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EL-13-1913Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-212471 Permit Number: EL -8-13-1913 Inspection Date: May 15, 2014 Permit Type: Electrical - Residential Inspector: Devaney, Michael Inspection Type: Final Owner: FRANZ, NOEL Work Classification: Alteration Job Address: 1039 NE 104 Street Miami Shores, FL Project: <NONE> Phone Number Parcel Number 1122320290110 Contractor: MOODY ELECTRIC INC Phone: (305)758-2000 Buildina Department Comments ELECTRIC FOR DOCK Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed �L Failed Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. For Inspections please call: (305)762-4949 May 14, 2014 Page 1 of 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 vTel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: Electrical JOB ADDRESS: 1®-3 / 'UE /'o FBC 20 L '® Permit No. IL A 3 — 1915 Master Permit No.DX_jt�_A 3 " loll L City: Miami Shores Q County: Miami Dade Zip: Folio/Parcel#: 1/ — ;2 '7 -3 -. — dc�- s —A9 / / d Is the Building Historically Designated: Yes M Zone: OWNER: Name (Fee Simple Titleholder): A001- ✓ Phone#:�30.��f9�-�� City: mulml State: Tenant4Assee Name: Email: Z_ - OL, C&14 .331/5r CONTRACTOR: Company Name: �' ®O l �T c/v Phone#: ff 6 .; 75F.2b®0'" Address: 46� City: / Qualifier Name: �� State Certification or Registration #: A C 4W 41;2 l Certificate of Competency #: Contact Phone#: Email Addre s: DESIGNER: Architect/Engineer: _ 4 Phone#: !�>f; Value of Work for this Permit: $�� " ®®' Square/Linear Footage of Work: Type of Work: ❑Address OAlteration New ORepair/Replace ODemolition Description of Work: Submittal Fee $S®. cp Permit Fee $ /12f " CCF $ CO/CC $ tP-M 0— Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $1.7 • 3,f� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Jd A% C'016- S? Mortgage Lender's Address City ReL-QL-/ /ZA% L;:5" State Zip -3�Lq y/-- p0 Q d 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 commencement must be posted at the job site for the first inspectio Ahich occairs�s It (7) days after the building permit is issued In the absence of such posted notice, the inspection will noteap oved gnd' r iection fee will be charged. Signature The foregoing instrument was ackno edge efore me this ®.� day o u S'�, 2011, by 0 who is personally known to me or who has produced -f(nS� -57 /LYll A�entifi at}on Pdwho did take an oath. NOTARY PIJBMC: p 4 1141 . a;, Conuvor The foregoin instrument was acknowledged before m4this day of , 201 , by who is personall known to me or who has produced LEANDRA MARTINEZ Commission # EE 844798 Sign: � � 7� 7, 2016 Print U0AJJr4,.�4`` amdedTMuTnryF�tnsgmcee 3857 as identification and who did take an oath. NOTARY PUBLIC: M Commission ares: l r `` '��"�•'•• MARY PAT BRIGGS My Exp tP My Commissio .;� MY COMIMIssION # DD 979267 ` Rs EXPIRES: May 11 2014 ,,qtly` Bonded Thru Notary Public Underwriters APPROVED BY Structural Review (Revised 3/12/2012XRevised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Zoning Clerk a i -Q- Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE'`' NOTICE TO BUILDING DEPARTMENT 00 212 'LOYMENT AS SPECIAL INSPECTOR _UNDER . THE FLORIDA BUILDING CODE I (We) have been retained by Mr. Noel Franz to perform special inspector services under the Florida Buildinq Code at the New Dock/Boatlift project on the below listed structures as of September 26, 2013 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: W SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.24.2 (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 (Vote: Only the marked boxes apply, The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. Javier Bautista 2. Jonathan Corraliza 3, Jorge Bosch 4, Jim Weaver *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 licensure as a professional engineer or architect, graduation from an engineering education program in civil or structural engineering; graduation 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. Sioned and Sealed Engineer/Architect Name Paul C. Catledae. P.E. # 68448 Created on 6/10/2009 (PRI l Address 2051 NW 112th Ave., Suite 126, Miami, FL 33172 Phone No. 305-557-3083 ALUMINUM 4 -POST BEAMLESS BOAT LIFT BY HURRICANE BOAT LIFTS rT BOAT LIFT ISOMETRIC VIEW 1 SCALE: 3/8" = 1'-0" STRUCTURAL NOTES: THE WORK SPECIFIED HEREIN HAS BEEN DESIGNED & ALL WORK SHALL BE IN ACCORDANCE THE STRUCTURAL PROVISIONS OF THE 2010 FLORIDA BUILDING CODE. NOTE: THIS LIFTING STRUCTURE HAS BEEN DESIGNED TO WITHSTAND WIND LOADS ASSOCIATED WITH SPEEDS OF V"it = 180 MPH, VASA = 139 MPH (3 SEC GUST) EXPOSURE 'D' WITHOUT A BOAT ON THE FRANK L. BENNARDO, P.E. \ # PE0046549 1 i 2 R 1) JOB(8) 0 LY r� "" o LIFT PER ASCE 7-10 USING ABOVE GROUND SIGN/WALL METHOD. THE LIFTING STRUCTURE z_ to N M INCLUDING BOAT HAS BEEN DESIGNED TO WITHSTAND WIND SPEEDS OF V,,, = 90 MPH IN EXPOSURE 1--1 O dt : j 'C' OR 80 MPH IN EXPOSURE 'D'. ®.a # MSo THE OWNER IS RESPONSIBLE TO REMOVE BOAT FROM LIFT DURING WINDSTORM EVENT IN EXCESS OFW W' <<.y i O O LL U J Vasd AS CALCULATED BELOW. PER FBC 3105.5.3 STRUCTURES DESIGNED TO BE READILY REMOVED OR'� ^ Ln vaa Z = , REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY SHALL BE POSTED WITH A LEGIBLE AND = A ; I 1 BOAT LIFT PLAN VIEW 2 SCALE: 3/8" = V-0" J 0 12"x12" CO PILES BY OTHERS FRANK L. BENNARDO, P.E. \ Al PE0046549 12 ALmony SERI O +IIN Z oC4 � cn ' 4b OZ m cn W j LL L ^ V CI %W'�] z a Lr; i ti L_-I�... ; DEC 1000 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. AI, 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 Valid For Pages 4 through DEC 1 � 20 FLB #13-HBLFT-02-01 01 r Frank L.- Bennardo, P.E., Inc. PE# 0046549 Cert of Auth #9885 F02o1 ENGINEER 1 1 160 SW 12th AVENUE, #106 DEERFIELD BEACH, FL 33442 � EXPRES.WWW.ENGEXP.COM __ PH: (954) 354-0660 FAX: (954) 354-0443 Work prepared for: Job#: HURRICANE BOAT LIFTS 13-HBLFT-02-01 Project: 16,000 lbs BEAMLESS BOAT LIFT By. AML check: FLB CATEGORY 2 Date: 6/5/2013 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. AI, 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 Valid For Pages 4 through DEC 1 � 20 FLB #13-HBLFT-02-01 01 r Frank L.- Bennardo, P.E., Inc. PE# 0046549 Cert of Auth #9885 F02o1 WEN O 11`x.1 EE 1�11"`�1 �j•q, ry1 A FRdtFdK L BENNiaiLD�. P.E.: INS:. SNP+IOt+SATIQhd Input Description Value Units Description Exposure Category: C ' ;,;; Upwind exposure based on ground surface roughness Basic Wind Speed, V = 0.85 90i mph Basic wind speed, in miles per hour h 0.80 101 ft Height to the top of the sign, in feet (distance from ground to top of sign) B ' 241 ft Horizontal dimension of sign, in feet (distance from left side to right side of sign) S= " 8,ft Vertical dimension of sign, in feet (distance from bottom of sign to top of sign) Open 0.