oz=l1 /$ I r-'4'34- i > .ca)14 62:0 3 a4i(11.-2-5J 3- ` >s° > Ar Ir ti6 /134 AMERICAN SOCIETY OF CIVIL ENGINEERS NATIONAL ACADEMY Old BUILDING INSPECTION ENGINEERS • •• ;JITIbitL SOCIETY OF � fQFE5StONAL ENGINEERS FLORIDA ENGINEERING ' CONSULTING ENGINEER SOCIETY PROFESSIONAL BUILDING INSPECTION: ••• .; ••• 12420 S.W. 75th AVE., / MIAMI, FC0 10A 53156 • . • . :'• TELEPHONE: (305) 37811444.• •:• ••• •:• ••• . Established.`1976 t • • •.•• •• •• • 4 •• • • • .• . • • •. ... - . • • • . . • .• . . • • • ••• •• ?8 '' / Lam. ,3 vke (7-6,077. !.‘ 1,016 /.C4-e-c7/001 1 Az., ems(o/A-76.‘5 /-/ ` xv6 0 8 2 ' 14 < S P 2/. 73 1� ,.2-dh.(;11,P19)7 A (7"14-) Aei �o.d9 / (4,047, • z(0/ ENGINEERING EalY-°�"��''"""`�,�R : k< 160 SW 12th AVENUE, #106 DEERFIELD BEACH, FL 33442 PH: (954) 354-0660 FAX: (954) 354-0443 WWW.ENGEXP.COM Work prepared for: NEPTUNE BOAT LIFTS Job#: 00-NBL-0002 Project: 16,000 Ibs 4-POST BOAT LIFT By: TSB Check: FLB Date: 9/12/2012 Design Calculations for Alum. Structure Refer To Attached Drawings (Drawings Signed & Sealed By Below -Signed Engineer) General Notes: 1. All work has been designed and shall be installed in accordance with the minimum requirements of the 2010 Florida Building Code. All local codes superseding the respective code shall be considered by the contractor in design & may require additional engineering analysis. 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein. 3. The existing host structure, if any, must be capable of supporting the loaded system as verified by the permit holder. No warranty, either expressed or implied, is contained herein. 4. System components shall be as noted herein. All references to extrusions and installation shall conform to manufacturer's specifications as summarized herein. 5. Engineer seal affixed hereto validates structural design as shown only. Use of this specification by contractor, et. Al, indemnifies and saves harmless this engineer for all costs & damages including legal fees & appellate fees resulting from material fabrication, system erection, & construction practices beyond that which is called for by local, state, & federal codes & from deviation from this design. 6. If any errors or omissions appear in the drawings, these calculations, or other documents, the contractor shall notify the engineer in writing prior to proceeding with any questionable work. 7. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2005 Aluminum Design Manual, Part 1A, Section 6.6.1 (a) and (c), respectively. 8. Intellectual Property of Engineering Express, Inc. All rights reserved. No part of this publication may be reproduced, stored in a retrieval system or transmitted in any form or by means, electronic, mechanical, photocopying, recording, scanning or otherwise, without the prior consent of Engineering Express, Inc. Raised Engineer's Seal Vd For rough We FLB #00-NBL-0002 01 FLB F0201 Frank L. Benna ENGINEERING EXPRE PE# 0046549 Cert of Auth #9885 Other Structures Design Wind Load Calculator Solid Freestanding Walls and Solid Freestanding Signs (ASCE 7-10, Section 29.4.1) Yes Input Description Value Units Description Exposure Category: Basic Wind Speed, V = h= B= s % Open = :, mph ft 51ft Upwind exposure based on ground surface roughness Basic wind speed, in miles per hour Height to the top of the sign, in feet (distance from ground tc Horizontal dimension of sign, in feet (distance from left side t Vertical dimension of sign, in feet (distance from bottom of si Ratio of openings to gross area Cases A & B Kd = 0.85 qh = 14.96 Ib/ft2 G = 0.85 B/s = 1.81 s/h = 0.70 Cf = 1.61 General (openings reduction comprised of factor = 1.00 < 30% gross area) pressure = F / surface area = ghGCfAs /As = ghGCf per ASD Case C Kd..