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Dock-14-813n L-2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-218134 Scheduled Inspection Date: September 19, 2014 Inspector: Rodriguez, Jorge Owner: DAVIS, JEFFREY AND YASMIN Job Address: 9275 N BAYSHORE Drive Miami Shores, FL Project: <NONE> Permit Number: DOCK -4-14-813 Permit Type: Dock Inspection Type: Final Work Classification: Addition/Alteration Phone Number (305)577-3777 Parcel Number 1132050270570 Contractor: SOUTHERN MARINE CONSTRUCTION, INC. Phone: 305-861-2764 Building Department Comments INSTALLATION OF 3,000 JET SKI LIFT NO ELECTRICAL Infractlo Passed comments WORK I INSPECTOR COMMENTS False Inspector Comments PassedElCREATED AS REINSPECTION FOR INSP-218086. Scope of work does not reflect permit applied for. Need final on Derm Failed Correction �' / S - ,Q- - Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. September 18, 2014 For Inspections please call: (305)762-4949 Page 10 of 31 AMERICAN SOCIETY OF CIVIL ENGINEERS NATIONAL ACADEMY OF BUILDING INSPECTION ENGINEERS F-;nq / f -If- /Y. NATIONAL SOCIETY OF PROFESSIONAL ENGINEER; FLORIDA ENGINEERING CONSULTING ENGINEER SOCIETY PROFESSIONAL BUILDING INSPECTION 12420 S.W. 75th AVE., / MIAMI, FLORIDA 33156 TELEPHONE: (305) 378-1244 Established 1976 Village of Miami Shores Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Dear Building Official 7 August, 2014 Ref: Dock -4-14-813 9275 N. Bayshore Drive Southern Marine Corporation I, J.N. Sheingold, P.E., having performed and approved the required inspections, hereby attest that to the best of my knowledge and belief, the construction complies with the permitted documents. I also attest to the best of my knowledge and belief, the approved permit plans represent the as -built condition of the structural and envelope components of said structure. This document is being prepared in accordance with Section 105 of the Florida Building Code and is being submitted to the Miami Shores Village building department at the time of final inspection for the above referenced structure. Y.E. 21181 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 U DING PERMIT APPLICATION Permit Type: BUELDING APR 2,2 2014 y FBC 20 Permit No. Master Permit No.GI ^1�� ROOFING JOB ADDRESS: 12-7s biz kc, �7 sNo Tt r �Ryt'_ �'1. s r(. City: Miami Shores County: Miami Dade Zip: 3 i 3 g Folio/Parcel#: S i o b� �vti, h F� Rc cd0, Is the Building Historically Designated: Yes OWNER: Name (Fee Simple AAArAae• 0)2--7r Ak City: " I Am I Tenant/Lessee Name: Email: NO V Flood Zone: Te State: FC.orltdva Zip: 3 3/ ? S mors t, OK) C13- 6 377 CONTRACTOR: Company Name: UJ4& i KIZd be l D C FC • Phone#: (54f) ?r6 I - Z74Y Address: ?-U. 1�6 )L 41'419h( City: M (tel l�-' 4K a State: R4n J bar Zip: l' 7 (ti l Qualifier Name: �b lne r,� Zn s S t Phone#: 3o i 1 q� (o f - Z 76 State Certification r Registration #: 4 Certificate of Competency #: F_ -s L 9 ®1 Contact Phone#: ,%( 62 VkC 1G� Email Address: DESIGNER: Architec nainee� -Of &141ei LX4-0 Cc( 1(' Phone#: OS 9 F6 ` % Color thru tile: Submittal Fee $ Permit Fee $ 11 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ DBPR $ Bond Technology Fee $ TOTAL FEE NOW DUE $ Value of ff ork for tW ivit $ a ®® Square/L,inear F1[F(ft6,b i�Vo�ck.]Alfion DAlterationTewl)Yepair/Repl ODemolition �•; . �; `Dsrtf&�dioi'f'Wo Ste! A OeTt U IN rbb L14 Color thru tile: Submittal Fee $ Permit Fee $ 11 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ DBPR $ Bond Technology Fee $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State 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 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 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 commencemeyl must be posted at the job site for the first inspection ich occurs seven (7) days after the building permit is issued. In the s nae such posted notice, the inspection will not be apved and a reinspection fee will be charged. The foregoing instrument was Inowledged before me thisA°4+\ day of S , 20t'3 , by �f'-�-�' Q. • DCt V 1 , who is personally known to me or who has produced ' OO L - As identification and who did take an oath. NOTARY PUBLIC: n1 1SORA ORUE Notary+ PWft - State of Florida My Commission Expires: Contractor The foregoing i trument was acknowledged before me this day of , 201 a, by PV""SSD , who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: 160RA ORUE Sign: s State of Florida Print: Vk 01un My Comm. Ea 00120. 2016 876 My Commission Expir '711- "E` �a��k��k�k�k�k•k�knksk•ksksk�k�k��kd��kx:x:sk sk�aksk �a�k�a��s�k�k�k�k��k�ka:•F•k•kak�skaksf��IssiasIasRskakHs�kH��•H��Issksksksk•k�skA'ask�Iaik�Issk �� s�� . ��k ��k APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Ad 02/1612014 Tue 13:09 Paul Lynch & Associates 772-232-9375 lD: 52633 Page 15 of 26 LGf� l Ir14H 1 G yr LIH®ILI 11 11VOV11.HIVL.G Z/.Lti/ZU14 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFOlMTIO!! ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THE CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AM, EffEID OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF FRANCE DOES NOT CONSTITUTE A CONTRACT BETS THE ISG INBURERM AUTHOR2ED REPRESENTATIVE OR PRODUCER. AND THE CERTIFICATE HOLDER. 811IFORTANT: Q the ceTtilirate holder Is an ADDITIONAL INSURED, Bre poncypes) must be endorsed. R SUBROGATION E WAIVED, subject to the terms and conditions of the Policy, certain Policies may re*" m endowment A statement an this certificate does not confer rights to Rha cerfitic de holder In Hou of such PRODUCER CONTACT NAME: Paul Lynch PAUL LYNCH & ASSOCIATES INC 701 N Federal Hwy, Suite 401 Stuart, FL 34994�� 7 -9371 . -9375 c.No,Ft:{) - L _sue@insurentarine.com aasrmmisl AFiORDooi covEL(os rutCf 94SURER A: United state Fire Insurance co. INSURED Southern Marine Construction, Inc. I, B AmTrus o . Inc. INSURER c ' P.O. Box 414194 INSURER D Miami. Beach, FL 33141 INSURER E 305-861-2764 INSl1RER F P100TCIP1ATC KulPLenen• REVISK)N NUMBER: IiVYGI\P _ vu�• ..vr�.� •.v...v�. 