% Ratio of openings to gross area Cases A & B Kd = 0.85 Cf = 1.54 gh = 14.96 Ib/ftZ G = 0.85 General (openings B/s = 3.00 reduction comprised of s/h = 0.80 factor = 1.00 < 30% gross area) pressure = F /surface area = 9hGCfAs /AS = 9hGCf _ 11.73sb/ft2 per ASD K d = 0.85 9 h = 14.96 Ib/ftZ G = 0.85 B/s = 3.00 s/h = 0.80 Case C General (openings reduction comprised of factor = 1.00 < 30% gross area) Reduction factor (for Case C) = 1.0 Pressure = F / surface area = 9hGCfAs /As = phGCf _ (see pressures) Logic check E * Pressure 11-1-1.734 ,,ftZ per ASD unit length= 8 average= 13.86 Region Cf Adjusted Cf Pressure (Ib/ftZ) 0 to 8 ft 2.60 2.60 19.84: 8 to 16 ft 1.70 1.70 711; 12;97f 16 to 24 ft 1.15 1.15 8:79 24 to 24 ft N/A N/A ,N/A Error:: 160 SW 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM per ASD 2110WENOINEERINO' E7,y/p�` AE0 fyA FRANK L 6ENNARDO, P.E., INC. INNOVATIDN Input Description Value Units Description Exposure Category:"° D Upwind exposure based on ground surface roughness Basic Wind Speed, V = 801 mph Basic wind speed, in miles per hour hO,ft Height to the top of the sign, in feet (distance from ground to top of sign) B . 241ft Horizontal dimension of sign, in feet (distance from left side to right side of sign) S=t 8{ ft Vertical dimension of sign, in feet (distance from bottom of sign to top of sign) Open='Ratio of openings to gross area Cases A & B Kd= 0.85 Cf= 1.54 q h = 14.35 Ib/ft2 G = 0.85 General (openings B/s = 3.00 reduction comprised of s/h = 0.80 factor = 1.00 < 30% gross area) pressure = F /surface area = ghGCfA., /As = ghGCf U.25, 4b/ft2" per ASD K d = 0.85 q h = 14.35 Ib/ft2 G = 0.85 B/s = 3.00 s/h = 0.80 Case C .General (openings reduction comprised of factor = 1.00 < 30% gross area) Reduction 19.02 factor (for 1.70 Case C) = 1.0 Ipressure = F / surface area = ghGCfA, IA,. = q h GCf = (see pressures) Logic check E * Pressure 11.25 Ib/f2 per ASD unit length= 8 average= 13.29 Region Cf Adjusted Cf Pressure (Ib/ft2) 0 to 8 ft 2.60 2.60 19.02 8 to 16 ft 1.70 1.7012.44 ; t 16 to 24 ft 1.15 1.15 24 to 24 ft N/A I N/A N/A Error: 160 SW 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM per ASD Allowable Stress des➢gn (ASD) Lift Type: 16,000 lbs capacity boat elevator Boat size 208 ft' (lateral projection) Wind Load = 13.86 psf assumed 327 fta (plan projection) TL = DL+W = 20,532 lbs (gravity load) TL = W = 2,883 lbs (lateral load load) V _ _ R®ctanuira Tube, Bunk (OPTIONAL BUNK IN ALUM.) 0 nonwelded members and welded members way than 1.0 in of a weld BEAM 8x2x0.250 6061-T6 T ❑ welded members within 1.0 In of a weld ❑ members weld-affected cross sectional ❑ Flat use b = 2.00 in A = 4.75 int E = 1.01 E+07 psi Afla,ge = 0.38 in d = 8.00 in Ix = 32.60 in4 ly = 3.22 in4 Awenvs = 0.31 int t,,,d = 0.25 in Sx = 8.15 in Sy = 3.22 in' J = 9.68 in4 rx = 2.62 in ry = 0.82 in Ltotw = 12.00 ft (Total length) Lmax = 10.00 ft (unsupported length) Lb = 10.00 ft (unbraced length for bending) Max. Moment = 10,266 Ib-ft (from visual Analysis software) Max. Shear = 4,278 lbs (from visual Analysis software) Actual Deflection = 0.190 in < Amax = L / 180 = 0.667 in OK CHECK CRITICAL BEAM FOR BENDING 1) Allowable Tension Stress (Ft): 1 a) Tension In Beams: (extreme fiber, net section) (sec. 3.4.2 Flat elements in uniform tension) Ft = 19.0 ksi (nonwelded members and welded members at location farther than 1.0 in of a weld) Ft, = 9.0 ksi (within 1.0 in of a weld) Ftp+ = N/A (allowable stress w/ part of cross section weld-affected (sec. 7.1.2)) Ftp, = Ft - A A (Ft - FJ Bending Moment (X-axis): 123,192 ib-in = from above Tension Stress (X-axis): ft = 15.1 ksi = 123,192 Ib-in / Sx Allowable Tensile Stress: Ft = 19.0 ksi OK, actual strees less than Ft =19.00 ksi 2) Allowable Compressive Stress (Fb): 2a) Compression in Beams (extreme fiber gross section) (sec. 3.4.14 Tubular shapes) nonwelded I welded OBS S = 350.4 slenderness ratio S1= 123 186 lower slenderness limit (overall buckling) S2 = FF 1680 6940 upper slenderness limit (overall buckling) . 8, Fes„ = 19.4 ksi 8.7 ksi I allowable stress F.PW =I N/A allowable stress w/ part of cross section weld -affected (sec. 7.1.2) 2Lb S = yx J FcPW = Fc — A A (F. — Fcw 2b) Compression in Beam Elements (element in uniform compression), gross section: (sec. 3.4.16 Flat elements supported on both edges) nonwelded I welded OBS b/t = 6.0 slenderness ratio S, = 21 28 lower slenderness limit (overall buckling) SZ = 33 58 upper slenderness limit (overall buckling) Fc & Fes, = 21.0 ksi 9.0 ksi allowable stress F.PW =I N/A allowable stress w/ part of cross section weld -affected (sec. 7.1.2) FcPW = Fc A — A (Fc — Fcw 2c) Compression in Beam Elements (element In bending in own plane), gross section: (sec. 3.4.18 Flat elements supported on both edges) nonwelded I welded OBS h/t = 30.0 slenderness ratio S, = 48 62 lower slenderness limit (overall buckling) SZ = 75 119 upper slenderness limit (overall buckling) F, & FC, = 28.0 ksi 12.0 ksi allowable stress FcPW =I N/A allowable stress w/ part of cross section weld -affected (sec. 7.1.2) A FcPW = Fc - A (Fc - Fcw Bending Moment (X-axis): 123,192 ib -in = from above Bending Stress (X-axis): fb = 15.1 ksi = 123,192 lb -in / Sx Minimum of (2a; average(2b,2c)): Fb = 19.4 ksi = Allowable Tensile Stress OK, actual strees less than Fb =19A ksi CHECK CRITICAL BEAM FOR SHEAR Shear in Elements, gross section: (sec. 3.4.20 Unstiffened flat elements supported on both edges) nonwelded I welded OBS h/t = 30.0 slenderness ratio S, = 36 48 lower slenderness limit (overall buckling) SZ = 64 129 upper slenderness limit (overall buckling) F„ & F„W = 12.0 ksi 5.0 ksi allowable stress F„ PW = N/A allowable stress w/ part of cross section weld -affected (sec. 7.1.2) A E,PW = F-, - A (F,,,- Fes, Allowed Shear Stress: Fv = 12.0 ksi Actual Shear Stress: fv = 2.3 ksi OK, fir less than Fv=12.00 ksi Page,.,-.of—E. x -Beam Lifer _ I -BEAM I 10x8.65 6061-T6 b = 6.00 in A = 7.35 int E = 1.01 E+07 psi Aft„ge = 2.36 int d = 10.00 in Ix = 132.00 in4 ly = 14.80 in4 Ambtr3 =0.38 int tweb = 0.25 in Sx = 26.40 in Sy =4.93 in mange = 0.41 in rx = 4.24 in ry = 1.42 in Lt.w = 14.00 ft (Total length) LR,,, = 14.00 ft (unsupported length) Lb = 5.50 ft (unbraced length for bending)(consider beam lifter to be braced by bunk assembly) Max. Moment = 28,232 Ib -ft (from visual Analysis software)(per beam) Max. Shear= 5,133 lbs (from visual Analysis software)(per beam) Actual Deflection = 0.720 in < amax = L / 180 = 0.933 in OK CHECK CRITICAL BEAM FOR BENDING ❑ welded members within 1.0 In of a weld 2 members weld -affected cross sec. 1) Allowable Tension Stress (Ft): ❑ nonwelded members and welded members way than 1.0 In of a weld 1a) Tension in Beams: (extreme fiber, net section) (Flange in tension) (sec. 3.4.2 Flat elements in uniform tension) Ft = 19.0 ksi (nonwelded members and welded members at location farther than 1.0 in of a weld) Fw = 9.0 ksi (within 1.0 in of a weld) Ft" = 14.8 ksi (allowable stress w/ part of cross section weld -affected (sec. 7.1.2)) - Ftpw - Ft - A (Ft - Ftw ) A = 2.77 int (net cross sectional area) Aw = 1.17 int (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) Bending Moment (X-axis): 338,784 Ib -in = from above Tension Stress (X-axis): ft = 12.8 ksi = 338,784 Ib -in / Sx Allowable Tensile Stress: Ft = 14.8 ksi OK, actual strees less than Ft =14.8 ksi 2) Allowable Compressive Stress (Fb): 2a) Compression in Beams (extreme fiber, gross section) (Web In compression) (sec. 3.4.11 Single web shapes) nonwelded I welded OBS Lb/ry = 46.5 slenderness ratio St = 21 26 