= .0.85 qh = 14.96 ib/ft2 G = 0.85 B/s = 1.81 s/h = 0.70 General reduction factor = Reduction factor (for Case C) = pressure = F / surface area = ghGCfAs /As = ghGCf = (see pressures) 1.00 1.0 (openings comprised of < 30% gross area) Logic check e * Pressure per ASD Region 0 to 10.5 ft 10.5 to 19 ft Page Z._ Of ,9 Other Structures Design Wind Load Calculator Solid Freestanding Walls and Solid Freestanding Signs (ASCE 7-10, Section 29.4.1) Input Description Value Units Description Exposure Category: Basic Wind Speed, V h= B= s= Open =y' : � 0% 'GY ti. 14, r Upwind exposure based on ground surface roughness mph Basic wind speed, in miles per hour ft Height to the top of the sign, in feet (distance from ground tc ft Horizontal dimension of sign, in feet (distance from left side t ft Vertical dimension of sign, in feet (distance from bottom of si Ratio of openings to gross area Cases A & B K d = 0.85 Cf = 1.61 4 h = 10.98 Ib/ft2 G = 0.85 General (openings B/s = 1.81 reduction comprised of s/h = 0.70 factor = 1.00 < 30% gross area) pressure = F / surface area = 4hGCfAs /As = 4hGCf 02`113 per ASD Case C Kd= qh G= B/s = s/h = 0.85 10.98 Ib/ft2 0.85 1.81 0.70 General reduction factor = Reduction factor (for Case C) = pressure = F / surface area = 4hGCfAs /As = 4hGCf = (see pressures) 1.00 1.0 (openings comprised of < 30% gross area) Logic check e * Pressure per ASD Region 0to10.5ft 10.5 to 19 ft 3 0f II t "r f a, Lift Type: :16,000.Ibs :: Wind Load = :13:.60 psf::(M C N1 K .: 'i t ec#an l l� ` ' 'lu b { II�M (OPTIONAL BUNK IN ALUM.) 4 b F. f { f2,. kti 4 _. { . ..... ::.N ... ..... t t Efri � A�Iloa+irable �tves� Desfgn �,bvP) capacity boat elevator Boat size :: 200 ft2.:.: : (lateral projection) .................. AK .) assumed . 200 ft2 (plan projection) TL = DL+0.75(LL+WL) = 18,040 Ibs (gravity load) TL = WL = 2,720 Ibs (lateral,load load) i E>C• f { f . �} � �f X' '"S4 k, .{'f. »prfp YR'f { Y C { fi { :'�. f{.f! t 1 4 mC ¢ a i) R 1: .....:' ,,,i:?:,:i 5, { .. .f; . 3- M � <sxa.Si v6 ,A , .w, ....... , FT.... xatV { © nonwelded members and welded members way than 1.0 in of a weld BEAM 10x4x0.500 's.;- 6061-T6: • welded members within 1.0 in of a weld b = 4.00 in d = 10.00 in twa„ = 0.50 in ............. Ltotai = 14.00 ft :.. .............. Lim = .13.50 ft':.: Lb = 13.50 ft Max. Moment = 21,168 Ib-ft Max. Shear = 6,048 Ibs Actual Deflection = 0.316 in 1) Allowable Tension Stress (Ft): ❑ members weld -affected cross sectional ■ Flat use A = 13.00 in2 E = 1.01E+07 psi Arrange = 1.50 in2 Ix = 151.00 in4 ly = 33.10 in4 Awa11v3 = 0.74 in2 Sx = 30.20 in3 Sy = 16.50 in3 J = 85.00 in4 rx=3.41in ry=1.60in . (Total length) (unsupported length) (unbraced length for bending) (from visual Analysis software) (from visual Analysis software) < Lmax = .L / 180 = 0.900 in OK CHECK CRITICAL BEAM FOR BENDING net section) la) Tension in Beams: (extreme fiber, (sec. 3.4.2 Ft = Ft, = Ftp, = Ft,, = Bending Moment Tension Stress Allowable Tensile 2) Allowable Flat elements 19:0 ksi 9:0 ksi N/A AW Ft in uniform tension) (nonwelded members and