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. "m LTR A TYPE OF INSURANCE X cc M a UMUM CLAIMS -MADE D OCCUR X P&I (Es -cargo; Includes POLICY N 830-100209-4 Y 0/22/13 0/22/14 LIMITS EACH OCCURRENCE $ 1,000,000 pR�S IEe OCOWSM$ 50,000 MED E)(' (Any one person) $ 5,000 FINAL &ADV INJURY $ 1,000,000 Crew/Jones Act (1) ) GENERAL AGGREGATE $ 2 r 00 r 00 GEHL AGGREGATE LIMIT APPLIES PER X TC M LOC POLICY ❑ PRODUCTS - COMPIOP AGG 1,000,000 $ OTHER: AUTOMOBILE LIABILrtY $ Ea accident BODILY INJURY (Per Parson) $ ANYAUTO ALL OWN® SCHEDULED AUTOS AUTOST HIRED AUTOS L AUTOS BODILY ILAJURY (Per accident} $ tear accidari) $ $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ ACORIEGATE $ EXCESS LIMB CLAIMS -MADE pED RI_ -(ELATION $$ B WORKERS CONPEASATION A14D ENPLOYERV LIABILITY YIN TNERffiXECUTNE � amu,, (mandx , M � M if yes. describe urld6r DESCRIPTION OF OPERATIONS below NIA TWC3401036 Includes USL&H 02/18/14 02/18/15 x STATUTE f32 E.L.EACH ACCIDENT $ 1,000,000 E.L. DISEASE - EA EMPLOYEE $ 1 r 000 r 000 -I,000,000 EL DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS 1 LOCATIONS 1 VEHICLES (ACORD 101. Addional ReTwis SdwdL e, may be dteCW It more space is regAred) Narxne Contractor. Miami Shores Village SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE 10050 HE 2nd Avenue THE EXPIRATION DATE THEREOF. NOTICE WILL BE DELIVERED IN Miami. Shores, Florida 33138 ACCORDANCE WITH THE POLICY PR°�s'� AUTHORIZED REPRESENTATIVE ....,� ..,... o nr.r.nn rr�oenoBTtnA1 ®A Anhte r�a4rve[1 ACORD25(2013l04) The ACORD name and logo are registered marks of ACORD 000103 Local Business Tax Receipt Miami -Dade County, State of Florida THIS IS NOTA BILL -DO NOT PAY 1195247 BUSINESS NAMFJLOCAMON RECEIPT NO. SOUTHERN MARINE CONSTRUCTION INC RENEWAL 6875 NE 3 SIVE 1195247 MIAMI FL 33138 EXPIRES SEPTEMBER 30,2014 Must be displayed at place of business Pursuant to County Code Chapter SA- Art. 9 & 10 OWNER BEC. TYPE OFjUUSIIIESS PAYMENTRECEIVED SOUTHERN MARINE CONSTRUCIION 196 SPECIALTY1114GINEERING CONTRACT 13Y TAX COLLECTOR INC E1907 $45.00 09/27/2013 Worker(s) 10 0232-13-000973 This Local Bssla=Tax Rece' otdy confirms payment of the Loral Business Tax. The Rpt Is am a license pwmiLer a aff ificatonof the 4older"srpmMcadm to do Meese. Hour moat comply wit1r aay SoeotmaNW or inoWnramental regulatory laws and rogina meubwhich ap* to the Easiness. The RECEIPTN0. above most be i ftlaped on all commercial vehicles- Cate Set 88-276. Formorebdonnotioa.visitmmnuml L +Jturetr 11 i Municipal Contractor's Tax Receipt Miami—Dade County, State of Florida -THIS IS NOT A RLL - DO NOT PAY CC NO: E1907 BUSINESS NAMEILOCATION SOUTHERN MARINE OJNSTRUCTON INC 6875 NE 3 AVE MIAMI, FL 33138 MC RECEIPT NO. EXPIRES NEW BUSINESS SEPTEMBER 30, 2014 7438194 Must be displayed at place of business Pursuant to County Code Chapter 8A - ArL 9 & 10 OWNER TYPE OF BUSINESS SOUTHERN MARINE CONSTRUCTION SPECIALTY ENGINEERING INC CONTRACTOR NOW For more mtormatiom. visit www.miamidaftsovftagcoiteetor PAYMENT RECEIVED BY TAX COLLECTOR 175.00 09/27/2013 0232-13-000973 QUALIFYING TRADE(S) 0005 SEAWALUSM DOCK MIAMfMDE Charles Danger P.E. 1 4't� (jr _ _. M Secretary of the Baard www.rtuaamidarwe.goWdevelopmeM J-` Cons t>ctis Q Trades Board BUSINESS CERTIFICATE OF COMPETENCY _* E1907 SOUTHERN MARINE CONSTR. INC D.B.A.: ROSSI" ROBERT A is c�r6fred urn Use provisions of Chapter 10 of Miami -Dade County . ENG f (NEE G .. ... � . ¢ 160 SW 12th AVENUE, #106 DEERFIELD BEACH, FL 3442 PH: (954) 354-0660 FAX: (954) 354-0443 W W W. ENGQCP.COM -W.. Work prepared for. NEPTUNE BOAT LIFTS Job#: 00-NBL-0001_05 Project: 3,000 lbs BOAT ELEVATOR By: TSB " FLB Date: 6/19/2012 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 En ineer's Seal Valid For Pages-- s 6 SEP #00-NBL-0001_05 01 Frank L. Bennardo, P.E. ENGINEERING EXPRESS PE# 0046549 Cert of Auth #9885 F0201 Design Calculations for Almon. Structum Refer To Affachad Mawkws (Cravdngs Slg-d & Sealed BY BelmWSlgned Englnear) Qe> IEW A1o1�: BOAT UFT ...........................» »».. » »_. ».......... »»..».». 3-4 1-Beanamadle arm.._......._»....»....... » »» »..._.» ... _.». ». 5-7 Eftbar 9twat ».» ..»..». » »» »» » .... .........._......». 8 C Channel cordage boom .... ».»_ »._ .... _ » ... _._» . 9-12 F -Beam hack . . .»....._........ ................ P8e matMft assembty 17-22 Com mon to a dsL structure ............ 23 Cables »_.» _.»._ ._.....».. _.» _» ..»............ 24 pm.4 d '&3 F,,. =1 N/A lallowable stress w/ part of cross section weld -affected (sec. 7.12) 2L S $ m be /y✓ I:,., =Fa - A, (Fa -Fa) 2b) Compression In Beam Elements (element in uniform compression), gross section: (sec. 3.4.18 Flat elements supported on both edges) nonwelded I • welded OBS b/t= 30.0 slenderness ratio Sr = 4 lower slenderness Omit (overall buckling) 82- Fa & Fw = 18.5 ksl 8.9 ksl upper slenderness Amit (overall budding) allowable strays F.*w - N/A allowable stress w/ part of cross section weld -affected (sec. 7.12) F„ a F. -Aw (F. -I I. 2c) Compression in Beam Elements (element in bending In own plane), gross section: (see. 3.4.18 Flat elements supported on both edges) nonwelded welded OBS hA= 14.0 slenderness ratio F,w = 8.0`ksi (within 1.0 in of a weld) lower slandemess limit (overall buckling) 82 ='F% ; upper slenderness Omit (overall buckling) ' Fa & F.- 28.0 kal I 12.0 ksl allowable stress Fq, - N/A allowable stress w/ part of cross section weld -affected (sea. 7.12) arae= a- A (F. -F_) Bending Moment (X-axls): Bending Stress (X-axis): Minimum of (2a: average(2b-M)): Shear in Elements, gross section: 3,276 lb -In - from above lb = 2.2 Icsl = 3,276 ib -In / Sx Fb =19.2 ksl - Allowable Tensile Stress OK, actual stress less than Fb =19.2 ksl CHECK CRITICAL REM FOR SHEAR (sea 3.420 Unstiffoned flat elements supported on both edges) nonwelded I welded OBS h/t= 14.0 slandemess ratio St =NOR= '_ , .R NOM lower slenderness limit (overall buckling) SZ= 6A upperslandemom Omit (overall bucking) F„ & F,w= 12.0 ksl I 5.0 kd allowable stress I_= N/A allowable stress wl pad of cross section weld -affected (sea 7.12) F,=F•-A-A,(T-,-F ) Allowed Shear Straw: Fv = 12.0 I(si Actual Sheer Stress: fv - 2.0 kel OK, fv less than Fv=12.00 ksi I -BEAM 606�1-T6 ?. qn b:4 .00 in A = 3.43 In' E'= 1.01E+07 psi An„ea - 1.10 in' d 6.00 in Ix - 22.00 in4 ly - 3.10 in4 Ambre = 0.17 in' t -b - 0.19 In Sx - 7.33 in' Sy - 1.55 in' nu - 1.95 tom, = 0.29 in rx - 2.53 in ry = 0.95 in _ :;tii00 ff: (rotal length) I-=:4;42 ft; ;:: (unsupported length) Lb = `2;001t` ': (unbraced length for bending) Ma)L Moment =:4;?921frft. (from visual Analysis software) Max Axial load =;5;:11016§.::::: (from visual Analysis software) Max. Shear =:1;52216§".; : (from visual Analysis software) CHECK CRITICAL BEAM FOR COMBINED BENDING & AXIAL COMPRESSION ❑ nomaelded members and welded members my Omn 1.0 In of a well 11 Allowable Tension Stress (F6: ❑ welded members within 1.0 In of a weld 1a) Tension In Beams: (extreme fiber, net section) nmbms weld -Wetted am sm9omd (sec. 3.4.2 Flat elements in uniform tension) F, = 16.0(sl' (nonwelded members and welded members at location farther than 1.0 in of a weld) F,w = 8.0`ksi (within 1.0 in of a weld) Ftp. = 14.0 I(s) (allowable stress w/ part of cross section weld -affected (sec. 7.12)) (Eq.7.22-1) A F,n„ = F, - A (F, -F.) A - 1.16 in' (net cross sectional area) Aw = 0.58 in' (weld -affected crass sectional area (if Aw < 0.18A. Aw = 0)) Bending Moment (X-a)es): 50,304 Ib -in - from above Tension Stress (X-axis); It = 6.9 I(si = 50,304 lb -fn / Sx Allowable Tensile Stress: Ft =14.0 ksl OK, actual strees less than Ft =14.0 kat 2) Allowable Axial Compressive Stress (Fal: 2a) Compression in Columns, axial: (sec. 3.4.7 All Columns) nonwelded welded OBS Wrx = 41.9 slenderness ratio (using I( - 2) Sd = ......0 . ... 