lower slenderness limit (overall buckling) S2 = 79 160 upper slenderness limit (overall buckling) F, & F, = 18.1 ksi 8.2 ksi allowable stress F.P. = 15.4 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) FSP„ = Fc - A (F� - F�W) A= 0.90 int (net cross sectional area) Aw = 0.25 in (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) 2b) Compression in Beam Elements (element in uniform compression), gross section: (Flange In compression) (sec. 3.4.15 Flat elements supported on one edge) nonwelded I welded OBS b/t = 7.0 slenderness ratio St = 6.5 9 lower slenderness limit (overall buckling) S2 = 10 18 upper slenderness limit (overall buckling) Pag®� of� Of z Fe & Fc„ = 20.8 ksi 9.7 ksi allowable stress Fes,„ = 16.1 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) FCP„ = F. - Aw (F. - F.) A = 2.77 int (net cross sectional area) A Aw = 1.17 in (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) 2c) Compression in Beam Elements (element In bending in own plane), gross section: (web In bending) (sec. 3.4.18 Flat elements supported on both edges) nonwelded I welded OBS h/t = 36.7 slenderness ratio S, = 48 62 lower slenderness limit (overall buckling) S2 = 75 119 upper slenderness limit (overall buckling) Fc & Fes„ = 28.0 ksi 12.0 ksi allowable stress FCS,,, = 23.5 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) FCP„ = FC - A w (F. - FEW) A = 0.90 int (net cross sectional area) A Aw = 0.25 int (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) Bending Moment (X-axis): 338,784 Ib -in = from above Bending Stress (X-axis): fb = 12.8 ksi = 338,784 Ib -in / Sx Minimum of (2a; average(2b,2c)): Fb = 15.4 ksi = Allowable Tensile Stress OK, actual strees less than Fb =15.4 ksi ❑ nonwelded members and welded members way than 1.0 in of a weld CHECK CRITICAL BEAM FOR SHEAR ❑.i welded members within 1.0 in of a 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 = 36.7 slenderness ratio S, = 36 48 lower slenderness limit (overall buckling) S2 = 64 129 upper slenderness limit (overall buckling) F„ & F w = 12.1 ksi 5.7 ksi allowable stress FYI,, = 10.3 ksi allowable stress w/ part of cross section weld -affected (sec. 7.1.2) F�Pw _ FV _ AW (F _ F``" A= 0.90 int (net cross sectional area) A Aw = 0.25 int (weld -affected cross sectional area (if Aw < 0.15A, Aw = 0)) Allowable Shear Stress: Fv = 5.7 ksi Actual Shear Stress: fv = 2.2 ksi OK, fv less than Fv=5.7 ksi Page__ _of ( _51'1'.x° Sta�lnless Steel C>atiles_ �_ _-- _ 5/16"diam. 7x 19 SSAC IWRC AIS/ 304 for each arm lift assembly. Wire rope goes up and down 1 time between assembly blocks, giving a 2 to 1 lift ratio, SF = 2.00 Safety Factor Trequired = 20,532 = 2567 lbs 4x2 9,000 lbs 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. Tdow = 9,000 = 4500 lbs OK, (more than required strength) 2 Page of �� 0 WOOD DOCK CALCULATIONS FOR 1039 NW 104 STREET MIAMI SHORES, FLORIDA PREPARED BY: JAMES D. BUSHOUSE, PE 1176 SW 4h COURT BOCA RATON, FL 33432 (5 61) 417-3891 JAMES BUSHOUSE, P.E. PROFESSIONAL ENGINEER #20311 STATE OF FLORIDA SHEET 1 OF / 6 The following calculations are for a wood dock system. The substringers and joists were calculated using a 40 psf live load as required for a private dock, with a 5 psf dead load for joists and decking. The attachment of the substringers was addressed, as were the uplift loads on the joists and the deck. CALCULATIONS The calculations for the size of the substringers are per the attached calculations. Substringers The maximum loading at the piling and drop hanger is 45 psf x 10' x 3.5' =1,575 lbs Connection to piles and drop hanger. Allowable load for 5/8" diameter bolt in double shear perpendicular to the grain is 1,130 lbs Use (2) 5/8" bolts 1,130 x 2 = 2,2601bs (greater than 1,5751bs required) Check drop hanger connection: Allowable load for 5/8" diameter wedge anchor in 4,000 lb concrete is 4,6251bs Use (2) 5/8" bolts 4,625 x 2 = 9,250 lbs (greater than 1,575 lbs required) Stringers and Sleepers The maximum left and right reaction for the joists from the attached calculations is 4501bs. At the seawall the 2"x4" sleepers are attached to the seawall cap with 1/4" diameter tapcons at 24" on center spacing with a minimum of 1.5" embedment. The uplift on the deck per the uplift calculations is 79.76 psf. The uplift per linear foot on the sleeper is: 79.76 x 2 =159.52 plf x 2' = 319.021bs The allowable load for 1/4" tapcon in 2,000 psi concrete is 400 lbs (greater than 319.02 lbs required) Z Uplift Calculations The maximum uplift on the dock based on a partially enclosed structure, 175 mph, Category H, Exposure "C" per the attached calculations is 47.46 psf. The maximum uplift on the decking is 79.76 psf. Joist Attached to Substringer The Maximum uplift on each joist is 2' x 5' x (47.46 psf — 2.5 psf dead load) = 449.61bs Attach each dock joist to substringer with (2) #8 x 3" deck screws with 1.5" penetration x 1631bs per inch =1.5 x 163 x 2 = 489 lbs at each attachment (greater than 449.6 lbs required) Decking Uplift on decking at each joist is 0.5' x 2' x 79.76 psf = 79.761bs Attach decking to each joist with (2) #8 x 3" deck screws with 1.5" penetration x 1631bs per inch =1.5 x 163 x 2 = 489 lbs at each attachment (greater than 79.761bs required) I J sVIP Seri �J. Gr ENGINEER: DATE: RESULTS 2X8 Southern Pine, No. 2 Dense ACTUAL STRESSES Max. shear stress =108.576 psi Max. bending stress =1258.566 psi ALLOWABLE STRESSES Bending =1400.00 psi Short Member Shear =110.00 psi COMBINED AXIAL AND BENDING FACTOR No axial load, thus no combined check required! Combined stress passes! Bending stress passes! Shear Stress passes! Left Support Reaction = 787.50 lbs Right Support Reaction = 787.50 lbs Member axial load= lbs Max. Moment =1378.13 ft -lbs Max. Shear = 787.50 ft -lbs Max. Deflection = 0.1501 in INPUT DATA Member = 2X8 Length = 7 ft- Unbraced Length = 0.00 ft Youngs Modulus=1.70e+06 psi Moment of Inertia = 47.63 in^4 Gross Area =10.88 in^2 Shear Area = 7.253 in^2 Section Modulus =13.14 in^3 Member depth = 7.25 in Member width =1.50 in Left support is pinned. Right support is pinned. Moment is about strong axis. T1 ENGINEER: DATE: APPLIED LOADS Load No. (1) Load is level uniform w = 225 lbs/ft Start location from left = 0 ft Length of applied uniform load = 7ft S ENGINEER: Joist DATE: RESULTS 2X8 Southern Pine, No. 2 ACTUAL STRESSES Max. shear stress = 62.043 psi Max. bending stress =1027.397 psi ALLOWABLE STRESSES Bending =1200.00 psi Short Member Shear = 90.00 psi COMBINED AXIAL AND BENDING FACTOR No axial load, thus no combined check required! Combined stress passes! Bending stress passes! Shear Stress passes! Left Support Reaction = 450.00 lbs Right Support Reaction = 450.00 Ibs Member axial load = lbs Max. Moment =1125.00 ft -lbs Max. Shear = 450.00 ft -lbs Max. Deflection = 0.2657 in INPUT DATA Member = 2X8 Length =10 ft Unbraced Length = 0.00 ft Youngs Modulus =1.60e+06 psi Moment of Inertia = 47.63 in^4 Gross Area =10.88 in^2 Shear Area = 7.253 in^2 Section Modulus =13.14 in^3 Member depth = 7.25 in Member width =1.50 in Left support is pinned. Right support is pinned. Moment is about strong axis. 0 ENGINEER DATE: APPLIED LOADS Load No. ( 1) Load is level uniform w = 90 lwft Start location from left = 0 ft Length of applied uniform load= 10ft MecaWind Pro v2.2.2.1 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 12/26/2013 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\Documents and Settings Wim Bushouse\Application 3ata\MecaWind\Default.