welded members at location farther than 1.0 in of a weld) :: (within 1.0 in of a weld) (allowable stress w/ part of cross section weld -affected (sec. 7.1.2)) (Ft - Ftw) 254,016 lb -in = from above ft = 8.4 ksi = 254,016 lb -in / Sx Ft = 19.0 ksi OK, actual strees less than Ft = 19.00 ksi Stress (Fb): _ (X-axis): (X-axis): Stress: Compressive 2a) Compression in Beams (extreme fiber gross section) (sec. 3.4.14 Tubular shapes) nonwelded welded OBS S = 184.5 slenderness ratio Si = 123 186 : lower slenderness limit (overall buckling) S2 = 1680 6940 upper slenderness limit (overall buckling) F, & F,, = 20.7 ksi 9.1 ksi allowable stress Page of 8 E~= N/A allowable stress w/ part of cross section weld -affected (sec.71.2) 3 =2Lu F-- ~F' 2b) Compression Elements (element in uniform compression), gross section: Y�Fy_j A �w'A=^ Few) - - in Beam (soo.3.4.1GFlat elements supported onboth edges) nonwa|ded welded C`8S bA= 6.0 slenderness ratio G,= - -�21 lower slenderness limit (overall buckling) 82= 33 -� --�58�������upper slenderness limit (overall buckling) Fv&F,°= 21.0hsi 8.0hsi allowable stress F=PW= N/A allowable stress m/part cfcross section weld -affected (soc.7.1.2) F_- ~F'-A�w-(Fo-F_.) 2c) Compression Elements (element in behding in own p|anm)`gross section: in Beam (sec. 34.18 F|od elements supported un both edges) ' nonwm|dwd welded OBS h8= 18.0' slenderness ratio G,= :48�:: : � ':' :G2 lower o|nndomoaslimit (uvexuUbuoNing) So= 75 1191. upper slenderness limit (overall buckling) Fo&Fe, = 28]]ksi 12.0kd allowable stress F,°,= N/A allowable stress w/part ofcross section weld -affected (soo.7.1.2) ~F'-� `~~ ` Banding Moment Bonding Stress Minimum of(2a; -' Shear inElements, w/p,-F-.\ `~ ' - section: 254.016 lb -in = from above Mb= 8.4 koi = 254.018 lb -in /Sx - --''-----Fb = 207 koi = Allowable Tensile Stress OK, actual stnees|esm.tbmnFb=2V.7koi CHECK CRITICAL BEAM FOR SHEAR A ` (X-axis): (X-axis): avamgn(2b.2o))� gross (son. 3.4.2OUnathfanodflat elements supported on both edges) nonwe|ded welded QBS h8= 18.0 slenderness ratio G,= . .38 ' : . ': ' 48. l lower slenderness limit (overall buckling) 82= 64, ':12y::'.: upper slenderness limit (overall buckling) F,& F,,= 12.0 ks| 6.0 ksi allowable stress Fvpw= N/A allowable stress w/part ofcross section weld -affected (seo.7.1.2) F-°=I�-��/� ., Allowed Actual - ' Fv=12.Oksi fv= 1.3kmi OK, fvless than Fv=12.O0kmi A` , -�L°\ Shear Stress: Shear Stress: ����.���� / i page 5- cl{? - N. I-BEAK8 Iumm.3 6061 -Ta b=GI0|n d= 10.00 in t°,=O.3Qin tflang°=D.5Oin Lmm/17.08fL L,, =18^00fi ' Lu=.:.4�OUfL Max. Moment =:2Dj424|b_ft N1oxShoar=4,373:lbs- CHECK CRITICAL BEAM FOR A=O75in' Lx= 156.00in4 Sx=31.2Oin, nx=4.22in ing)(consider N E=1IUE+U7psi /fl.,.=2.8Ginz |y= 18.00 1n4 /w~u m= 0.43in2 Gy=G.U1inx ry=i.43in beam lifter to be braced by bunk assembly) beam) nonwelded members and welded members way than 1.0mofaweld 1)^WUommble Tension Stress (Ft)/ NN welded members within 1.0mofaweld 1m)Tension ioBeams: (extreme fiber, net section) Nmembers weld -affected cross sectional (sec. 3.4.2 Flat elements in uniform tension) F'=19.U:ksi (nonwelded members and welded members at location farther than 1.0 in of a weld) Fm= Q'Oksi:� (within 1.Oinufaweld) F°,= 12.3 ksi (allowable stress w/part ofcross section weld -affected (sec. 7.1.2)) mm \ A= 3�UUin" (net cross F,n= �=` _A�hc, �_F"° v/ f\ Aw= 2.00 in (we|d'offootedcross sectional area 0fAw < 0.15A./w= 0U Bending Moment(X-axis): 341.888|b'in = from above Tension Stress (X-uxio): ft=1O.0ksi =341.0D8lb-in /Sx Allowable Tensile Stress: Ft= 12.3 ksi OK' ootuo| otreeo less than Ft = 12.3 ksi 2) Allowable Compressive Stress (Fb): 2e)Compression inBeams (extreme fiber, gross section) . (oeo.3.4.iiSingle web shapes) nbnvxe|ded welded OBS - Lb/ry= 33.5 slenderness ratio S, = .. _21: 20 ` . ..lower slenderness limit (overall buckling) Qz= ..