0 lower slenderness Omit (overall budding) S2- : 68 133 upper slenderness limit (overall buckling) F, & Fit = 14.9 ksl 8.8 ksl allowable stress Flee = 10.91(sl allowable stress w/ part of cross section weld -affected (sec. 7.12) A A= 1.16 In' (net cross sectional area) F,p. = F, - A (Ft - Ftw) Aw - 0.58 Int (weld -affected cross sectional area Of Aw < 0.15A, Aw = 0)) r �A ++ni*�QIU9Y,+fNL. 2b) Compression In Column Elements, gross section: (sec. 3.4.8 Flat elements supported on one edge -columns buckling about a symmetry axis) nonwelded I lded OBS b/(. 6.6 slenderness ratio S, _ : ;;::2.4 :::;': .: 3 9' ..::: lower slenderness limit (overall buckling) Sz = .::':;;10•;; I upper slenderness limit (overall buckling) FI & F,,, = 17.9 ksi 8.3 ksi allowable stress F,. = 13.1 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) F, F, - A " (Ft - F,W) A= 1.16 in' (net cross sectional area) P' A Aw = 0.58 in' (weld -affected cross sectional area OfAw < 0.15A, Aw = 0)) 2c) Compression in Column Elements, gross section: (sec. 3.4.9 Flat elements supported on both edges) nonwelded welded OBS hA = 28.5 slenderness ratio S, = :7.6 •: 12 -. . lower slenderness limit (overall buckling) %= "'33 58 :.::. upper slenderness limit (overall buckling) F, & F,,, = 16.1 ksl 7.7 ksi allowable stress F,p = 9.1 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) FtPw = Ft -A W (Ft - Ft„) A - 1.14 in' (net cross sectional area) A Aw - 0.95 in' (weld -affected cross sectional area (f Aw < 0.15A, Aw = 0)) Minimum of (2a: average(2b,2c)): 10.91(si 31 Allowable Compressive Stress (Fb): 3a) Compression in Beams (extreme fiber, gross section): (sec. 3.4.11 Single web shapes) A= 1.14 in' (net cross sectional area) nonwetded welded OBS Wry = 252 slenderness ratio S, _ .:21 .26 ' ' "' lower slenderness limit (overall buckling) S2 = •79 : 160`:._.., upper slenderness limit (overall buckling) Fa & Fw, = 20.8 ksl 0.1 ksl allowable stress F = 14.9 ksi allowable stress w/ pan of cross section weld -affected (sec. 7.1.2) Fay = Fa - A (F. - F_ A= 1.16 In' (net cross sectional area) Aw = 0.58 in' (weld-offecled cross sectional area Of Aw < 0.15A, Aw = 0)) Mnn 6 of 2 Lf 3b) Compression In Beam Elements (element in uniform compression), gross section: (sec. 3.4.15 Flat elements supported on one edge) .nonwelded welded OBS loft= 6.6 slenderness ratio _ •;;;,..8.3,;; ;; ; ;;;,,;;;9 - .' . lowerstendemess limlt (overall buckling) Sz = .::':;;10•;; upperstendemess limit (overall buckling) Fa & F=„ = 212 ksl 9.8 ksl allowable stress Few = 15.5 lost allowable stress w/ part of cross section weld -affected (see. 7.12) Foy, = F. - A- (. -Fa„) A= 1.161n' (net loos sectional area) Aw = 0.58 In' (weld -affected cross sectional area Of Aw < 0.15A, Aw = 0)) 3c) Compression In Beam Elements (element in bending in own plane), gross section: (sec. 3.4.18 Flat elements supported on both edges) nonwelded welded OBS h/t = 28.5 slenderness ratio .-:62-: : lower slenderness limit (overall buckling) S2= .::::::75 .: 199 .-Up .. per slenderness limit (overall buckling) F, & Fs„ = 28.0 ksl 12.0 ksi allowable stress F,_= 14.7 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) F Fa - Aw 1//Fo -Fob) A= 1.14 in' (net cross sectional area) {i Aw = 0.95 In' (weld -affected cross sectional area Of Aw < 0.15A, Aw = 0)) Axial Compression Load on beam: 5,110 lbs = from above Axial Compression Stress: fa =1489.8 psi = 5,110 lbs / A Bending Moment (X-axis): 50,304 lb -in = from above Bending Stress (X-axis): fb - 6862.8 psi - 50,304 Ib -In / Sx Minimum of (2a; sverege(2b,2c)): Ft =10.9 ksi = Allowable Axial Stress Minimum of (3a; average(3b,3c)): Fb =14.9 ksi = Allowable Tensile Stress fa C/0f° lIa EE + 0.55 F°(1-f�F = FesT.. 4.1.1-1 F. = a = 29.14 ksi n,,(kv e e = o.eo / Eq. 4.1.1-2Cm 1 Mt 0.85 Fo F° Mz J= OK, less than 1.0 CHECK CRITICAL BEAM FOR SHEAR nwiMded membms mw welded members way than 1.0 M of a weld M welded members within 1.0 In of a weld Shear In Elements, gross section: ❑ members weld-arreaed crass semwml (sea. 3.420 Unslftfened flat elements supported on both edges) nonwelded welded JOBS i A .1 28.5 Islendemess ratio 81 _ .36 :;.::: 48 _J lower slenderness limit (overact buckling) x#hr" nuc-t1T'' SZ= ..:;64 ...:;;; .129 .1 upper limit (overall buckling) F„ A F_- 12.0 ksi 5.0 ksi aflowable stress F,,,,. - N/A jallowable stress w/ part of cross section weld -affected (sec. 7.1 .2) r•�=F�- (F -r ) Allowable Shear Stress: Fv = 5.0 ksl Actual Shear Stress: fv = 1.5 ksl OK, fv less than Fv=5.00 ksf Ail '-M+' a ,. - 2 , G9JISS�O+ode s u�°4x111 n t{ i laf.X ? is Tr, lt} + ✓ (Gusset inclined 20' from cradle arm (2 per cradle arm) FLAT BAR 6061 -mm v. I_ = 36:00 in :... (unsupported length) b - 0.50 in (thickness of plate) d =.2.50'in (depth of plate) A=1.25 fn' Axial load T - 2,458'Ibs (per gusset plate) (from visual Analysts software) Tension stress, axial: (sec. 3.4.2 Flat elements in uniform tension) F, = 19.00 ksl (nonwelded members and welded members at location farther than 1.0 in of a weld) F.= '9.00 ksi (within 1.0 in of a weld) A,.,,*.d - 0.27 In' = T / F,,. x 1000 OK, less than 1.26 fn' Check 114" fillet weld between gusset plate & I-beam ELECTRODE 1/A 5556 171 L - 9.75 in L„" - 9.75 in S,,,= 0.25 in t -m = 0.177 to = 0.707 (S„) A-. - 1.72 in' Axial load = 2.46 kips (from above) Fe„= 3,54 Wipsfin V„ = 17.68 kips = F,,,,, L_ / n" OK, Breather than 2.46 kips (Carriage inched 22.5' from vertical (2 per cradle arm)) iiiANN_ Ems[. CS ®d.e3 7 W6Y T6 v a as b= 2.50 In A- 241 In' E= 1.01E+07 psi An u.