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) 175.00 mph -33.09 4.24 Structural Category = II Exposure Category = C Natural Frequency N/A Flexible Structure = No Importance Factor - 1.00 Rd Directional Factor - 0.85 Alpha 9.50 Zg = 900.00 ft At = 0.11 Bt 1.00 Am = 0.15 Bm = 0.65 Cc 0.20 1 - 500.00 ft Epsilon = 0.20 Zmin - 15.00 ft Slope of Roof = 0 : 12 Slope of Roof(Theta) - .00 Deg Ht: Mean Roof Ht = 5.00 ft Type of Roof - MONOSLOPE RHt: Ridge Ht a 5.00 ft Eht: Eave Height - 5.00 ft OR. Roof Overhang at Eave= .00 ft Overhead Type - No Overhang Bldg Length Along Ridge - 70.00 ft Bldg Width Across Ridge- 7.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat.. Freq.>1 Hz) use 0.85 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft izm: Cc*(33/zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon - 427.06 ft 0: (1/(1+0.63*((B+Ht)/Lzm)^0.631)^0.5 - 0.97 Gust2: 0.925*((1+1.7*lzm*3.4*0)/(1+1.7"3.4*lzm)) 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table- 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.55 Reduction Factor for Large Volume Buildings, Ri Aog: Total Area of Openings in Bldg Envelope.00 ft^2 Vi: Unpartitioned Internal Value = .00 ft^3 Ri: 0.5*((1+1/(1+(Vi/(22800*Aog))^0.5))(Egn. 6-16) = 1.000 Notes: 1) +GCpi = +0.55 * Ri Notes: 2) -GCpi - -0.55 * Ri Wind Preasurs Main Wind Force Resisting System {666) - Re£ Figure 27.4-1 Kh: 2.01*(Ht/zg)^(2/A1pha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Rh*Kht*Kd 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area 490.00 ft -2 Reduction Factor based on Roof Area = 0.87 b1MRS-Wall Pressures for Wind Normal to 70 ft Wall (Normal to Ridge) All pressures shows are based upon ASD Design, with a Load Factor of .6 Wall CP --------------- Leeward Wall -0.50 Side Walls -0.70 Pressure Pressure +GCpi (pat) - -GCpi (psf) -33.09 4.24 -38.86 -1.53 Nall Elev Ka Ret CP q$ Press Press Total ft psf +Gcpi •-Gcpi +/-GCpi - Windward 5.00 0.651.00 0• - -- 80 33.94 4.41--41.75-~ 37.51 Roof - Dist from Windward sago Cp Pressure Pressure 0 ------------------------1.00 +=Pi(Pat)-GCpi(psf) -47.46 Roof 0.0 ft to 2.5 ft -10.12 Roof: 2.5 ft to 5.0 ft -0.$1 -42.16 -4.82 Roof: 5.0 ft to 7.0 ft -0.59 -35.57 1.77 Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press area FX Fy Fz WX My NZ - psf ft^2 Rip -- Rip ------------------ Rip K -ft ------------------- R -ft R -ft -------------------------------- Leeward Leeward Wall -33.09 ---- 350 --- .00 11.58 .00 29.0 .0 .0 Side Wall -38.86 35 -1.36 .00 .00 .0 3.4 .0 Side Wall -38.86 35 1.36 .00 .00 .0 -3.4 .0 Windward Wall 4.41 350 .00 1.54 .00 3.9 .0 .0 Roof (0 to h/2) -47.46 175 .00 .00 8.31 18.7 .0 .0 Roof (h/2 to h) -42.16 175 .00 .00 7.38 -1.8 .0 .0 Roof (h to 2h) -35.57 140 .00 .00 4.98 -12.4 .0 .0 ------------------------------------------------------------ Total .00 1260 .00 13.13 20.66 -........-------- 37.2 .0 ------ .0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press area Fs Fy Fz Ma My NZ - -------------------- psf ft^2 ---------- Rip -- Rip stip R -ft R -ft K -ft Leeward Wall -33.09 350 .00 11.58 .00 29.0 ..0 .0 Side Wall -38.86 35 -1.36 .00 .00 .0 3.4 .0 Side Wall -38.86 35 1.36 .00 .00 •.0 -3.4 .0 Windward Wall 4.41 350 .00 1.54 .00 3.9 .0 .0 -------------------------------------------- Total Total .00 770 .00 ---- 13.13 -- -- --------------- .00 32.8 ---------- .0 - --- .0 Normal to Ridge - Base Reactions - Valls+Roof -GCpi Description Press area FX Fp Fz Mx My - NZ psf ft^2 Rip Rip Rip R -ft K -ft K -ft ------------ Leeward Wall 9 4-----350 ---- 00 - --1 48 --- .00 -3.7 ----0 - --- 0 'Side Wall -1.53 35 -0.05 .00 .00 .0 0.1 .0 Side Wall. -1.53 35 0.05 .00 .00 .0 -0.1 .0 Windward Wall 41.75 350 .00 14.61 .00 36.5 .0 .0 Roof (0 to h/2) -10.12 175 .00 :001.77 4.0 .0 .0 Roof (h/2 to b) -4.82 175 .00 .00 0.84 -0.2 .0 .0 Roof (h to 2h) 1.77 140 .00 .00 -0.25 0.6 .0 .0 Total ------------------.00 --1260 ------- 13.13 ---2.37 37.2 --�0 .0 Normal. to Ridge - Normal Sass Reactions - Walls Only -GCpi Description Press Ames FX Fy Fz Ma MY NZ -------------------------------------------------------------------------- psf ft^2 Rip Rip Kip R -ft R -ft K -ft Leeward Wall 4.24 350 .00 -1.48 .00 -3.7 .0 .0 Side Wall -1.53 35 -0.05 .00 .00 .0 0.1 .0 Side Wall -1.53 35 0.05 .00 .00 .0 -0.1 .0 Windward Wall 41.75 350 .00 14.61 .00 36.5 .0 .0 ------------------------------------------ Total .00 770 -- .00 13.13 .00 32.8 -----_ .0 .0 Normal to Ridge - Base Reactions - Walls+Roof MN Description Pr®ss area* FX FY Fz Mx My Ms ----------------------------------------------------------------------- psf ft -2 Rip Rip Kip R -ft K -ft - K-ft -- - Windward Wall 9.60 350 .00 3.36 .00 8.4 .0 .0 Roof (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Total .00 M -350 �---00~--3.36 -----00 N8.4�- - .0 .0 Nates - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta= 10 Deg base calca on Eave St Note (2) Wall 6 Roof Pressures - Qh*(G*Cp - GCPi) Note (3)- +GCpi = positive Internal Bldg Press, -=Pi a Negative Internal Bldg Press Note (4) Total Pressure - Leeward Press + Windward Press (For + or - GCPi) Note (5) Ref Fig 27.4-1, Normal to Ridge (Theta<10), Theta- .0 Deg, h/1- 0.71 Note (6). X- Along Building ridge, Y = Normal to Building Ridge, Z - Vertical Note (7) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (8) Area* = Area of the surface projected onto a vertical plane normal to wind. bua=-Wall Pressures for Wind Normal to 7 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall CO Pressure Pressure +GCPi (psf) -GCpi (psf) Leeward Wall -0.20 -24.44 12.90 Side Walls -0.70 -36.86 -1.53 Wall Rlev Ks Rzt Cp qz Press Press Total ft psf +6Cpi -GCpi +/-Gcpi ------- .... -------..------------------------------------------------- Windward 5.00 0.85 1.00 0.80 33.94 4.41 41.75 28.85 Roof - Dist from Windward Edge Cp Pressure Pressure - +GCpi (psf) -GCpi (psf) -----�«- Roof: 0.0 ft to 2 5 ft ----- «««-« 0.90 44.63 -7«30 Roof: 2.5 ft to 5.0 ft -0.90 -44.63 -7.30 Roof: 5.0 ft to 10.0 ft -0.50 -33.D9 4.24 Roof: 10.0 ft to 70.0 ft -0.30 -27.32 10.01 Along Ridge - Base Reactions - Walls+Roof +C4 -pi Description press' Area Fx FY Fz NX my Nz psf ft"2 Rip Kip Rip X -ft X -ft X -ft «.0 -------------- -------- Leeward Wall ---------- -29 94 35 ------------------- .00 �.00« 0-- -2.1 Side Wall -38.66 350 .00 13.60 .00 34.0 .0 .0 Side Wall -38.86 350 .00 -13.60 .00 -34.0 .0 .0 Windward Wall 4.41 35 0.15 .00 .00 .0 -0.4 .0 Roof -44.63 18 .00 .00 0.78 .0 -26.4 .0 Roof -44.63 18 .00 .00 0.78 .0 -24.4 .0 Roof -33.09 35 .00 .00 1.16 .0 -31.9 .0 Roof -27.32 420 .00 .00 11.48 .0 57.4 .0 -----------------------------------------~---------------------------- Total .00 1260 1.01 .00 14.20 .0 -27.8 .0 Along Ridge - Raze Reactions - Walls Only +GCpi Description press Area FN Ty rx 14X My Nz psf ft -2 Rip Rip ---- Kip -------- X -ft ----- K -ft --- X -ft -- ----- --------------------------------- Leeward Wall -24.44 35 ....