` 7S ' 160 upper slenderness limit (overall buckling) F,& F=°= 19.8 ksi 8.8 ksi allowable stress Fom«= 12.4 ksi allowable stress w/ part ofcross oeu|innwm|d'uffeoted (see. 71.2) F,p° ~F, - A (�, - \ A= 3.00 in" (net cross sonUona| area) ^ A ` `~' Aw=2,OOin" (weld'offaotodcross sectional area (if Aw«O.15A./4*=00 2b) Compression in Beam,Elements (element in un;.f--.-.n compression), gross section: (san.3.4.15Flat elements supported onone edge) nonvvm|ded mm|daW OBS b8= 5.7 slenderness ratio S, = a`S''' '�� g lower slenderness limit (overall buckling) 8e= 10� . .�.�� `18 upper m|andomosolimit (overall buckling) F"&Fcw= 21.0ks! Q.Okd allowable stress F,„ = F, 2c) Compression - A `" (F0 -F,,) A = 3.00 in2 (net cross sectional area) Aw = 2.00 in2 (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) Elements (element in bending in own plane), gross section: A in Beam (sec. 3.4.18 Flat elements supported on both edges) nonwelded welded OBS h/t = 31.0 slenderness ratio Si = 48 62 l lower slenderness limit (overall buckling) S2 = 75 119 u upper slenderness limit (overall buckling) F, & F,,, = 28.0 ksi 12.0 ksi allowable stress Fcp,,, = 13.6 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) F,„ = F, Bending Moment Bending Stress Minimum of CHECK.CRITICAL - A W (F, - FEW) FOR A = 2.90 in2 (net cross sectional area) Aw = 2.61 in2 (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) 341,088 lb -in = from above fb = 10.9 ksi = 341,088 lb -in / Sx Fb = 12.4 ksi = Allowable Tensile Stress OK, actual strees less than Fb = 12.4 ksi A (X-axis): (X-axis): (2a; average(2b,2c)): BEAM • nonwelded members and welded members way than 1.0 in of a weld SHEAR 0 welded members within 1.0 in ofa weld Shear in Elements, gross section: ■ members weld -affected cross sectional (sec. 3.4.20 Unstiffened flat elements supported on both edges) nonwelded welded OBS h/t = 31.0 slenderness ratio Si = . .............. 36 .. .... . . 48 : ..... ... .. lower slenderness limit (overall buckling) S2 = ....:64.... 1.29;. upper slenderness limit (overall buckling) F„ & F,,,,, = 12.0 ksi 5.0 ksi allowable stress F„pw = 5.7 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) F. -- y F� Allowable Actual Check 1/4" A `"(F A = 2.90 in2 (net cross sectional area) Fp" °`° Aw = 2.61 in2 (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) Fv = 5.0 ksi fv = 1.7 ksi OK, fv less than Fv=5.0 ksi Carrier Assy & I-beam - A Shear Stress: Shear Stress: fillet weld between ELECTRODE 1/4 0 5556 o; L = 8.00 in n„ = 1.95 (Safety factor - TAB 3.4-1) LWe = 8.00 in S,,, = 0.250 in tv d = 0.177 in = 0.707 (Sw) Amid = 1.41 in2 Shear load V = 4.37 kips (from above) Fs,,, = 3.54 kips/in VW = 14.50 kips = Fs,,, LWe / nu OK, greather than 4.37 Ibs rage of gl m E 5/16"diam. 7 x 19 SSAC IWRC AIS! 304 for each arm lift assembly., Wire rope goes up and down 2 times between two assembly arm blocks, giving a 2 to 1 lift ratio, SF = 2.00 Safety