= O.es in' d = 6.00 in Ix- 14.40 in4 ly- 1.53 M4 A„.m = 0.15 in" tmb = 0.17 In Sx = 4.781rP- Sy - 0.90 In' no - 1.95 tom, = 0.29 in rx = 2.44 In ry - 0.80 in L- W (unsupported length) Lb= a (unbraced length for bantling) Max. Moment - . (per channel) (tram visual Analysis software) Max. Axial Compress. _ (per channel) (from visual Analysis software) Max. Axial Torsion = (per channal) (from visual Analysts saflwere) Max. shear= (per channel) (tram visual Analysis software) CHECK CRITICAL BEAM FOR COMBINED BENDING & AXIAL COMPRESSION ao W1&d mating end welded memhem way ursn 1.01n of a Weld 11 Allowable Tension Stress IF -4, [Owalded menberswRdan 1.0 N of a weld 1a) Tension In Beams extreme fWar, net s"Hou) ❑membaswe]d aHactwl ops sec8mal (sec. 3.4.2 Flat elements In uniform tension) Fr = (nonwelded members and welded members at location fartherthan 1.0 In of a weld) Fw = ��a (within 1.0 In of a weld) FW - N/A (allowable strass w/ part of cross section weld -affected (sec. 7.12)) F,,.= F, - A°1(Fr -F,=) Bending Moment (X-axls): 26,016Ib4n - from above Tension Stress (X-axis): ft - 2.3 ksi - 26,016 Ihdn / Sx +1,206 lbs 1 A Allowable Tensile Straws: Ft - 9.0 ksl OK, aclhml streas lass than Ft o 9.00 ksi 2) Allowable Axial Compressive Stress fFal� • 2a) Compression In Columns, axial: (sec. 3.4.7 All Columns) nonwelded welded loss kUrx - 13.5 slenderness mHo (using k =1) St = ) lower slenderness Iimit (overall buckling)Sa = I _ upper slenderness Omit (overall buckling) F, & Fb,= 18,5 ksi 8.0 ksi allowable shays Fa,,, = NIA allowable stress w/ part of close section weld -affected (sec. 7.12) A Ftpw = Ft - A pane 9 9 �?4 3b) Compression in Beam Ebanerrts (elemahtln AnIform compression), gross seagen: (S• 3.4.15 Flat ehamuda supported on one edge) nonweldedf welded OBS b/t slandemosandlo ;Werslendemess Umit (overall MmUng) s= upperelendemess Onilt (overall biwWrig) F, & F-- MOW 8.3 kW allowable stress P.M. .NIA -Mble strew w/ part of crow see0mr weld-affected (sea. 7.12) F,@ e_A_(F.-Fm) 3c) Compression in Beam Elemerds falarnead In Lending in otvn lane), gross secgen3 (see. 3A.18 Flat elements supported on both edges) nownefdadi welded OBS hft 4 31.9 stwwenwm muo bnbet 618mem08S Omit ("area tmlC$ FW �Fw- upperalamfamess Wall (overall buckling)Fa & 28.0 lobi I 12.0 ksl allowable SVew F.M. W/A allomWe strew wl part of Moss seel on weld-affected (sea 7.1.4 Fe,.=Fo_ Am(F.-Frau) Axial Compression Load an beam: 0.750 am - from above Axial Compression Strews: fe - 311.0 psi -750 MIA Bending Moment V DdS) 28.01616-tn m tram above Bendlsg Strew p(- ): fh m 54427 psi . 26.010 Wn / 6x Mid— of (2a', averegat?hN): Ft - 7.8 icsi . Allowable Axbd Stress (axial breA Whimum of (3a; aysmga(36.3*: Fb - 82 k d . Allowable Tetmge Stress (beam load) rO—+ Cie Q 54 F11.41.1-1 Fee 11:2E a 280AS 1W 0.63 Eq. 4.1.1-2 Cm 00.0_m 0.05 T.4"'.M Fe Fb OK, less tbmt 1.0 CHECK CRITICAL BEAM FOR SHEAR mmaldedMMrJN- 4W4dedmcohsscrafemat.omolrtmla ®PoeldeO rermeasa0hfn ].s N of a odd Sheorin Elements, gfossseetiow ❑memEemmeidafteladomvssttonil (sera 3.4.20 umMmed flat elsmads supported an both edges) Inowseldedi vmtftd JOBS hit-I 31.9 lsiwwemmfalls NIM // mf 29- itlamess Una idomess nmft stress F.w =F+- A (F. -F-) Allowalde Shear stress Fv - S.O ksl Actual Shearstress: fv - 1.3 kd �F 1/4 v 5548 v [, n tom. -10.0010 Sa- OK, fv less then Fv-33.00 ksf no -1-95 (Safety facW-TAB 3A-1) � 16[4.0.9 . sold-•rS b-4.00In . A-3A3hP E-1.01E+07psi Au.0-1.tOhp it- 0.00 in Ix - 2200 dn4 ly- 3.10 IN Aous - 0.17 hr' 4.b-0.19 to 026 In tftp 02910 t.W - 0.181n -0.707(S.) Aug -1.77 in, (—ppoffad length) A -del load -1.23 kips (from gusset plata) F. - 3.54 kipsOn (pero�MUM vIsWAnal" suRvrere) V. a 18.13 klpe - F. t,-! N OK, fv less then Fv-33.00 ksf no -1-95 (Safety facW-TAB 3A-1) � 16[4.0.9 . sold-•rS b-4.00In . A-3A3hP E-1.01E+07psi Au.0-1.tOhp it- 0.00 in Ix - 2200 dn4 ly- 3.10 IN Aous - 0.17 hr' 4.b-0.19 to Ex -7.33 In, sy-Imbe nu 193 tftp 02910 ar - 263 to - N D85hr - (Total length) (—ppoffad length) Lb- (OnhnleadlengD;forbandloro Mex.Mmnmid- (pero�MUM vIsWAnal" suRvrere) Merv. Axial toad - (Par charnel) (tt(ra visual ArraWs software) Mex. Shear- (from 1 IMW Analysts software) VROMMUSIMM4081016mddNmgnbesMromaisfnafamtld 1 o I-anslon Stimm war Mood atembmwoun l.O in ofawdd OK. givahertheaIMlaps 1a)Tensianla6eanarr(ax4mnaflbar,notseatinA Drowimwdda<fmstr�youy� (leo. 3.4.2 Flat elements in uniform tension) Fr (rwmvelded members amt welded mambeem at 10*00n farthertium JAM of a weld) Fro- (<a[Odn 1.0In Ufa we" Fro, - WA (a0owehie stress w/ part af erose section weld -effected (sea, F.-Fr_A_ Fr -Fat) Bendhm Moment (X-axis): 75XA UAn - hsm Shave Taiwtan shoes (X'ads). 8-10.3 ksl - 76.228 bb / Ox Allowable Tenane She= Ft -19A Im1 OK. aatoal sbe� fess 1hSn Fla 19 0 kai 2} ARoweble A�dal Comarasstve stroas /Fat ?a) Compmssfon In Colmmu, witaL• (sec. 3.4.7 A0 Cotumns) nonweldad welded O� kUa - 80.3 sleralem� rSDa (using ka 1) sr - tovlaretendemess OrNt (Overall btmk➢rr� st - up�retendemass Omit (wenn Ixrekons) Fr & Fa,- 11.6 tut 5.711M a0cwa61e stresB Frog" WA allowable atres�ty! part of arose lemonweld-SOeefed (sec 7.12) Frew -Ft-A--(F, -Fal) ' Eap9l3 of _. 3b) Compression N Beam stemad Is mffiann compresslon), mass sedban•. (sec. 3.4.15 Flat elamerds supported an ane edge) namvetded I welded OEM bR. as slendemessratlo Sr lower alamlemeas Om(t (Cvwd bueiM4 82. upper slendomaes Omit (oveW hucWg) 212 ksl 9.8 keF allowable dome Fq ® NIA aDofsable draw W part of erase mum weld -alt ubmi (seo 1.1.2) F., - o— A (F —F—) 3c Compression in Beam M marts (ofement In bending In own lana), gross section: (sea 3.4.18 Flat elements supported on hath edges) rnonwelded I OBS hit• 28.5 stendernassmoo lower slenderness Omlt (overall buckbo �Zg upper slerntemess Omit (ovemn buokO�rg) Fp 120 lm1 a0awalde stress F., NIA affmable Mass w/ part of sass section wakt-affested ono. 7.1 FWw•Fp— A�(F —F.) AxW Compression Load on bBarrc 2,449Ihe . Tram above Met Compression Stress: Te =714.0 psl = 2,449 tits IA Sembg Momerd (X-axM: 75.= Orin = frau above Bending Strum pFaxis): lb =10283.0 psl =75= lb4n /Sx NONmum ar (1a: nvera P3( 2r)): Ft =11.8 kal = Allowable Axial Strew (axle{ load) Mk mum of Cim avaeme(3b,3en: Fh=11.1 kal . AOoxable TolmOa SUM (beam lam* f. C a m 090 Fp Fbl1 f/. l z Eq. 4.1.14 Fe o II ti 11.52 kd no � Q 098 Eq. 4.1.12 cr, ., 0.8-04 ? = 085 r F.Ph or, toss than 1.0 CFIECKCFUTICAL)31EAMFOR SIiEAR nurture{dal amwr7dalamNmsaav8�lallotaawffid Qarnldrd mmi6aovdif6s 1.0 Nof taidd Shear in Memem!;4 gross santtom �oreobrmwdd al�idarcmaedturei (one 3.420 Uns9ffa od Dat eloments supported an bath edges) Inomweldedl welded 1098 hA.1 28.5 Islandamessrath r.