--- -------- 0.86 .00 .00 -2.1 .0 Side Wall -36.86 350 .Od 13.60 .00 34.0 .0 .0 Side Wall -38.86 350 .00 -13.60 .00 -34.0 .0 .0 Windward Wall 4.41 35 0.15 .00 .00 .0 -0.4 .0 ------------------------------------------------------------ Total .00 770 1.01 .00 .00 --- .0 -2.5 .0 Along Ridge - Save Reactions - Walis+Roof -GCpi Description press Area Fx Py Fz NX My NX psf ft -2 Rip Rip Rip K -ft X -ft . K -ft ---- ---- Leeward Wall «- 12.90 -« w35 -0.45---- -------- .00«« ---.0�«« 1.1 ~.0 Side Wall -1.53 350 .00 0.53 .00 1.3 .0 .0 Side Wall -1.53 350 .00 -0.53 .00 -1.3 .0 .0 Windward Wall 41.75 35 1.46 .00 .00 .0 -3.7 .0 Roof -7.30 18 .00 .00 0.13 .0 -4.3 .0 Roof -7.30 18 .00 .00 0.13 .0 =4.0 .0 Roof 4.24 35 .00 .00 -0.15 .0 4.1 .0 Roof 10.01 420 .00 .00 -4.21 .0 -21.0 .0 Total .00 1260 1.01 .00 -4.10 .0 -27.8 .0 Along Ridge - Seise Reactions - Walls Only -GLpi 10 Description Press Area Fx FY Fx Mx My IMz ------------------------------------------------------------------------------------ per ft^2 Kip .Kip Kip K -ft X -ft K -ft Leeward Wall 12.90 35 -0.45 .00 .00 .0 1.1 .0 Side Wall -1.53 350 .00 0.53 .00 1.3 .0 .0 Side Wall -1.53 350 .00 -0.53 .00 -1.3 .0 .0 Windward Wall 41.75 35 1.46 .00 .00 .0 -3.7 .0 ----------------------------------------------------0 Total 4.80 770 1.01 .00 .00 .0 ----------o -2.5 Along Ridge - Sase Reactions - Walls+Roof MIN Description Press axes* Fx ry Fz Mx MY MZ Kip psf fel Kip Kip Kip K --ft R -ft R -ft -------- ------------------------------------------- Windward Wall 9.60 35 0.34 .00 w ----------------- .00 .0 ------ -0.8 -_-- .0 Roof 4.80 0 .00 .00 .00 .0 .0 .0 Roof 4.80 0 .00 00 .00 .0 .0 .0 Roof 4.60 0 .00 .00 .00 .0 .0 .0 Roof 4.80 0 .00 .00 .00 .0 .0 .0 --------------- Total -- -~- .00 ---------0-34 35 --- -.00 - 00 ----------- -0.8 -- -.0 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h!1- 0.07 Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z - Vertical Note (3) MIN - Minimum pressures on Walls - 9.6 psf and Roof - 4.8 psf Note (4) Area* - Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx 3Y FZ Mx My Mz Gep Gap Kip Kip Kip R -ft K -ft K -ft -------------------_--------- Normal to Ridge Walls+Roof +GCpi .0 - 13.1 .---------------�-� 20.7 37.2 .�. �-------- .0 .0 Normal to Ridge Walls Only +GCpi .0 13.1 .0 32.8 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 13.1 2.4 37.2 .0 .0 Normal to Ridge Walls Only -GCpi .0 13.1 .0 32.8 .0 .0 Normal to Ridge Walls+Roof MIN .0 3.4 .0 8.4 .0 .0 Along Ridge Walls+Roof +GCpi 1.0 .0 14.2 .0 -27.8 .0 Along Ridge Walls Only +GCpi 1.0 .0 .0 .0 -2.5 .0 Along Ridge Walls+Roof -GCpi 1.0 .0 -4.1 .0 -27.8 .0 Along Ridge Walls Only -GCpi 1.0 0 .0 .0 -2.5 .0 Along Ridge Walls+Roof MIN 0.3 .0 .0 .0 -0.8 .0 Notes Applying to MMS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2j X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN - Minimum pressures on Walls = 9.6 psf and Roof - 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) - 490.00 sq. ft Wind Pressure on Components and Cladding All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" - - 3.00 ft Description Width Span Area Zone Max Min Mac P Min P ft ft ft"2 -- Gep Gap psf psf ---------------- -•..---- --------- ------- 1 0.50 ----- 2.00 1.3 1 ^'-- ---- --------------- 0.30 1.00 28.85 -52.61 2 0.50 2.00 1.3 2 0.30 -1.80 28.85 -79.76 w 0 Table IIF BOLT eferenee Lateral Design Valu for Double 1,2 6 be al- SCL with all members of iderrtical specific gravity.. I for sawn lumber or _ __ ._ ._ ... ..... .. ._ . ... ... .. . 00.46 `Mixed C,=D55 Maple G=0.5p 6=0.49 ' Douglas Flr(S� flc FTFtarch .. IeaF1r. gym- y gb lied oak Swthem Pine D Z. A Zai Za ZaL ZM Zn Z L � ibs. P.U. on. Zn 4. Zw. 0�. Dts. Oat. In. in. In lbs. Un. ft. 0>s. Ops. pts. 836. lits. lbs. 730 470 1030 720 480 870 680 420 112 1490 880 730 1160 840 550 1850 B10 1310 1040 530 1,290 1030 620 1210 840 470 ; EM 1760 1310 810 1440 1130 860 9680 9170 fi90 1650 1130 580 14fiD 1040 620 1-1/2 1-1/2 314 2190 9680 680 1730 1330 92 1840 9030 B6D .9330 8.50 B4D 1230 7.70 650 12DD 750 530 1080 t3DD 1130 790 490 'e 1410 'PDDO •650 &g0 1370 940 18B2 1160 T10 1530 1070 810 1370 880 1500 1800 7310 BBD 1898 7210 BDD .L 1-3/4 1-3/4 3!4 2488 1810 9040 2020 1550 770 1840 m ,• 112 1530 880 1120 1320 800 810 ' 7230 730 790 1210 720 760 880 1160 680 700 , 1660 840 780 SM 2160 1370 1340 1870 1130 1020 1760 1040 880 888 1740 9030 2380 1130 840 7180 1040 860r 2-1/2 1-1/2 314 2690 1770 1480 " 2550 1330 1110 2400 1170 912 1530 BBD 1120 1320. SOD B4D 1230 730 'BBD 1150 590 810 .•. 9860 840 1090 1210 720 B50 1770 5f8 2150 1310 151D 1870 1130 1280 17M 1040 9180 1370 1740 1030 23BD 1130- 9310 22BD 1040 1210 J_ 1-112 314 289D 1770 1960 2550 1330 155D 2400 1970 + IN MW 7 r w 96BD 1030. 1180 1430 860 1030 1330 770 840 "1310 750 820 1080 12Q0 17660 710 090 1788 ' 9000 7080 r 518 '2310 1370 1630 1980 1160 1380 1560 1070. 1290 1370 1840 2480 1310 7310 2370 7210 3-1/2 1-314 314 9080 9810 2070 2B7D 1650 1650 2510 1370 1P1 1880 1180 1164 1500 1040 P1040 1430 970 870 1420 960 BSD 1200 1370 820 820 2950 1290 121 :• :}. 618 2680 1770 7770 2340 158D 1420 2240 1410 12.30 1370 2220 1390 " 3190 1700 131.0 309 1810 1210 3 ••112 314 207380 1990 1550 3220 1750 3730 2380 0 3 Q:07�4 1110 518 2150 1310 1510 1879 1130 9290 9760 1040 1190 1740 1030 7170 1130 7860 940 228o1D4D 2560 1930 1891) ?400 3!4 2880 1770 1880 1170 1560 s Y. z iy. Y. C.: £� 4J' �0!"•::i•+c"•"`+%:.w�B6D•;.�.'ILd�.'.?tf•, 2380 , `�03Di1-j 518 2310 1370 9630 1880 11$0 1380 1860 1070 1270 1840 1080 1250 16300 1760 1000 1180 29 1210.1 9560 5-1/4 1314 Rug3050 1870 2110 2670 1550 1780 2510' 137D 1680 • t �9Ld •�.• 2480 xyg13n1T0 76"} �V� �T •.• •4•q • �- .f .P r.. _. _ u51B 25808 1770 1770" Z34D 1560 1580 2240 1410 1480 215D 1280 1390 3090 1610 181,0 2220 1390 1450 197D 3-112 0 710 1750 2050 3/4 97307580 2480 3380 181 2180 9 3990 1700 y� „�. s.. • ' .. SU3i 4< i1Z6li'w�4189b.�> A14'417P: 1040 1180 1740 1030 1170 9660 940 1110 518 2150 1310 1510 1870 X190 1290 1760 2400 1170' 19 J550 2250 1040 1480 1-1/2 914 2880 1770 1880 2550 1330 1680 . �" b .:" �$ : }' t`jBG�U`�� D`1 iBo' S 6260. y. .•..30 "rltba . ?R� s = _800 vsti':.. o 'o =•. 74 o .e7uD w2:tzsD;` �.:°:� •0..a 2150 1290 1390 5-112 �.w' .a 5B 2590 1770 1770 2340 1550 1660 2240 1410 1460 2220 1390 1450 1700 2020 3090 1610 1900 314 3730 2980 2480 3380 1910 2180 3220 1750 2050 '2310 3190 '4350'' 2070''•2290 413U''-1860: 2�2D e.•, il<j•,OBG-_.28'10. `.b " t460U':;'7d3D` 2M' 439Q`'.21$0, 3930 `.560 ' 8260 .: 2520 'S/O `4890• . -�41p 220[f ": BB30 -83¢O: x'8740 5740 2786' :2890 , .2480 1040 1190 1740 1030 1170 1660 . 940 1110 518 2150 1310 1510 1870 1� 13�D 1290 1760 '1690 2400 1170 1630 '2380 1130 1550 2280 1040 14B0 1-112 314 2890 1770 18B0 2550 , 7330 '3780' 2170 3180 1260 2030. 3150 1210 1980 "3030 .1100 1900 718 1820'• 2520 3360 , 1440 2700 '4090 1350 2530 4050 1290 24BO 3868 12DO • 23 90 7_1/2 • 1 4820 2040, 3120 4310 1530 2590 9770 1770 2340 1560 1560 2240 1410 1460 222 3180 170 1390 1450 00 2020 2150 1280 9380 3090 161 0 9840 2480 3380 1810 2180 3220 1750 2650 . 3730 2380 2330 2890 4390 2130 2720 4350 2D70 2670 4130 1960 •2560. 