Factor 9,000 Ibs Breaking strength per Material Certification provided by: (Cert. No: KTSO176/02) Fortune Rope and Metal Company, Inc 351 Zoo Parkway, Jacksonville FL 32226, Tel 1-888-445-5217 dated July 23, 2007 Customer PO No: 1570 Wire rope certifications available upon request to Neptune Boat Lifts, Inc. Tallow = 9,000 = 4500 Ibs OK, (more than required strength) GENERAL NOTES DESIGN: IN ACCORDANCE WITH FBC 2014, 5th EDITION & ASCE 7-10 PILE NOTES: ALL WOOD PILES TO BE SOUTHERN PINE AND COMPLY WITH A.S.T.M. d25-79 AND BE PRESSURE TREATED W/ C.C.A. FEDERAL SPECIFICATIONS TT—W-550D(1) OR TT—W-00550E(1) AND AWFA—MP-4. PILES TO HAVE A MIN. DIA. OF 12" PRESTRESSED CONCRETE: RECOGNIZED TESTING LABORATORY TO VERIFY CONCRETE ATTAINING A STRENGTH OF 6000 psi IN 28 DAYS. CONCRETE SHALL ATTAIN A STRENGTH OF 3500 psi BEFORE STRANDS ARE RELEASED. REINFORCING SHALL BE PER ASTM A416-6820K STRANDS WITH #5 GAUGE WIRE SPIRALS AT AN 8 INCH PITCH EXCEPT AT ENDS WITH 6 TURNS AT A 3 INCH PITCH. MINIMUM PENETRATION OF ALL PILES TO BE AS FOLLOWS: INTO BEDROCK— 6 FEET MIN. MINIMUM SAFE BEARING: 10 TONS WOOD PILE & 25 TONS CONCRETE PILE -CONCRETE: CONCRETE FOR THE CAP SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 5000 psi AT THE END OF 28 DAYS. REINFORCING STEEL: ALL REINFORCEMENT SHALL BE 60K psi MINIMUM YIELD NEW BILLET STEEL IN ACCORDANCE WITH ASTM A615 GRADE 60. ALL BAR LAPS SHALL BE A MINIMUM OF 48 BAR DIAMETERS. PLACING OF REINFORCEMENT SHALL CONFORM TO THE LATEST ACI AND MANUAL OF STANDARD PRACTICE CODES. STRUCTURAL LUMBER: ALL DIMENSIONAL LUMBER TO BE PRESSURE TREATED, #1 GRADE S.P. OR BETTER (BEAMS TO BE NON —DENSE SELECT STRUCTURAL) AND COMPLY WITH NSD 2005 SPECIFICATIONS. HARDWARE: ALL HARDWARE TO BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-153-80 OR AS SPECIFIED. BOLTS: ALL MACHINE BOLTS TO BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A307-83A. DESIGN LOADS: 501bs/FT2 OF LIVE LOADS, 6.51bs/FT2 OF DEAD LOADS - ALL EXISTING STRUCTURES TO REMAIN UNLESS OTHERWISE NOTED TO BE REMOVED. - THIS DRAWING IS THE PROPERTY OF SOUTHERN MARINE CONSTRUCTION, INC. AND IS AN INSTRUMENT OF SERVICE NOT TO BE REPRODUCED IN WHOLE OR PART WITHOUT THE EXPRESSED WRITTEN PERMISSION OF SOUTHERN MARINE CONSTRUCTION, INC. - ALL DIMENSIONS AND ELEVATIONS MUST BE FIELD VERIFIED. RECEIVED DEC 15 2015 DERM Coastal Resources Section Natural Resources Regulation & Restoretler Division (NRRRD) RER - NATURAL RESOURCES DMSION PRELIM • VAL NAME DATE /02 /S—tic BISCAYNE BAY PORTION OF EXISTING DOCK AND (2) DOCK PILES TO BE REMOVED AS ILLUSTRATED, TYP. PORTION OF EXISTING DOCK AND (4) DOCK PILES TO REMAIN AS ILLUSTRATED, TYP. EXISTING SEAWALL TO REMAIN, TYP. (2) EXISTING DAVIT PADS TO REMAIN PROPERTY LIINE 100'-0" EXISTING CONDITIONS PLAN 3/32" = 1'-0" 14'-0" c•-•`_NE98thSr i NE9765t-2 NE99th'St NE 98th-St iNE 13tti Ave Shcirela d;Bl d NE:96ttf" PROPOSED DOCK EXTENSION AND BOAT LIFT FOR: JACQUELINE BARRANTES 9879 NE 13 AVENUE MIAMI SHORES, FLORIDA CONSULTING ENGINEER: J.N. SHEINGOLD P.E. PE #21181 12420 SW 75 AVENUE MIAMI, FLORIDA 33156 I rn 1 9-4 st-? /", 9$th'St� ,NE9Dth�' 97tt h'Stj 96th St /# cei 2+� r'---1 7 l L� Noun unrt �f��i+i£95thSt�NE95th.3t �orePark4' yF. z 1Axchdioc ti. — I L .� ENE sara;st i LOCATION MAP • • ••• • • ••• •••• • •. .•• • • • • •• ••�. • •• • • •• • ••• • • •• •• • • • • • • •- • • • -• • • •• • •• • • • •• • •• • • ••. • •• •• • • •• • • •• •• • • • •', • • • .