—W-1 12.a ami 1 5.0w Idmablestram Form°° WA alloweWa stress w/ Ped Of cross sedfon Watt -affected (see, 7.1,2) Allowable Shear Shags: Fv m 5.0 kst Actual Shear Stress: 1v m 2.6161 OK, fv lase than PV -5.00 ksl IMS M03161 Work Prepared For. Cs k10 Project sfressin}lot tarseaft Age klb LUAAlIDl11tiG b ' ID � ANU i t7 N 9peo10co6orre torAlumhumt Struetcoa {suing) c6ntueaeton( UmR coaffl�ent oPflat pietas b oompreA4lco (stress faraleadamese> SZ) 0,50 AOawabie Sbaea beatOn •. beelen Chenk ef4'5ca9t0,5�10 B^ 8081 TB h i snot J L 1 th (Par 2005A1rurtlnum DosAgn MerwalJ — AQay TemparlogMWold.&ISIM PAGE/7 OF_, MemberProperftea — e 6 Flangewkith fb Flanse thfdmaco tb b Web hoWd M 0.500" Web ffd*r es b --"f br17.40IaM Mmmuftofkm taebmdmob par"tu&fw v 6.27104 MUlaamoffnadleabout a&parallel toweb So 4.33 kt"3 Sedan modulus, compression aide (sboutx w&) rx i.®1 to Rediue of gyration about oantrOM axle PWOW to Oanga N 1.161n Ream of Syn ttoo about canboldal exls panni to Web J M3M M4 Tombn ca stmA A 4.75 in"2 Corsa secUolfel area of member MEMMERSPANS L Unsupported member Wroth (between supporta) Lbft �� MsWeen br tO egeb at side'swey) UEffe� lei faelor MATERIAL PROP6RTlES Ft0 24 kal TenrAs uUkmte skentp Ffy 15 &81 Tena ylakl shwaM Fay 15 kd Ccmpresslve yield stwmlh Fsff 151al Show uMmajoslrettg6t E 10,100 ksl Campresskre Modakra OfEleathly SUCKLING CONWAMta Ho 16.22 kst Ccmprewon in columns & beam flongea prdemept) Do M07 ksi ComWMWon Incolumna &bream flanges (Slopa) QP 0MRS] Cmnpreslcn kr fkd p tco Ds M03161 .. ShearsI in fiat plafas(Slope) Cs k10 121L72 0.35�MratigUta'oaftmientafilatpfa�a sfressin}lot tarseaft Age klb 227 c6ntueaeton( UmR coaffl�ent oPflat pietas b oompreA4lco (stress faraleadamese> SZ) 0,50 Ulu sbettg0r of floc plates to 6ertdts9 (skmdarmess Utag S2) 1� Sw MM Avwaw oim, DawnaD aEwt FL 33442 PH=& 964 MM FAX 954,364-8443WMMGWXOM PAGE/7 OF_, r f 1y If M , APNARK46'8'nmAR00. P.E.INC mP1WA'nnN M 2.04 Uf mats strength of flet pts in bending (stress forslerdeness> S2) Id 1.0 Coeflided for tenston members FACTORS OF SAFEIY nu 1.05 UAdmate (Buff ft & SIMPor type shmWres) ny 1.86 Yield (Building & sirdar type structures) SECT= 2XI - Tendon to Seams (Extreme fiber, notswbn) F4,lny = 9.09 k91 F'„I(&,n,) = 12.31 ksl F - 9.09 ksl SECTION 3A.4 - Terslon 10 BMIS (Extreme 064 net secbn) I3Fo /rya 1192 ks1 1.421 a/(&,m.) - 17AS ksi P - 11.82 ke1 SEC710N 3A.7 - Compressdon In Warner, (Axial, gross sedlon) SI OA Lawar slenderness 9mlt S2 102.3 Upper slandemess Ami (done 28.11 Siandemess parameter Slenderness between 81 & 52 F- 746 ksl SECTION 3.4.9.1 - Compression In Components Of Cobmms (Web) (Gross sectlom Hotplate supported along one edge, trot b -Mg about symmetry axle) SI ' 1.309 Lowarslanderness Ami S2 19.915 Upperslandemasa Omit bob 7.0000 Slandemess Slenderness batween 61 & S2 F = 7.94 ksl h4h 11.0000 Slenderness Slenderness babveen S1 & 82 F- 713 kai SECTION 3.4:11 - Compression 1s Beams (Extreme flbeq gross aectlon: Single web beams bent about shung axis) SI 22.601 LowarslandemassAmIt S2 1227% Uppe'steldsmass Omi yb/ry4c-b 28.112 Sleundernass Sienderness bebmen S1 & S2 F- 998 kW SECTION 3418 - Compression in Components Of Beams (Component wuderFodfwm compression, gross section: Piatpiato supported along one edge) S1 8206 LowerslendamassAml S2 16.147 Upper WandemessUna hRb 7.0 Slenderness Slenderness c Si F- 9,09 fol ,2L+/(5.>b/ j? 7821 Local Budding Stress SWMN 3A.17 - COmpeession In Components Of Seams (Component dmderbandkdg In an plane, gross sac0an: Flet plate supported along one edge) SI 11994 LawalerdamesalltrAt S2 30.437 UpperslendemessAmi ha 11.0 Sleadeaws Swalendeas<S1 F= 11.821mt 360 SW 12TH AVENUE *108, OF99J-MU) BEACH, FL33442 PHOM 954-M-0880 FM SSI -3540419 WWw.FD1GEW.Com PAGE 18 OF 24' ALLOWA13L8STti1SES Fb - &76 IW Allowable bemOng strew Fac= 7.44 kst AMNAd a extol stress, comp asslon Fe - 74M ksf ElaWo bcmlding stress Fen = 9.78 kd Weighted average dmv" oompmsa(va stress (parseo 4.72) ND:64BER LOACQI[i erre Deer Aiz '�"�' BEndklg momenitde'velap9d In member - ib - 6.60 k5l Sandng abess developed N member Fb = 8.78 kst Allowable bending stress of member fblFb < 1.0 Fx Axlalloed developed in member fa- MUM AxW stress developed In member Fac= 7.44101 Altowabtemmpms$Waatdaldr,-sofinernber WFep<1A Contin 8 c 4m.99 vaMoh an end moments ofmamber Foo - 9.76 kel Weighted average allowable compressive stress (per aero 4.7.2) Ia/Fa+Cm%V[Fb'(1_fa/Fo))=0.71 Eq 4.1.11 Wan +ib/Fb-0.83 Eq 4.1.12 fwa+ran - 093 Eq 4.1.1-3 fa/Feta - 0.019 OK I60 SIN 321H AVENUE 0306, OWMar1D BEACH, N.334a PHM%t 954-954.0860 FM 954-354.0443 WW96316eX =M PAGE! OP �" MEMBERSPANS L Unsupportedmembarlength(batwesnssppmts) Ib Unbraced length for bending (between bracing against side -away) k Effective length factor MATERIAL PROPEiTIES Fiu 241ad Tenalle uiBmets strength d ty 15 kal Toone yield strength Foy 15 ksl Compressive yield strength Pau 15 kat Shear ultimate strength E 1D,1O0 tel Campumsive Modtdus of EUsOrdty BUCitLI Ntd CONSTANTS Be l azi ked C=Presslon in columns & been Banges (intetaspt) Do 0.07 ked Compression in swlturmsA beam flanges (Slope) ILOB tel Compression in fiat Ds 0.03 kal Shearsimss In fat plates (Slope) no 227 Ulfhrete strength coefBaisnt aPNat pietas N hrompre4sfan (ehasaiar etemdameas> S2) kfb 050 U19maEa etrorhgOt of Dat plates N hercdtng (siartdameas lknR S2) leo SW SZTH AVWM 006, Dn9W4MD BEACH, F1.33442 PHONE: 954.354-0680 FAX; 954-354-0443 evww.a9GWJMM PAGE _& OF }.� .. p � AFRANhr L eENN0.Wr0. P.B.. rxC.. /MaOVA7IOtr ka 204 Ultimata strength offlat plates In bending (stress fordenternew, S2) At 1.0 Coetfteiadfortersemmemhers FACTORS OF 9APSTY nu 1.95 Ultimate (Buffag & sinaw we stwiures) try 1.66 Yleid (BuIIdk� & sknitartype structures) SECTION 3A2 - Tension In Booms pdremsf s4 net section) F41ny = 9.09 kd F. l(k^) 4 12M that F= SAW ksl SECTIONUA - Tension In Beams (F—mo fiber, natsection) 13Fclnr= 11.82ks1 1.42Fo,1(krn„)= 17ABkW F= 1122kd SECTION 3A T - Campreeslau !n Columna (Axleh gross eeNion) S1 OA LOwarsihendarnessNnR S2 1923 Upper slmMamess UmR (ktltjnm 8.94 Stendernam paramater , Slandamess between 618, 82 F- BAE ks! SECTION 3A 61 - Compression in faomponardr O[Colloons oft) (Grass -11— Fletptatesupported alonganeedge, not b-Aftaboutsymmetry ax" S1 I.Va Lmroarslendarnmslimit S2 18.915 Upperslendemosstimit bAb 4.3333 Slenderness Slendemess between S1 & S2 F= RAA gal hAh 7=00 Slendemass 3fendartrass between S1 & S2 F= 7.94 tar! SECTION 3A 11 - Compresslan bu Beams (Extremefbarigross newom Singtewebbeamsbatabodshanfla*) 31 22M LOwers9endemesegrnit 32 122.754 Upper sfandarnessbd zblry,rCb- 1x729 Stendarnms Slendemess<S1 F= 9Mkd SLGTICN 3A78 - tlEmnpreseion In thrmponartfs Of 13cesua ' (Competent tutderunifotm aompt�s]an, gforts ele8on: Ftetpktte suppdi'IBd slang ate edge) S1 0205 LOwersiandaMMoun t 32 16.147 Upperateede lbmlt bAb 4.333 SUMdemess Slendemese<S1 F= SMJ%d a'EI( Ity 20410 LorcalBacift teas SECTION 3A-17 - Comprassloo to Componerds Of 8eaara (Componard under bending in own plane, gra aeotiore Flat plain supported along are edge) Sf 11984 Lawera(andamosstimQ S2 30.437 Uppersh-dernses limit hO 7.0 Slendamess Slenderness aS1 F= 119Mlm! 160 BW 12tH AVENOB rt109, ft9W Ft1A REACH, PL33442 PHONE 954-384-nea0 FAX: 969-354-0443 yryyW,9ryC,i3 .cm PA(W —OF 24- A FRAM L SMAMOa P.