718 3780 2820 329Q .4800 1 '•. #60 3340.:4'18Q..6740 • 2780 3680 5330 2580 3380 5250 2520 . 3230 AND 2410 3000 1 be multiplied by all applicable adjustment factors (see Table 10.3.1). t rnat,,,t�Pd taternt design values (Z) for bolted connections sball .....� L_,� .AIA ..1.•x,..41, fr.'% 'f 41; nnn.si. r 3� �� !T i . , - � v �� r 71 'fin �7 c ar 1 lydemmdh to load values for other ccncrete strengths end embe imams can be calcuiated by Mean 6dempoie jDm Iq f - 2DDD psi 3.8 MP f' - 3DDD psi (2D.7 MPa) f' - 4OD0 psi (27.6 MPa) fl SDDD psi (41.4 MPa) --.]Y.. __ .. 'f�nsion _ _ ... S} . _..... Tension ----Shear-- Tension -Shear - T nsion Shear -- in _ (mm) _ )ii. M. .. Jb M - lb W 1b..(I M. 26D 595 320 3131) 732_5 470 1.1/8 04 7-6) 0.4) 0.7) (32) (21) 540 825 705. 1/42 675 805 (6.4) (51) (2.4) 675 (2.8) (3.0) (3.1) 805 810 (3-6) 685 76D Bi 0 (3.0) (3.6) (4.0) 3 (70 (� (3.8) (3.6) 805 8B0 870 1110 730 7345 950 1690 (2.7) . (3.9) (3.0) (4-9 02) .. (6-0) (42} (7S) 3/8 1285 1430 1515 ' 194D (B•� 2-1/2 (84) (6.7) 1570 (8.4) 15/0 (1.0) 1590 (B.B 1690 1620 1755 1885 2035 (/.0) (/.0) (/.1) (7.1) 3-102 • X89) •(72) (1.8) (8.4) (9.1) 2-1�4 1875 123D 213D ' 1450 9MR) 1620 2740 (57)1015 (` 1- (8.3) (54 (s•3) (6A) 00-6) V-9 (122) 1� .. 2655 02.7) 3A/214461975 (6.4) 3010 • (8.B) 3010 2510 3045 014 3045 1990 2250 411.2) '2985 (13.4) (134) 03.5) 4-3/4 021) (8.9) 00.0) 1650 2875 1755 3485 Ind 4095 2335 2-3/4 (l1)) • (7.3) 024 (7.8) {15.5) (8.3) 0821 00.4) 2455 '2900 334.1). 4395 4526 0 8 4 0M 004 4825 OR S)L 4525 04.9) 4825 08-5) 010.8) . 3480 (20.85 6) 38 (20.6) 4280 (20.6) 6260 &1/2. (140) (15.5) (17.3) (19.1). (27.8) 1550 .3145 1950 4260 2350 2610 (64 074 (B-7) 084 00.6) 01-31 ' 2510 3250 WD 4670 3/4 5645 5645 09.1) 43/4 (121) 01.2) 5535 04.51 5535 07.2) (25.1) (20.8) (25.1) 2930 {24.6) 3735 (24.6) '4530 5120 8 (21133) 03.0) 06.6) (20.2) 6080 3870 6770. 4610 480D 4-1/2 014)20 03.9) (27.0) (172) (30.1) (21).5) (21.4) 4400 6400 7200 7330 1 7470 7470 (25•4) 6 052) 09.6) 7470 (28.5) 7470 (32.D) (332) (32.6) (332) 5500 8000 9390 9380 (332) (33.2) 9 (229) (24.9) (35.6) (41.8) (41.8) 1 lydemmdh to load values for other ccncrete strengths end embe imams can be calcuiated by Mean 6dempoie jDm Iq Titan® screws are ah8 and 1/a° diameter masonry screws for attaching all types of components to concrete and masonry. Available in hex and phillips head designs in three colors. Use with appropriately sized Titen drill bits included with each box. Warning: Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, use these products in dry, Interior and non -corrosive environments only. Heat-treated carbon steel ® Zlnc plated with a baked on ceramic coating EM Florida FL 2355.1 Caution: Oversized holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load opacity. • Drill a hole in the base material using the appropriate diameter carbide drill bit as speclfled in the table. Drill the hole to the specified embedment depth plus IN to allow the thread tapping dust to settle and blow it clean using compressed air. Overhead installations need not be blown clean. Alternatively, drill the hole deep enough to accommodate embedment depth and dust from drilling and tapping. • Position fbcture, insert screw and tighten using drill and " Installation tool fitted with a hex socket or phillips bit. Preservative -treated wood applications: Suitable for use In non -ammonia formulations of CCA, ACQ-C, ACQ-D, CA -B, SB)/DOT and zinc borate. Use in dry, interior environments only. Use cautlon not to damage ceramic barrier coating during installation. Recommendations are based on testing and experience at time of publication and may change. Simpson Strong -Tie cannot provide estimates on service life of screws. Contact Simpson Strong -lie for additional information, Titen® Tension and Shear•Load Values In Normal -Weight Concrete Titen® Phillips flat head screw fPF) 9SIMPSOU T11W Hex head screw (H) Installation Sequence J v o• r o• mo'wP�a• . �o'p,c a• . i. mawmum anchor embedmentis 1'Jfs' (38.1 mm). 2. Concrete must be minimum 1.5 x embedmenL TWO Tension and Shear Load Values in Face Shell of Hallow and Grout -Filled CMU 'See page 10 for an expiarudlon of the load table Icons 1. The tabulated allowable loads are based on a safety factor of 5.0 for hmWatfons under the Wand IRC. Por insiallallon s underthe UBC use a safety tactor of 4.0 (multiply the tabulated allowable loads by 1.25). 2. See notes 1 and 2 ON& 164—•, refit: Bulk.packaging available for large -volume applications 15 W_ W, 11AA 0.% h ` q " • sa'7�1, "- -In$� %itiS6. f� ,l .}• * JS4- 3/ie s 1 2"/4 11/a 542 110 1,016 205 4.8 25.457w2 28.6 2.4) (0.5 4.5 0.9 'See page 10 for an expiarudlon of the load table Icons 1. The tabulated allowable loads are based on a safety factor of 5.0 for hmWatfons under the Wand IRC. Por insiallallon s underthe UBC use a safety tactor of 4.0 (multiply the tabulated allowable loads by 1.25). 2. See notes 1 and 2 ON& 164—•, refit: Bulk.packaging available for large -volume applications 15 W_ FASTENER DATA BASE Data for Wood Screws Size/Type = Gage 8 Wood is Southern Pine. Dia. =.164 in Pull out strength=163 Is Lateral Strength =106 lbs Pullout load is per inch of embedment. b' 7 MAR 2 7 2013 CANAL DERM Coastal Resources Section Natural Resources Regulation & Restoration f. Division (NRRRD) TH 86 t MOOM low moomt; v*ws\ MK L TO BE REME) r 00 28 —8" 19* -30 42'-1 VOTING C. CONC. SEAWALL M REMA% jr CONC. M AAEA NIJO SHOMrU VILLALGIGE �'�` r PL PL -00 L4NMe COC90— Ll 5.5' PADS' S' DAM PADS 70 TO M3" �'TroDAVIT 1 - MROVED M CuT Wm DATE VMM E C COIL. W-AWPU WAL ZONING LOT II&E4!TT LOT 12 0 M: BLOCK I EXISTING. =1 ZE 12 RUCTURAL :2 0 COPY .ECTRICAL j2.p-y m j EXISTING R E S 11,F) U\i C E N -UMBIKIG KI G LJ C-HANICAL f ! l BLDG, 7 l �� 1V V I PL 90.00' 18JECT To COMMANCE WITH ALL FEDERAL TE AND 0) wamramomomm Ap-TAJ- S EGAON V r PRELTUr R -.- TH STREEr NAmE, E 104 MAR 2 9 2013 DERM Coastal Resources S"-ec9le- -,-d sec Natural Resources Regulation & Re, wet �e,5 . q Division (NRRRD) ME EXISTING NAME Noel Franz DATE 1/31/13 OSCAR M P.E.DOW. DEMOUSHION 1039 N.E. 104 StreetrevPI —0 PLAN VIEW Miami Shores. R. 33138 F T2 IM FM R. 30M maim MO.'S I RECEIVED (',A'%'�IAL VVI )TH 86'± MAR 2 7 21.3 CANAL DERM Coastal Resources Section Natural Resources Regulajion & Restoration Division (NRRRD) 21'-8" 1 PROPMED 16.000 LB BOAT UFT 12 .S4) MING 10,`' '1 8--4. 21.5120MAM& WD PRES 0 A, - v V PL 90.00 C MEYLIj-11- ISTAL s TION A AAL� RY NA M Wh3 0. 41- DATE N.E. �104 TH STREEr MAR 2 9 2o13 DERM Coastal Natural Resou Resources sedon rces '& R Reguia�on Diosion (kRRRD) ell to'ai:" PROPOSED Mix WE OSCAR M. BERNIUDa. p.F- Dote: PLAN VIEW Noel Franz 1/31/13 DOCK AND 1039 N.E. 104 Street - --f V Pam BOAT UFT Miami Shores, Fl. 33138 3 8v J DOG( TO EXIM 70' OM SEAWALL LOT 11&E45FT LOT 12 0i BLOCK 1 s 0 EXI-,Tl\,d �0- Go :2 0 Ir 0 PESIDENICE N E] o a '2 W'D A Ir v V PL 90.00 C MEYLIj-11- ISTAL s TION A AAL� RY NA M Wh3 0. 