••• • OFFICE: 305 986 MO2 • • •• •• • • • •.• • • • • •• • • • •• FAX: 305 253 44.5 • • EiO2ndSt r7 rn - ///�+--�/►(1/ Notand.St..,-�, I , i L—N NE: OCNE;1UDtYt"Sj� NE 7 Qt1� arc' /NE loOttiSt m� • • •• • • • • • • • • •• • • LOT LOCATION Southern Marine Construction, Inc. - Custom Docks - Seawalls - Boatlifters - Pile Driving - Environmental Planning & Permits 305-861-2764 (o) www.southernmarineconstruction.net 305-865-4848 (Q PROPOSED DOCK EXTENSION AND BOAT LIFT OWNER: JACQUELINE BARRANTES 9879 NE 13 Avenue Miami Shores, Florida CONSULTING ENGINEERS J.N. SHEINGOLD P.E. (0) 305 986 7002 12420 SW 75 AVENUE (F) 305 253 4455 MIAMI, FLORIDA 33156 PE #21181 A-1 1 OF 3 1 HP MOTOR, TYP. MOTOR CONTROL CABLE GFI PROTECTION AS PER NEC 110, 215, 240 & 310.16.4 CONNECT TO EXISTING HOUSE PANEL/ DISCONNECT MEANS \,„ =30 ArM P / NEW 12"0 CCA WOOD PILE, TYP. NEPTUNE 2 MOTOR BOAT LIFT LIQUID TIGHT CONNECTORS, TYPICAL " CARFLEX W/ BLACK, RED, ORANGE, GREEN & YELLOW MOTOR CONTROL CABLE REMOTE BOX 4" PVC W/ BLACK, RED, ORANGE, GREEN & YELLOW MOTOR CONTROL CABLE o^ ALL WORK TO BE PEFORMED SHALL BE AS PER 2010 FBC 107.2.1.3 NEPTUNE CRADLE LIFT RISER DIAGRAM N.T.S. PROJECTION OF PROPERTY LINE EXISTINa CONDITIONS PLAN 3/32" = 11-0" CO BISCAYNE BAY NEW EXISTING 0 o_ >- N N 16'-0" NEW 2"X8" FASCIA NEW 16,000 LB NEPTUNE CRADLE LIFT SOLAR LIGHTS ON OUTSIDE LIFT PILES, TYP. -o" NIGHT TIME REFLECTORS ON ALL PILES PORT ON OF EXISTING VIEWING PLATFORM AND (4) PLATFORM PILES TO REMAIN, TYP. EXISTING SEAWALL TO REMAIN (2) EXISTING DAVITS TO REMAIN, TYP. vt- 21'-0" ••• • • ••• • • • • • • • lr •• • • • • • • • • • • • DdCIG•: (14) NEW 12" :CCA: AND LIFT PILES, T'1 ••• ••• a 0.-0 - .• a • • • NEW 2"X6" F T; rfRpPICFt DECKING WITH• (2)• 34" SS • RINGS HANK NAILS AT EACH CONNECT10N.• • • PROVIDE 1" SPA'cIIN •• • •• • • • • • 00 • •• • • • • •••• • • • • •• • BETWEEN BOARAS • • • •• NEW 3"X8" JOISTS 24" 0.C. W/ 1 "Xl 2" LTS12 SIMPSON SS STRAPS (FL10456.29) W/ 7 SS 10d T&B, TYP. NEW 3"X12" BEAM W/ 2 4" HDG THROUGH OLTS AT EACH PILE CNECTION, TYP. rn • •• • • 000 • • w z • Southern Marine Construction, Inc. - Custom Docks - seawalls - Boatlifters - Pile Driving 305-861-2764 (o) - Environmental Planning & Permits www.southemmarineconstruction.net 305-865-4848 (0 PROPOSED DOCK EXTENSION AND BOAT LIFT OWNER: JACQUELINE BARRANTES 9879 NE 13 Avenue Miami Shores, Florida CONSULTING ENGINEERS J.N. SHEINGOLD P.E. (0) 305 986 7002 12420 SW 75 AVENUE (F) 305 253 4455 MIAMI, FLORIDA 33156 PE #21181 A-2 20F3 72'-8 1/2" NEW DOCK EXTENSION 12'-2 1/2" �j SECTION AA EXISTING DECKING AND STRUCTURE TO REMAIN NEW 2"X8" FASCIA I>GI><I><I><I><I><I> EXISTING PILING BEAM TO REMAIN EXISTING PLATFORM PILE TO REMAIN I>< SS 11'-6" TYP. 14'-0" xx NEW 2"X6" P.T. TROPICAL DECKING WITH (2) 3" SS RINGS HANK NAILS AT EACH CONNECTION. PROVIDE 1" SPACING BETWEEN BOARDS ixi><Ixixi ixi I>< NEW 3"X8" JOISTS © 24" 0.C. (2) NEW 4" H.D.G. THROU—BOLTS, TYP. NEW 3"X12" PILING BEAM, TYP. x >< • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • •• • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • •• • • • • • • • • •• • • • • • • • • •• NEW COPPER CAP, TYP. NEW 1 "X2" P.T. PILE TRIM, TYP. 1 "X12" LTS12 SIMPSON SS STRAPS (FL10456.29) W/ 7 SS 10d T&B, TYP. NEW 2"X8" END FASCIA AL EL. +6.50' NGVD T.O. DOCK EXTENSION $EL. +5.75' NGVD T.O. EXISTING DOCK NUT & WASHER AT EACH END, TYP. AL