&. W-flWOM ION Wads Prepared For Potent: Mark/17eaA et f,�LU@DNUM OES(ON MANUAL. (2008 EDITION)Specif(cottonsfov Alumlman Structures (BuOdings) AMwabta smasa Deet y I th Oeafan Cheng H�2 SGi'SrA 376"'BA378's061 Ts Alumrmon Anare 0Per2DWAbuh mDoNgnMent" 1 Allor.affij= Temper: Welded: MemberProportlo s 6Flange width th Flange thfakness th h th Web height 0.375" Web thfalmess---b--- —� Lr 1.53 M4 Momentof inedia about exis per W to Bangs ly 0.54 W4 .Moment of tnerba almad mds parallel to web Sc 0.75 W3 SaeBon modWM compression aide (about X-mds) of 0.94 In Red, of gyration abod umntmidel ails parallel tD Bangs ry It= in Radlus of gyrdon abort ceatroklel suds pwaW to web J CLOS13 W4 Torsion constant A 1.73 W2 Cross sectional area ofmember MEMBERSPANS L Unsupportedmembarlength(batwesnssppmts) Ib Unbraced length for bending (between bracing against side -away) k Effective length factor MATERIAL PROPEiTIES Fiu 241ad Tenalle uiBmets strength d ty 15 kal Toone yield strength Foy 15 ksl Compressive yield strength Pau 15 kat Shear ultimate strength E 1D,1O0 tel Campumsive Modtdus of EUsOrdty BUCitLI Ntd CONSTANTS Be l azi ked C=Presslon in columns & been Banges (intetaspt) Do 0.07 ked Compression in swlturmsA beam flanges (Slope) ILOB tel Compression in fiat Ds 0.03 kal Shearsimss In fat plates (Slope) no 227 Ulfhrete strength coefBaisnt aPNat pietas N hrompre4sfan (ehasaiar etemdameas> S2) kfb 050 U19maEa etrorhgOt of Dat plates N hercdtng (siartdameas lknR S2) leo SW SZTH AVWM 006, Dn9W4MD BEACH, F1.33442 PHONE: 954.354-0680 FAX; 954-354-0443 evww.a9GWJMM PAGE _& OF }.� .. p � AFRANhr L eENN0.Wr0. P.B.. rxC.. /MaOVA7IOtr ka 204 Ultimata strength offlat plates In bending (stress fordenternew, S2) At 1.0 Coetfteiadfortersemmemhers FACTORS OF 9APSTY nu 1.95 Ultimate (Buffag & sinaw we stwiures) try 1.66 Yleid (BuIIdk� & sknitartype structures) SECTION 3A2 - Tension In Booms pdremsf s4 net section) F41ny = 9.09 kd F. l(k^) 4 12M that F= SAW ksl SECTIONUA - Tension In Beams (F—mo fiber, natsection) 13Fclnr= 11.82ks1 1.42Fo,1(krn„)= 17ABkW F= 1122kd SECTION 3A T - Campreeslau !n Columna (Axleh gross eeNion) S1 OA LOwarsihendarnessNnR S2 1923 Upper slmMamess UmR (ktltjnm 8.94 Stendernam paramater , Slandamess between 618, 82 F- BAE ks! SECTION 3A 61 - Compression in faomponardr O[Colloons oft) (Grass -11— Fletptatesupported alonganeedge, not b-Aftaboutsymmetry ax" S1 I.Va Lmroarslendarnmslimit S2 18.915 Upperslendemosstimit bAb 4.3333 Slenderness Slendemess between S1 & S2 F= RAA gal hAh 7=00 Slendemass 3fendartrass between S1 & S2 F= 7.94 tar! SECTION 3A 11 - Compresslan bu Beams (Extremefbarigross newom Singtewebbeamsbatabodshanfla*) 31 22M LOwers9endemesegrnit 32 122.754 Upper sfandarnessbd zblry,rCb- 1x729 Stendarnms Slendemess<S1 F= 9Mkd SLGTICN 3A78 - tlEmnpreseion In thrmponartfs Of 13cesua ' (Competent tutderunifotm aompt�s]an, gforts ele8on: Ftetpktte suppdi'IBd slang ate edge) S1 0205 LOwersiandaMMoun t 32 16.147 Upperateede lbmlt bAb 4.333 SUMdemess Slendemese<S1 F= SMJ%d a'EI( Ity 20410 LorcalBacift teas SECTION 3A-17 - Comprassloo to Componerds Of 8eaara (Componard under bending in own plane, gra aeotiore Flat plain supported along are edge) Sf 11984 Lawera(andamosstimQ S2 30.437 Uppersh-dernses limit hO 7.0 Slendamess Slenderness aS1 F= 119Mlm! 160 BW 12tH AVENOB rt109, ft9W Ft1A REACH, PL33442 PHONE 954-384-nea0 FAX: 969-354-0443 yryyW,9ryC,i3 .cm PA(W —OF 24- ALLOWABWE STRESSES F17 6 00 ksI AOaweble bWdM strew Fae= 8.021m1 AAowablemdatatraw,compreselon Fa = 839.9IRI DaeBetwrMn9stress Fac = RMkW Weighted average of Noble compressive stress {per sec 4.7.2) 11AF.NOM LOADING Bendtrtc Mom m !Qz 6endfigmomemtdeveloped Inmember Ib 828 kaI Bending stress developed In member Fb = 6.00 ksl MrnNable bendk:g stress of member WFb <1A Axial loads FxAxtel had developed In member fa= 0.14ke1 Axial abess developed In member Fac= 8.02 ksl Mowable compressive ®dal stress of member fafFac a 1.0 e cm o which depends on and momenta of member Fe= 839.9ka1 Elaeticbuck0ngatr�s Fee = 8.98 kst Wefghted average allowable compressive etress (par sec 4.7.2) Ea/F'e+Cm•Po/(Fb•(1WFe))=0.76 Eg4.1.1-1 Won +gr/Fb=090 Eg4.1.1-2 (aft +tb/Fb=0.89 Eq 4.1.1-3 frac=0.017 OK 160 SW IM AVENUE OUM, DEE WMD BEACH, PL 33442 PHONE: 954-354-0660 FA& 054 -354 -WS WWWJMGW.COM PAGE U. 4F--2+ IMENGINEERING EXPRESS" 4rsLn,vr,¢uc a 160 sen 12- &WAM OW6, Daman esus, F"M 93442 R -W (954) 354 -CM • F= (9SQ 35+OM DXM 308 # BY Sime OP smr.±tcp 2:t- POW OWN— F'""MMMMEw No EMMM M OEM 0 91 WIN ME �MMIEM MOSENY■■ONEMEME SOMEONE MEMMOMMENN EMMEMMOMEME I M NEI rEMEME om...... I INN smr.±tcp 2:t- 7x 19 SSAC AVRONSl304 farearh dnea mm frit assembly. roes up and doom between assemW arm block andmalartrsac& glvbrg a 2 to 1 Braga, SF -2M Sdaty Factor T o - 590 an Qessthan wsaift dreng0u/SFj 2x2 T.*w 0 9900 Das Breaking strength parN(stedal CoMficaHon provided by: Fortuna Rope and MBI Company, Ina 351 Zoo PwbW, JackamwMa FL 32220, Tel 1-880445-5217 dated Jary 23,2M7 Cutsbner PO No: 15M Ware mp =Mcagons wegbble am mgEwdto Neptune Boat Ufts, Inc. Td..- 9,000 ® 4500 lbs OIG 2 pv 714d Z+ J) VICINITY MAP PROPOSED NEPTUNE ELEVATOR FOR: JEFFREY DAVIS 9275 N BAYSHORE DRIVE MIAMI SHORES, FLORIDA CONSULTING ENGINEER: J.N. SHEINGOLD P.E. PE #21181 12420 SW 75 AVENUE MIAMI, FLORIDA 33156 OFFICE: 305 986 7002 FAX: 305 253 4455 N JUL 012014 RECEIVFr,-,, PLY LOCATION MAP o.ERM coasW Resour � ��.., APR 16 2014 N EXISTING CONDITIONS PLAN EXISTING SEAWALL SECTION 1/8" = 1'-0" 1/4" = 1'-0" O �q N m mco m co �L:- C co 20 0- 2 C U �08 L L a m i� c O c0m E -S c C D O �mom�� /20 (✓J^ U Uwmaw 0 ilul Lu Z> as = o W SQ Z Q N W N } m W 01=z•- ZLL�ca 0 LU m 0 a 3 cc N O W W tD 00 Z 0) N Lf) 0 M O C7 Z 0 LLQ 0 W Z zc J OQo_ Lf)� Lr) � O = VJ T N cm Z d Q URI- U �r5� A-1 A- 1 OF 1 ... .... ABBREVIATIONS: q3� .... 25.00' _ F=FOUND A1C=AIR, CONDITIONER PAD.. PIC=PROPERTY CORNER. D/H=DRILLED HOLE, VV/F=VeOODEN FENCE, RES=RESIDENCE. CL -CLEAR, RB=REBAR, :.. W W ..::'.'