41- DATE N.E. �104 TH STREEr MAR 2 9 2o13 DERM Coastal Natural Resou Resources sedon rces '& R Reguia�on Diosion (kRRRD) ell to'ai:" PROPOSED Mix WE OSCAR M. BERNIUDa. p.F- Dote: PLAN VIEW Noel Franz 1/31/13 DOCK AND 1039 N.E. 104 Street - --f V Pam BOAT UFT Miami Shores, Fl. 33138 3 NOV 0 7 2013 PROPOSED 560S.F. DOCK W/ 2'X6' COMPOSITE DECKING — SEE DETAIL PG5 Mount Bracket To Pil&tg, Use (2) 3/4' Stainkiss Steel or Galvanized Althread Through Bracket and Piling. FASTENING DETAIL BOATLIFT TO PILING 164" PROPOSED (4) PROPOSED 12' DIA. 2.5 16,000#/—CCA MARINE TREATED BOAT UFT OOD PILINGS (TYP.) EXISTING 15.5'rrO� LO g a'CONCRETE SEAWALL �t—---- -------- -- MHW i+ 2'-6"f -----— — — — — — — — — — — — — ML -H 4'-0"t , I I I I 101 C LFLOOR BOTTOM II I� PILINGS INSTALLATION I I I I PROCEDURE SHOULD BE CONDUCTED IN ACCORDANCE WITH FOOT STANDARD SPECIFICATION A455 SECTION -A N.T.S. TITLE NAME DATE OSCAR M. SERMUDEi P.E, P.E. Date: Noel Franz 9/30/13 Reg• Fla ' ;2 55141' SECTION VIEW A—A 1039 N.E. 104 Street REV PAGE Miami Shores, FI. 33138 1 4 OF 5 $,� I�`j q i3(�»•Jms-rte+ IVED MAR 2 7 2013 ^cRM Coastal Resources Section Resources Regula+ion & Restoration Division (NRRRD) Moffatt bvc@et To PSTng, rw i2Cah URI.W Amwww Steffi Vwwo Hradot =W filing. FASTENING DETAIL BOATLIFT TO PILING k � L� L�rraM r 1 �---- PM(;S TO BE .tMM— TO A MINIMUM DEM Li1 OF W OR REFUSAL. As NECESSARY M PROVE ADE"W c & STABM SECTION --A NX& ii I; Rl- mi MAR 2 9 2013 DERM Coastal Resources Section Natural Resources Regulation & Restoratic. Division (NRRRD) 7ITLE NAME DATE n"�UVWF94"V .E, P.E. Lite: SECTION Noel Franz 1/31/13VIEW A—A1039 N.E. 104 Street REV PAGEMiami Shores, Fl. 33138 4 aF ss71H„ rw vsno: R PROPOSED 5WS.F D= W/ DW" PROPOSED ED 4) PROPOS12" DIA. 2.5 SS T i, BOAT U F r WOOD PUM CFYP) EKIS1M 15.5'SEAM CONCRELE SEAWALL,-,2,—Opt --- _1 \�HNi — — — — — — — — — — --- 2'_6"f — —— — — — — — — — — — — — — — — ML�v a 4'—D't k � L� L�rraM r 1 �---- PM(;S TO BE .tMM— TO A MINIMUM DEM Li1 OF W OR REFUSAL. As NECESSARY M PROVE ADE"W c & STABM SECTION --A NX& ii I; Rl- mi MAR 2 9 2013 DERM Coastal Resources Section Natural Resources Regulation & Restoratic. Division (NRRRD) 7ITLE NAME DATE n"�UVWF94"V .E, P.E. Lite: SECTION Noel Franz 1/31/13VIEW A—A1039 N.E. 104 Street REV PAGEMiami Shores, Fl. 33138 4 aF ss71H„ rw vsno: R j, Elf -3" — 2"Xs" COMPOSITE DECKING TYP. DECKING FASTENED W/ (2) #1OX3" S.S. DECK SCREWS (TYP.) 2-W #2 GRADE P.T.WOOD SPACER WITH W/ Y4"X4" SS TAPCONS O 48" O/C 2—x8— #2 GRADE P.T.WOOD LEDGER WITH W/ Ys x 4- SS TAPCONS O 48" O/C 5"x5" STRUCTURAL ANGLE BRACKET' W/ Xi" SS BOLTS DUSTING (15.5'7 CONCRETE SEAWALL fi SECTION -B N.T.S. "t:(;EiVED MAR 2 7 203 DERM Coastal Resources Section Natural Rau tes Reputation & Restoration Derision (NRRRD) -2 x8" #2 GRADE P.T.WOOD STRINGER WITH 1(FA) 5/8" DIA. S.S. BOLTS. NUTS: AND WASHERS. (TYP.) ( 2 TA) PER PILE 2"x8" #2 GRADE /"WOOD CROSS MEMBER WITH (2 EA.) 5/8" DILL . SS. BOLT. NUTS. AND WASHERS (TYP.) 2-x8- #2 GRADE P.T.WOOD TOE— NAIL SS NAILS INSIDE STRINGERS TO CROSSMEMBER (TYP.) SPPROX M.H.W. 1PPROX M.L.W. PROPOSED 12" DIA. 2.5 CCA MARINE PILINGS TO BE EMBEDDED TO A MINIMUM DEPTH OF 8' OR REFUSAL AS NECESSARY TO PROVIDE ADEQUATE BEARING & STABILITY R Pr- ' trm" MAR 2 9 2013 ERM Coastal Resources Natura R Dios Regula`;on & on ihRRR�I TINLE NAME DME 8S td U 1;1.P E, P.E Date: SECTION Noel Franz 1/31/13 VIEW B—B 1039 N.E. 104 Street v PAGE . �- Miami Shores, n. 33138 5 O $ RM P- , 2'X6" COMPOSITE DECKING — TYP. DECKING FASTENED W/ (2) #10X3' S.S. DECK SCREWS (TYP. 2"x4" #2 GRADE P.T.WOOD- SPACER WITH W/ Y4 -X4" SS TAPCONS ® 48" 0/C 27x8" #2 GRADE P.T.WOOD - LEDGER WITH W/ Y4 x 4' SS TAPCONS ® 48' 0/C 5"x5" STRUCTURAL ANGLE - BRACKET W/ Y:" SS BOLTS EXISTING (15.5") CONCRETE SEAWALL 2"x8" #2 GRADE P.T.WOOD STRINGER WITH 1(EA.) 5/8" DIA. S.S. BOLTS. NUTS, AND WASHERS. (TYP.) ( 2 EA.) PER PILE 2'x8" #2 GRADE /-WOOD CROSS MEMBER WITH (2 EA.) 01 5/8' DIA. S.S. BOLT, NUTS, AND WASHERS (TYP.) 2'x8' #2 GRADE P.T.WOOD -TOE- NAIL SS NAILS INSIDE STRINGERS TO CROSSMEMBER (TYP.) APPROX M.H.W. APPROX M.L.W. PROPOSED 12" DIA. 2.5 CCA MARINE BOTTOM III II I I I PILINGS INSTALLATION LIAL PROCEDURE SHOULD BE CONDUCTED IN ACCORDANCE WITH FDOT STANDARD SPECIFICATION A455 SECTION -B N.T.S. TITLE NAME DATE RSSC.. BEERM!f 10. �1,P. , P.E. Fats; SECTION Noel Franz 9/30/13-v VIEW B—B 1039 N.E. 104 Street REV PAGE Miami Shores, FI. 33138 1 5 OF 5 DEC 2013 .n II II I� 8'-3" COMPOSITE DECKING PILINGS TO BE DRIVEN TYP. DECKING FASTENED W/ (2) TO 10 TON LOAD #10X3" S.S. DECK SCREWS (TYP. 7' 2"x8" #2 GRADE P.T.WOOD PROVIDE ADEQUATE STRINGER WITH l(Ek) 5/8" DIA. S.S. BOLTS, NUTS, AND WASHERS. (TYP.) 2"x4"2 GRADE P.T.WOOD (I SPACER WITH W/ Y4"X4" SS ( 2 EA.) PER PILE 2"x8" #2 GRADE TAPCONS ® 24" 0/C �r�-WOOD CROSS MEMBER WITH (2 EA.) 5/8 DIA. S.S. BOLT, NUTS, AND WASHERS (TYP.) 2"x8" #2 GRADE P.T.WOOD m 2"x8"2 GRADE P.T.WOOD LEDGER WITH W "NAILS WEDGE ANCHORS ® 36" 0Y:/L c0 T NSIDE�STRI SS 4"x12" DROP HANGER WITH I TO CROSSMEMBER (TYP.) (2) %" WEDGE ANCHORS M zAPPROX M.H.W. TO SEAWALL CAP — — — — — — io EXISTING (15.5' CONCRETE SEAWALL — — — — — — _V__ APPROX M.L.W. N -HX in Q PROPOSED 12" DIA. 2.5 CCA MARINE TREATED WOOD PILING 7' BERM BOTTOM II II I� PILINGS TO BE DRIVEN L�,L TO 10 TON LOAD AS NECESSARY TO PROVIDE ADEQUATE BEARING & STABILIIY SECTION -B N.T.S. TITS NAME DATE OSCAR17; ,BNERMU 141'P.E, PZ Date: SECTION Noel Franz 9/30/13 VIEW B—B 1039 N.E. 104 Street REV PAGE Miami Shores, FI. 33138 1 5 OF 5S 7niFM Fl..- -was ' W7. t HURRICANE BOAT LIFTS BEAMLESS VERICAL LIFTS ENGINEERING SPECIFICATIONS UHS flaunt To mns. GEAR or (2GaWa in tep AMwwd S newo Wft*et ow m" To Be 10' bdo 'pm sand Bottwn 0r $ kd+o TIN Rock Shnta raa- . a1113:�j «a a- . x r A B 4 120' 146 1 12.000 18 120` 148 10' OIA 16.000 l8 120 164 10 DIA .000 l8 120' 164 to DIA 24.000 LB 182' 188 12' DIA MAW LB 182" 186 12' DIA A CENTER -TO -CENTER B CENTER-TO-CENtER FILING SpACUNG 1 9 "1 A 5 R 7 A a lht She Standard Akenfiam Mdw Re**ed G" MAX mw Cap. I—Dxwn ( Bunk Gear Box (= S�3 ty Yo AAPS Post wd9M 1 pm" OF Stn Bond silo BOAT 9.000f (DOABLE 6 z4 x12'-6' 5/16W'iumH=gMg 1V Akwdmn 4 Each 3/4 N.P. 22W/30Ar •� PLO/ * s, • CASW -- 10 12^0 (DOUNEAke 8'x5xlr_r S/16'x30' f4' AkwAnum 4 Eedh / ILK 22�/� 2xt0' 4 PtiN:S/ * 9'�• Nou*v t0' DIG. 16.000% 10`x6"x14' S 16'x30' / t4'N ANM*= 4 Each t HA 110' rx10' 4 / * 11' CASM Aknr�tun i4 Nul�enm 10' Ola. (O0� 10'x6 x14 3/8•x30• 1 FLP. 22W/WA22W/WA�xfQ' 10/ �k III x16' PT Wood 24.000f3'x10 10 x6`x14' 5/14•3045' Akg W m 4 Eadi 22OV/50A 2x10' 4 Pt6+W * 13' 1 N.P. 12' WA. 30.000% 3'x10 x16' AkwMm 4 Eah 2x10' 4 Pt =1 (O,LE 12x77x16' 3/6'x45• Pr Wood 1 1/2 N.P. 22W/WA I * 13' CA" 9 12` 010. * CUSTOM WIDTH'S AVAILABLE STRUCTURAL ENGINEERING RgAEW M GRAVIiy AND WIND LOADS FOR IRS OONSTRt Oft HAVE BEEN CALWAT1 D AND TILE HURRICANE BOAT LIFTS MAN WWW FORM FWWMQ S1rSTW AND COMPONENTS AND CL40MG OF THIS BU LDM 3301 S.E. Slater Street DMGN DO COMPLY WnH THE FLORA BUILDING CODE 2010 Stuart, Florida 34997 we C -0j"° RE DaW. 706 S K Raw 1L. 31050 (772)-781-2556 SIM&K Fax (772)-•781-4854 /14/10 wavmmsueuFor To cialloe a ,Mrc HURRICANE BOAT LIFTS BEAMLESS VERICAL LIFTS ENGINEERING SPECIFICATIONS I SIDE FRONT Mount Bracket To Pmm Use (2) 3/$ M*dm Stall or Gahmdmd ANhread Through lbodwt and PHIng. Piling pwWavow To Be 10' hdo mm SmM Bottom Or 5' TM e: '� Q "U, ' P k A B Pg g1G RIMMMEM� 120.1 10" DIA 120.1 10• DIA 120' 164 40.0W 10' DIA 120. 