EL. +1.50' NGVD MHW Ai EL. —0.50' NGVD MLW (14) NEW 12"0 CCA DOCK AND LIFT PILES, TYP. 1/2" = 11-0" Southern Marine Construction, Inc. - Custom Docks - Seawalls - Boatlifters - Pile Driving 305-861-2764 0 - Environmental Planning & Permits ( ) www.southemmarineconstruction.net 305-865-4848 (f) PROPOSED DOCK EXTENSION AND BOAT LIFT OWNER: JACQUELINE BARRANTES 9879 NE 13 Avenue Miami Shores, Florida CONSULTING ENGINEERS J.N. SHEINGOLD P.E. (0) 305 986 7002 12420 SW 75 AVENUE (F) 305 253 4455 MIAMI, FLORIDA 33156 PE #21181 A-3 ....., 30F3 A DATE E H 1 B 111111111111111111I/I/11 J 4 Equal Equal i•1111111111111111111111111 ! I I 11111111111111111111111111 BH Plan View Scale: 3/8" = 1'=0" NOV 2 3 2615 NOT VALID UNLESS SIGNED WITH ORIGINAL ENGINEER'S SIGN TUBE AND RAISED EMBOSSED L MARK E. WEBER P.E. LICENSE #53895 I CA 30702 2 3 MW, ENGINEERING, INC 6810 NORTH STATE ROAD 7 COCONUT CREEK, FL 33073 Mob: 561-305-0476 I Ofc: 954-61 i -8143 WWW.MwEngineering.net •"• • • • • • • • • • • • 000 • • • • • • • • • • • • • • 000 • • • • 000 General Notes: • Design in accordance with Florida Building Code, 5th Edition (2014). • This lifting structure has been designed to withstand wind bads:also fiaaecr Kati; Fedi of V (ult) = 175 MPH, (3 Second Gust) Exposure 'D' without a boat of: tbe,lift gpr:t$Ct; 7-10 Vsing above ground sign/wall method. The lifting structure including bbaf has been des►9ned to withstand wind speeds of V (ult) = 73 MPH in Exposure • Boats shall not be stored on lift during high wind events. • Do not scale drawings for dimensions. • Licensed Contractor to verify location of existing utilities prior to commencing work. • The Licensed contractor to install and remove all shoring and bracing as required for the proper installation of the work. • Licensed Contractor to obtain all permits as necessary from all Local, State, and Federal agencies. • Aluminum: Material 6061 T6 Aluminum, all welds are min. ." full fillet weld using 5556 filler alloy, all welding must conform to AISC steel construction manual 13th ED as inspected and verified by others. The contractor is responsible to insulate aluminum members from dissimilar metals to prevent electrolysis. • Aluminum members in contact with concrete and wood shall be protected by "Koppers Bituminous Paint" or Polyethylene Tape UHMW (ultra high molecular weight). 11.7 mils (0.30 min) min. total thickness in accordance with current Florida Building Code. • All anchors to be Hilti Brand or Approved Equal. All bolts shall be hot dipped galvanized or stainless steel & meet the requirements of ASTM A304 with hardened washers and hex nuts. Washers shall be used between wood & bolt head & between wood & nut. Where generic fasteners are labeled in details, capacities shall be equal to or greater than Hilti Kwik Bolt II or Red Head thru bolts SAE Grade 5 or better. Embedment depths specified herein are depths into solid substrate and do not included thickness of other finishes. • MW Engineering has no control of the manufacturing, performance or installation of this product. These generic plans were engineered in accordance with accepted engineering practices and data provided by the manufacturer. Proposed 4 - Post Boat Lifts 4,500 Ib to 24,000 Ib • • • • • • • • • 110 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • NEPTUNE BOAT LIFTS 280 SW 6th Street Fort Lauderdale, Florida 33303 Phone: 