.:':'::'::' M=MEASURED R=RECORDED. ENCR=ENCROACHMENT COMP=COMPUTER, ASH=ASPHALT N/D=NAIL & DISC. S=SET, FEE=FINISH FLOOR ELEVATION. o� 0/S=OFFSET PIP=POWER POLE. OHP=OVERHEAD POWERLINE, A"=WATER METER wz r . CONCRETE- CBM# B -b2 ELVObb' MAINTENANCE& DRAINAGE EASEMENT M&DE. . 8.TYPE OF SURVEY: BOUNDARY SURVEY o � n SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE Ak ...... 'T. COVERED BY PROFESSIONAL LIABILITY INSURANCE- 4) LEGAL DESCRIPTION PROVIDED BY CLIENT 5) � its'•' '• RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) o � CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING 1I� 'i < . � REVISED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY ci v S89°22'45"E LOT 3 BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB 44 PAGE 63 zz 167.6T (R & M) $Loci a h Y C.L.F. o ALUMINUM _ - GATE LLa _LLLLLL LL LLLLLLLL _ LLLL LLL o L LLL l- L L LL ; L aa a -2 LLL 52.15' 38.96'+ B.B.Q. C.B.S. 7-E .... A/C & A/C & o 25.00' �+ A ABBREVIATIONS: SVW=SIDEWALK. CBS=CONCRETE BLOCK STRUCTURE. CLF=CHAIN LINK FENCE, PL=PROPERTY LINE. DUE=DRAINAGE UTILrrY EASEM ENT, IP=IRON PIPE-, F=FOUND A1C=AIR, CONDITIONER PAD.. PIC=PROPERTY CORNER. D/H=DRILLED HOLE, VV/F=VeOODEN FENCE, RES=RESIDENCE. CL -CLEAR, RB=REBAR, ao UE=UTILITY EASEMENT COAG=CONCRETE SLAB. RIVV=RIGHT OF VIAY. DE=DRAINAGE EASEMENT CIL=CENTER LINE, O=DIAMTER, TYP=TYPICAL, M=MEASURED R=RECORDED. ENCR=ENCROACHMENT COMP=COMPUTER, ASH=ASPHALT N/D=NAIL & DISC. S=SET, FEE=FINISH FLOOR ELEVATION. 0/S=OFFSET PIP=POWER POLE. OHP=OVERHEAD POWERLINE, A"=WATER METER wz MASONRY Y1MLL= � I ELEVATION BASED ON LOC. # MDC MASONRY NOT VALID UNLESS EMBOSSED WITH CONCRETE- CBM# B -b2 ELVObb' MAINTENANCE& DRAINAGE EASEMENT M&DE. . 8.TYPE OF SURVEY: BOUNDARY SURVEY SURVEYOR'S SEAL o � n SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE Ak AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NCT —�— = COVERED BY PROFESSIONAL LIABILITY INSURANCE- 4) LEGAL DESCRIPTION PROVIDED BY CLIENT 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN 8) THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) o � CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED REVISED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY ci v S89°22'45"E LOT 3 BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB 44 PAGE 63 zz 167.6T (R & M) $Loci a h Y C.L.F. o ALUMINUM _ - GATE LLa _LLLLLL LL LLLLLLLL _ LLLL LLL o L LLL l- L L LL ; L LLL P b 52.15' 38.96'+ B.B.Q. C.B.S. 7-E A/C & A/C & o GENERATOR POOL PUMP N N LL'-L�i E ;LI LtL`LLLLL�LL 26.50' GARAGE ELEV. = 7.63' LOT 4 BLOCK 4 7.15' CONC. POOL DECK 4 TWO STORY C.B.S. RESIDENCE p w 3 # 9275 N a Q F.F.LID ELEV. = 9.03' 3 F.F. ELEV. = 17.50' ( 2nd FLOOR) 2nd FLOOR z r TERRACE p 75.10' 25.70' ALUMINUM GATE 5' C.L.F. a ao 0 �z 16.79' ' 1 st FLOORm LIVING AREA 1 167.51'(R&M) N89°22145 -W Q c�i1 z� LOCATION SKETCH SCALE: NTS 17.50' 3 j v {�� BOAT J N.E. 93rd STREET 0 a N.E. 92nd STREET z 7:1 Q m W t U m U \\ /' LIFT v 1 \ \ 1.43'4C I t ITY LOT 5 a d \\ APIA®�4 BLOCK 4 z z 1 O i Q I 1 i r,GUVY r --- PROPERTY ADDRESS: 9275 NORTH BAYSHORE DR., MIAMI SHORES, FL, 33138. LEGAL DESCRIPTIONLOT 4 BLOCK OF BAY LURE SUBDIVISION — ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 44 AT PAGE 63 OF THE PUBLIC RECORDS MIAMI–DARE COUNTY, FLORIDA I HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes There are no encroachments overlaps, easements appearing on the plat or visible easements other than as shown. hereon ADIS N NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA #5924 4 SINCE 1987 BLANGO SUPIE ORS INC. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 (305) 865-1200 Email: blancosurveyorsinc@yohoo.Com Fax: (305) 865-7810 D ZONE AE ` FF1X L L Q106 COMMUNITY # SCALE OWN BY 5/14 r' = 20' F. 6lanco 9/11/09 --"10' '14-349 ABBREVIATIONS: SVW=SIDEWALK. CBS=CONCRETE BLOCK STRUCTURE. CLF=CHAIN LINK FENCE, PL=PROPERTY LINE. DUE=DRAINAGE UTILrrY EASEM ENT, IP=IRON PIPE-, F=FOUND A1C=AIR, CONDITIONER PAD.. PIC=PROPERTY CORNER. D/H=DRILLED HOLE, VV/F=VeOODEN FENCE, RES=RESIDENCE. CL -CLEAR, RB=REBAR, UE=UTILITY EASEMENT COAG=CONCRETE SLAB. RIVV=RIGHT OF VIAY. DE=DRAINAGE EASEMENT CIL=CENTER LINE, O=DIAMTER, TYP=TYPICAL, M=MEASURED R=RECORDED. ENCR=ENCROACHMENT COMP=COMPUTER, ASH=ASPHALT N/D=NAIL & DISC. S=SET, FEE=FINISH FLOOR ELEVATION. 0/S=OFFSET PIP=POWER POLE. OHP=OVERHEAD POWERLINE, A"=WATER METER MASONRY Y1MLL= � I ELEVATION BASED ON LOC. # MDC MASONRY NOT VALID UNLESS EMBOSSED WITH CONCRETE- CBM# B -b2 ELVObb' MAINTENANCE& DRAINAGE EASEMENT M&DE. . 8.TYPE OF SURVEY: BOUNDARY SURVEY SURVEYOR'S SEAL SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE Ak AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NCT —�— = COVERED BY PROFESSIONAL LIABILITY INSURANCE- 4) LEGAL DESCRIPTION PROVIDED BY CLIENT 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN 8) THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED REVISED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB 44 PAGE 63 Q c�i1 z� LOCATION SKETCH SCALE: NTS 17.50' 3 j v {�� BOAT J N.E. 93rd STREET 0 a N.E. 92nd STREET z 7:1 Q m W t U m U \\ /' LIFT v 1 \ \ 1.43'4C I t ITY LOT 5 a d \\ APIA®�4 BLOCK 4 z z 1 O i Q I 1 i r,GUVY r --- PROPERTY ADDRESS: 9275 NORTH BAYSHORE DR., MIAMI SHORES, FL, 33138. LEGAL DESCRIPTIONLOT 4 BLOCK OF BAY LURE SUBDIVISION — ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 44 AT PAGE 63 OF THE PUBLIC RECORDS MIAMI–DARE COUNTY, FLORIDA I HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes There are no encroachments overlaps, easements appearing on the plat or visible easements other than as shown. hereon ADIS N NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA #5924 4 SINCE 1987 BLANGO SUPIE ORS INC. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 (305) 865-1200 Email: blancosurveyorsinc@yohoo.Com Fax: (305) 865-7810 D ZONE AE ` FF1X L L Q106 COMMUNITY # SCALE OWN BY 5/14 r' = 20' F. 6lanco 9/11/09 --"10' '14-349 31000 & 4,000 ALUMINUM ELEVATOR LIFT BY NEPTUNE BOAT LIFT `J 0 LL 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 mm) MIN. TOTAL THICKNESS IN ACCORDANCE WITH CURRENT FLORIDA BUILDING CODE. ALL WELDS TO BE COVERED WITH ALUMINUM PAINT. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON STRUCTURAL NOTES. RANK L. BENNARDO, P.E. # a`EoIIaesas_,_ THE WORK SPECIFIED HEREIN HAS BEEN DESIGNED & ALL WORK SHALL BE IN ACCORDANCE WITC --1-- - - :,- - THE STRUCTURAL PROVISIONS OF THE 2010 FLORIDA BUILDING CODE. " -09/25/2013 NOTE: VALID FOR( I)JOEI(sJ 6NLY THIS LIFTING STRUCTURE HAS BEEN DESIGNED TO WITHSTAND WIND LOADS ASSOCIATED WITH AUDONLY WITH RMSEDENGINEER SEM Z SPEEDS OF Vuit = 170 MPH, VASD = 132 MPH (3 SEC GUST) EXPOSURE 'D' WITHOUT A BOAT ON THE LIFT PER ASCE 7-10 USING ABOVE GROUND SIGN/WALL METHOD. THE LIFTING STRUCTURE INCLUDING BOAT HAS BEEN DESIGNED TO WITHSTAND WIND SPEEDS OF Vu= 80 MPH IN EXPOSURE 'C' OR 72 MPH IN t0 N en C v �e ft EXPOSURE'D'. Q® *k M z z R , M W u COPYRIGKrENGINEERING EXPRM THE OWNER IS RESPONSIBLE TO REMOVE BOAT FROM LIFT DURING WINDSTORM EVENT IN EXCESS OF W LL m� Vasd AS CALCULATED BELOW. PER FBC 3105.5.3 STRUCTURES DESIGNED TO BE READILY REMOVED OR Z SPECIFICATION BY CONTRACTOR, at. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY SHALL BE POSTED WITH A LEGIBLE AND =f1 > L) LL W a COSTS & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR �1. Q W c Z LL o REPOSITION THE STRUCTURE OR PART THEREOF DURING SUCH PERIODS OF TIME AS ARE DESIGNATED Z k N o W Q BY THE U.S.WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. THE LIFT OWNER SHALL BE W IW1 i i J 3 w Z NOTIFIED OF THESE CONDITIONS BY THE PERMIT HOLDER. NO WARRANTY,EXPRESSED OR IMPLIED, IS * ?:,W.,'LO'' m (A � 3 J CONTAINED HEREIN. Vasd MAY BE CALCULATED BY THE FOLLOWING FORMULA: Vasd = x/0.6 Vult. DESIGN OF BOAT WIND LOADING HAS BEEN PERFORMED WITH THE FOLLOWING RATIOS AS CONFIRMED LUV z W VERS BY OTHERS: B/s=2.0, s/h = 0.33, FOR A Cf of 2.3 MAXIMUM WHERE H IS THE HEIGHT TO TOP OF BOAT, D a LL -HOR, 4" B IS HORIZONTAL DIMENSION, AND S IS VERTICAL DIMENSION. a %RT, 4" =4000 PSI CERTIFICATION OF BOAT LIFT TO EXISTING STRUCTURE AND ALL ELECTRICAL OR MECHANICAL ERED. CERTIFICATIONS ARE BY OTHERS; ENGINEER SEAL CERTIFIES ASSEMBLY OF LIFT ONLY. M v = THIS DETAIL IS PREPARED AS A GENERAL NON -SITE SPECIFIC MASTER PLAN SHEET DETAIL. TYPICAL o Lehi FIELD CONDITIONS ARE ASSUMED IN THE DESIGN. WOOD PILES SHALL BE SEASONED SEALED WOOD 1- 4 M v J Lu In WITH G=0.55 OR BETTER. SHOULD ANY SPECIFIC LOCATION DIFFER FROM THAT SPECIFIED HEREIN, Lucn OR STANDARD FIELD CONDITIONS, ADDITIONAL SPECIFIC ENGINEERING MAY BE REQUIRED AS � O = w DETERMINED BY THE BUILDING INSPECTOR AND PERMITTING CONTRACTOR. CARE SHALL BE TAKEN BY Q Q CONTRACTOR IN ALL APPLICATIONS OF THIS DETAIL. AS THIS IS NOT A SITE SPECIFIC DRAWING, IT m H p - IS THE RESPONSIBILITY OF OTHERS TO ENSURE THE INTEGRITY OF INSTALLATION TO THE HOST w to w STRUCTURE.? � g N Z ALUMINUM�-- N MATERIAL: 6061 T6 ALUMINUM W 0 ALL WELDS ARE MIN. 1/4" FULL FILLET WELD USING 5556 FILLER ALLOY. ALL WELDING MUST CONFORM z z N TO AISC STEEL CONSTRUCTION MANUAL 13TH ED AS INSPECTED AND VERIFIED BY OTHERS. THE i m CONTRACTOR IS RESPONSIBLE TO INSULATE ALUMINUM MEMBERS FROM DISSIMILAR METALS TO a o PREVENT ELECTROLYSIS.till w v FASTENERS: ALL ANCHORS TO BE HILTI BRAND OR MFR EQUIVALENT. ALL BOLTS SHALL BE HOT DIPPED �: 4 o c GALVANIZED, OR STAINLESS STEEL & MEET THE REQUIREMENTS OF ASTM A304 WITH HARDENED Iri WASHERS AND HEX NUTS. WASHERS SHALL BE USED BETWEEN WOOD & BOLT HEAD & BETWEEN �y 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 I o a INCLUDE THICKNESS OF STUCCO OR OTHER FINISHES. t� 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 mm) MIN. TOTAL THICKNESS IN ACCORDANCE WITH CURRENT FLORIDA BUILDING CODE. ALL WELDS TO BE COVERED WITH ALUMINUM PAINT. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR SUPPLIED DATA AND MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. _ WORK SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. ENGINEERING EXPRESS SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE �e INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND N z R , COPYRIGKrENGINEERING EXPRM INSTALLATION OF MATERIALS. 00-N BL -0001 ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SCALE: luo SPECIFICATION BY CONTRACTOR, at. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL PAGE DESCRIPTION: 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 DEVIATIONS OF THIS PLAN. EXCEPT AS EXPRESSLY of PROVIDED IN HEREIN, NO CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. L3 91 Hill LE `j `J SCALE 1/2" = V-0" K L. BENNARDO, P.E. VALID FOR ( JOB(s) ONLY ALIDONLYWRk MEW (3 z0 ZLto N M �rr®nn p� O WW .O WW >1L U'.0 m z Z �LLI X - - >aLL w �a z =m�W �a wW 3r, � Z LUm w p LLI z LU �Oa � a 0 '^ �o V / M t 0 N Ln J rrnrn d � v O Osa a Ca F- O tO �ii W 3 LU M w Zwo m a f L N R r N I W O a Z Zm O J a p 1� o cid o �0 0 3� ri 00—NBL-0001 PH ELEVATOR PLAN VIEW SCALE 3/8" = 1'-0" NO. ELEVATOR MAIN PARTS LIST NO. COMPONENT DESCRIPTION 3,000 lbs 4,000 lbs A CARRIAGE BOOM (2 REQUIRED PER LIFT ARM ASSY) AS C 6 X 2.83 - L = 33" B CRADLE ARM AA 16 X 4.03 - L = 6'-0" C GUSSET PLATE (2 REQUIRED PER LIFT ARM ASSY) 1/2" X 21/2FLAT BAR, L = 36" 1/2" X 3" FLAT BAR, L = 36" D UPPER CARRIAGE ANGLE (2 REQUIRED PER LIFT ARM ASSY) 1/4" X 2" X 3" ANGLE, L = 8'/2" E LOWER CARRIAGE ANGLE (2 REQUIRED PER LIFT ARM ASSY) 1/4" X 2" X 3" ANGLE, L = 81/2" F PULLEY PLATE (1 REQUIRED PER LIFT ARM ASSY) 1/4" X 5" FLAT BAR, L = 6" G CARRIAGE BOOM INTERMEDIATE BRACE ANGLE 1/4" X 2" X 3" ANGLE H LOWER CARRIAGE BOOM BRACE/ LIFTER PLATE STIFFENER 1/4" X 3" FLAT BAR I LIFTER PLATE (CONNECTS ARM TO CARRIAGE BOOM) 3/8" X 5" FLAT BAR, L = 9" ] UPPER GUIDE ROLLER WHEEL (4 REQUIRED PER LIFT ARM ASSY) 4" DIAMETER K LOWER GUIDE ROLLER WHEEL (2 REQUIRED PER LIFT ARM ASSY) 4" DIAMETER L SS WIRE ROPE 5/16" DIAMETER 7 X 19 SS IWRC TYPE 304 WIRE ROPE M GUIDE TRACK AA 16 X 4.03 - L = VARIES ELEVATOR PLAN VIEW SCALE 3/8" = 1'-0" NO. COMPONENT DESCRIPTION N GUIDE TRACK -TO -TRACK BRACE 0 SEAWALL/PILING ATTACHMENT ANGLE P TRACK MOUNT CONNECTOR Q MOTOR AND GEARBOX R GUIDE POST SOCKET S TELESCOPED CROSS BRACE T NOT USED U BUNK BRACKET SUPPORT V BUNK ELEVATOR ISOMETRIC VIEW N.T.S. (2) 1/2" DIA. POWERS WEDGE BOLT ANCHOR, 4" FROM TOP, 4" APART, 4" EMEBED. INTO f'c=4000 PSI CONCRETE, CENTERED. ELEVATOR MAIN PARTS LIST 3,000 lbs 4,000 lbs AA CS 5 X 1. 14, L = 36" 4"x6"xl/2" ANGLE, L = 36" 4"x6"x5/8" ANGLE, L = 36" SEE PILE MOUNTING DETAIL 2" DIAMETER SCHEDULE 80 PIPE N/A N/A N/A li 1 j 11 ,n 1 ,e o� PILE MOUNTING DETAIL SCALE 1" = V-0" FRANK L. BENNARDO, P.E. �QP/25/2013 VALID FOR (1 ONLY- AIJD ONLY WITH RAISED ENGNEsKEAI Z TT tONrf 0 wW^ #M z W yJ j u Unci ZW V m� _Q w= X L %QLL uJ is Z^ rm6DWo0 N a waW �M �p LL. 3 he O Lu °: ZLLI a CONCRETE PILE (BY OTHERS) 00-NBL-0001 E33 m L� N 0 M N Jt_u in o�% LaO a Q Q LL � m O WM w W 3 0 (2) 3"x2"x3/8" THICK z O N N g ALUM. ANGLES TO FORM v Z A 4" C -CHANNEL FULLY d c v M WELDED TO BOTTOM LV O Q GLE TYP. Z z m =O PALUM. o4"LE 36" LONG FULLY WELDED TO PLATE m o 10"x10"x3/8" ALUM. PLATE a�* CONCRETE PILE (BY OTHERS) 00-NBL-0001 E33