954-524-3616 Fax: 954-524-3604 SCALE: 32 DATE: 05.12.2015 DRAWN BY: WRT CHECKED BY: WM JOB No: Elevator 32.dwg Sheet 1 • . • • • • • • • • • • •• —. • 0 Equal 1 1, 2, or 3 Part Line Per Component List A I Equal L Wood Pile or Concrete Pile 4 Typical Cross Section A -A DATE Scale: 3/8" = 1'=0" N)v 2 3 2015 NOT VALID UNLESS SIGNED WITH ORIGINAL ENGINEER'S SIGNATURE AND RAISED EMBOSSED Sfy4L MARK E. WEBER, P.E. LICENSE #53895 I CA 30702 MW, ENGINEERING, INC 6810 NORTH STATE ROAD 7 COCONUT CREEK, FL 33073 Mob: 561-305-0476 I Ofc: 954-617-8143 WWW.MwEngineering.net • • • • • . . •.. . lb • • •• • • • • • • • •• • Dimensions •'• •'• •: Lift Capacity (In Pounds) 4,500 7,000 10,000 13,000 - 16,005 . - 20,000 • 24,oee Dimension Mark 1 12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 1 2-6 • i 5• • 2 4' 4' 4' 4' 4' ID • • g' •' . . • 4: 3 12' 12' 12'-6" 12'-6" 14' • • ' •14' ' • • •16' • 4 12' 12' 12' 12' 12' 14' 18' Recommended Pile Diameter 10" 10" 10" 10" 10" 12" 12" (2) i"0 Wedge Anchors Into Concrete Piles 4" Minimum Embedment 0.50"0 12" • • • . • • • ..• • • • • •• • • • •• ••• • ••• • • • • •• • • • • • • • • • • •• ••• •• • • • • • • •• • •• • • • • • • • • • • • •• (2) 3"0 Lag Bolts Into Wood Piles 4" Minimum Embedment Center Line of Pile (Typical) 5 " T-® Mo un ting Bracket Detail 5" Proposed 4 - Post Boat Lifts 4,500 Ib to 24,000 Ib NEPTUNE BOAT LIFTS 280 SW 6th Street Fort Lauderdale, Florida 33303 Phone: 954-524-3616 Fax: 954-524-3604 SCALE: 32 DATE: 05.12.2015 DRAWN BY: WRT CHECKED BY: WM JOB No: Elevator 32.dwg Sheet 2 . . ... • • . ... DATE Center Line 0 ' — Equal Wood Pile or Concrete Pile Center Line -\ Equal 0 0 0 Center Line A / 8 Typical Cross Section B-B Scale: 3/8" = 1'=0" NOV 2 3 2015 NOT VALID UNLESS SIGNED WITH ORIGINAL ENGINEERS SIGNATURE AND RAISED EMBOSSEI $EAL MARK E. WEBER, P.E. LICENSE #53895 I CA 30702 A B C D E F G H J K L .. .. . . . we we • .. • • . • • • . • • • ... • . • • . • . . . •• • • • ... • • . • 000 . .. .... .. . •. • . • .. • • . ... • . . ....• .. . • • .... • .. •. . • . . ..• . ... • Components ............ •-.:-: :' '. Lift Capacity 4,500 7,000 10,000 13,000 16,000 : a ::.' '20,OCm:.24,000 Bunk 3"x8" Pressure Treated Southem Yellow Pine #1 3"x10" Pressure Treated Southern Yellow Pine #1 3"x12" PT SYP #1 Bunk Bracket Support "x2"x2" Lifter Beam AA 16"x4.7 AA 18"x6.3 AA 1 8"x7.0 AA 110"x10.3 AA 112"x14.3 Sheave Pulley Plate "x4"x5" Angle Cable Size (Stainless Steel) " Diameter 7x19 SS 304 (1 Part) i" Diameter 7x19 SS 304 (2 Part) Diameter 7x19 SS 304 (3 Part) Piling Mounting Bracket "x3"x12" Flat Bar Carrier Beam End Plate f'x5" Flat Bar i"x6" Flat Bar 3"x7" Flat Bar "x5" Flat Bar Drive Shaft Bearing Block 2"x3" Flat Bar Drive Shaft 1-1/2" Nominal Diameter Schedule 80 Galvanized Pipe Top Carrier Assembly 2 C-Channels Per Assembly AA CS 5"x2.2 AA CS 6"x2.8 AA CS 7"x3.2 AA CS 8"x4.3 AA CS 8"x5.6 Motor Size (Horse PowerNoltage) Top Carrier'Connector i"x3"x12" Flat Bar ' Guide Post Socket 2" Nominal Diameter Schedule 80 Aluminum Pipe MW, ENGINEERING, INC 6810 NORTH STATE ROAD 7 COCONUT CREEK, FL 33073 Mob: 561-305-0476 I Ofc: 954-617-8143 VWVW.MwEngineering.net Proposed 4 - Post Boat Lifts 4,500 Ib to 24,000 Ib NEPTUNE BOAT LIFTS 280 SW 6th Street Fort Lauderdale, Florida 33303 Phone: 954-524-3616 Fax: 954-524-3604 SCALE: 32 DATE, 05.12.2015 DRAWN BY: WRT CHECKED BY: WM JOB No: Elevator 32.dwg Sheet 3