184 16Y 1 10' DIA 12" DIA 182' 188 12• DIA A c—R-To-CENTER B ce-m-To-cmu PILING SPACING M Hurricane Marine Manufacturing and or B&B Engineers shall not be held liable in the installation and the attachment of whichNOV 0 7 2013 the hurricane products are attached to. Independent Contractor to Hurricane and or Home Owners are responsible for their own �`. engineering to attachment structures. 1 7 3 4 ..i 8 7 R A Lift �% Cable sizeStandard Aluminum um Motor Required Guide RMin. m— MAX BEAM Cap. i—Boom ( Bunk Gear Box (STAINLESS STEEL) Volts/ AMPS Post Height ensuOF Size snaL) Board Z:g BOAT 9.OW# (��B, 8'%4'x12'—B" 5 18"x30' /LE 14' Aluminum 4 Each 3/4 H.P. ��/�A 2x8'—e"4 PILINGS/ * 9'-8' Aluminum Housing 10" Dia. 12.000 8'%5'x12'-6" 5/16"x30' /4' Aluminum 4 Each 1 2 x10' 4 PILINGS/ * 9'-8° Aluminum Hou si%i ' 10" Dia. 18,000 ((DOUBLEABLE) 10"x8%14' 5/16"x30' 1 } All Alu n 4 1 H Rr "l 4` 2x10' 4 PILINGS/ r Ho i 9 r 10 Dia. 14'Aluminum Aluminum 20,000 10'x8 x14' 3/8""x30' 4 Each 1 H� ��/60A 2x10' 4 PILINGS/ * 11' CABLE) 3 x10%18' Housing 1 10" Dia. 24,000 Aluminum 4 Each 2x10' 4 PILINGS/ (TRIPLE 10'x8 X16' 5/16"x45' pT Wood Housing 1 H.P. 22OV/50A 12' Dia. * 13' CABLE) Carpeted 30,000 3 210x18' Aluminum 4 Each 2x10' 4 PILINGS/ CABLE 12"xix18' 3/8"x45' PT Wood Housing 1 1/2 N.P. 220V/60A12" Dia. * 13' * CUSTOM WIDTH'S AVAILABLE B&B Engineers, 706 S. 7th STREET FT. PIERCE, FLORIDA 34950 RO r M. No. udez. E. DATE' HURRICANE BOAT LIFTS STRUCTURAL ENGINEERING REVIEW eg'a 3301 S.E. Slater Street THE GRAVITY AND WIND LOADS FOR THIS CONSTRUCTION HAVE BEEN CALCULATED AND THE MAIN WIND FORCE RESISTING SYSTEM AND COMPONENTS AND CLADDING OF THIS BUILDING Stuart, Florida 34997 DESIGN TO WITHSTAND WIND LOADS ASSOCIATED WITH WIND SPEEDS OF 175 MPH (3 SEC. GUST) (772)-781-2556 WITHOUT A BOAT ON THE UFT PER ASCE 7-5 USING ABOVE GROUND SIGN METHOD, THE LIFn N STRUCTURE INCLUDING BOAT HAS BEEN DESIGN TO WITHSTAND WIND SPEED OF 90 MPH(3 SEC. GUST) Fax (772)-781-4854 OWNER RESPONSIBLE TO REMOVE BOAT FROM LIFT DURNING WINDSTORM EVENT IN EXCESS OF 90 MPH (3 SEC. GUST) DESIGN DOES COMPLY WITH THE FLORIDA BUILDING CODE 2010. 5582 N.W. 7th STREET SUITE 202 MIAMI, PLORID,4 3V26 ' vba 4�St RVEY No. 13-0000389-1 "' TELEPHONE: (305) 264-2660 � a Pururgors 3 n r. FAX: (305)1264-0229 DRAWN BY: LG. LAND SURVEYORS I SHEET No. 2 OF 2 BOUNDARY SURVEY SCALE c 1'= 20' BISCAYNE C A N A L (N.A.P.) FIP1/2' :. ',, BOAT ' LIFT 90.00' , SEA WALL 3.21 NO CAP RLP 1/2 NO CAP R9°5 3■' �`. % >;�. > ..., .,.��.. 6.23 + 600 6_53 COVE 6' W.F. JI ' 6.96 NC 42.10' ,.., . O + SURVEYOR'S NOTE: j r There may be Easements recorded in the Public Records not shown on this Survey. The purpose of this Survey is for use in obtaining Title Insurance and Financing and should not be used for Construction purposes. GARAGE = 6.65' N •;, f LOT -12 F.F.E =8.75' I 0.39CL BLOCK -1 ONE STORY LOT -11 RES. # 10�9 ! ° ' 15.21' BLOCK -1 22.80'JO ?`v c s 4' C.L.F. Oa 6.60 LOT- 12 a ON PL BLOCK -1 LOT -11 7 I BLOCK -1 + N 6.70 U 26. 0' o 6.39 f, a 9. 8' 21.40' 17.60' 6.70 6.29 650 x 6.25 � 6.28 N t F ^ 6.00j I 900 122.33' 900010.. P.C. F.LP 1/2' RLP 1/2' NO CAP r y ;`' �iX W.M. (A"W: F.I.P 1/2' NO CAP } 3 ',r 90.00' �c Rk">'lsi�21�[.<`U. W.M. NO CAP 15' PWY c IRA I SURVEYOR'S NOTE: j r There may be Easements recorded in the Public Records not shown on this Survey. The purpose of this Survey is for use in obtaining Title Insurance and Financing and should not be used for Construction purposes. 5882 N.W. 7TH STREET, SUITE 202 TELE FL 33128 Nova Surveyors, Inc suRv!EYN X13-0000389-1 TELEPHONE: (305) 2842880 FAX: (305) 2840229 , DRAWN BY: LAND SURVEYORS SHtETNO 1 OF. 2' SURVEY OF LOT 11 & E45FT LOT 12, BLOCK 1, OF EVENINGSIDE, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 44, PAGE 53, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: 1039 NE 104 ST, MIAMI SHORES, FL 33138 FOR: NOEL FRANZ LOCATION SKETCH Scale 1" = NT.S. %YaF o pe..h of /Kia p/of. -r �.._..... __......... .— ................- ----7- (_...._ - A / S� __ .........__—_._... _.......— -- _._....._...�_ A.K. O.L. /.� ...a• ds--.__ r __i SUBJECT N A = ARC FNIP. - FEDERAL NATIONAL INSURANCE RAD. - RADIUS OF RADIAL C em � i IN.&EG. = INGRESS AND EGRESS OC N 2� R.O.E. = ROOF OVERHANG AIS = ALUMINIUM SHED LF.E. - LOWEST FLOOR ELEVATION EASEMENT B9 • /4eb' w.. 280.me @�N. ". A7.47 .n-44 SUBJECT N A = ARC FNIP. - FEDERAL NATIONAL INSURANCE RAD. - RADIUS OF RADIAL A/C = AIR CONDITIONER PAD PROGRAM RGE. - RANGE i IN.&EG. = INGRESS AND EGRESS R.P. - RADIUS POINT AIR =ALUMINIUM ROOF EASEMENT R.O.E. = ROOF OVERHANG AIS = ALUMINIUM SHED LF.E. - LOWEST FLOOR ELEVATION EASEMENT ASPH. = ASPHALT L.M.E. = LAKE MAINTENANCE EASEMENT NV R = RIGHT-OF-WAY B.C. = BLOCK CORNER 7 6 8 T S.I.P. = SET IRON PIPE LB. 116044 B.M. = BENCH MARK MIH - MANHOLE SWK - SIDEWALK B.O.B. = BASIS OF BEARINGS 2 T - TANGENT IA NGVD = NATIONAL GEODETIC VERTICAL TWP = TOWNSHIP C.B. = CATCH BASIN DATUM U.E. - UTILITY EASEMENT C.B.W. =CONCRETE BLOCK WALL N.T.S. - NOT TO SCALE U.P. = UTILITY POLE CH =CHORD O.H.L. = OVERHEAD UTILITY LINES W.M. = WATER METER SUBJECT ABBREVIATION AND MEANING N A = ARC FNIP. - FEDERAL NATIONAL INSURANCE RAD. - RADIUS OF RADIAL A/C = AIR CONDITIONER PAD PROGRAM RGE. - RANGE N �V� IN.&EG. = INGRESS AND EGRESS R.P. - RADIUS POINT AIR =ALUMINIUM ROOF EASEMENT R.O.E. = ROOF OVERHANG AIS = ALUMINIUM SHED LF.E. - LOWEST FLOOR ELEVATION EASEMENT ASPH. = ASPHALT L.M.E. = LAKE MAINTENANCE EASEMENT NV R = RIGHT-OF-WAY B.C. = BLOCK CORNER 7 6 8 T S.I.P. = SET IRON PIPE LB. 116044 B.M. = BENCH MARK MIH - MANHOLE SWK - SIDEWALK B.O.B. = BASIS OF BEARINGS 2 T - TANGENT IA NGVD = NATIONAL GEODETIC VERTICAL TWP = TOWNSHIP C.B. = CATCH BASIN DATUM U.E. - UTILITY EASEMENT C.B.W. =CONCRETE BLOCK WALL N.T.S. - NOT TO SCALE U.P. = UTILITY POLE CH =CHORD O.H.L. = OVERHEAD UTILITY LINES W.M. = WATER METER CH.B. =CHORD BEARING O.R.B. = OFFICIAL RECORD BOOK W.R. = WOOD ROOF CL =CLEAR ABBREVIATION AND MEANING N A = ARC FNIP. - FEDERAL NATIONAL INSURANCE RAD. - RADIUS OF RADIAL A/C = AIR CONDITIONER PAD PROGRAM RGE. - RANGE A.E. =ANCHOR EASEMENT IN.&EG. = INGRESS AND EGRESS R.P. - RADIUS POINT AIR =ALUMINIUM ROOF EASEMENT R.O.E. = ROOF OVERHANG AIS = ALUMINIUM SHED LF.E. - LOWEST FLOOR ELEVATION EASEMENT ASPH. = ASPHALT L.M.E. = LAKE MAINTENANCE EASEMENT NV R = RIGHT-OF-WAY B.C. = BLOCK CORNER L.P. = LIGHT POLE SEC. = SECTION B.C.R. = BROWARD COUNTY RECORDS M. - MEASURED DISTANCE S.I.P. = SET IRON PIPE LB. 116044 B.M. = BENCH MARK MIH - MANHOLE SWK - SIDEWALK B.O.B. = BASIS OF BEARINGS N.A.P. - NOT A PART OF T - TANGENT C :CALCULATED NGVD = NATIONAL GEODETIC VERTICAL TWP = TOWNSHIP C.B. = CATCH BASIN DATUM U.E. - UTILITY EASEMENT C.B.W. =CONCRETE BLOCK WALL N.T.S. - NOT TO SCALE U.P. = UTILITY POLE CH =CHORD O.H.L. = OVERHEAD UTILITY LINES W.M. = WATER METER CH.B. =CHORD BEARING O.R.B. = OFFICIAL RECORD BOOK W.R. = WOOD ROOF CL =CLEAR 0/8 = OFFSET W.S. = WOOD SHED C.LF. = CHAIN LINK FENCE OVH. = OVERHANG C.M.E. = CANAL MAINTENANCE P.B. - PLAT BOOK _ANGLE EASEMENTS P.C. - POINT OF CURVE A =CENTRAL ANGLE CONC. = CONCRETE P.C.C. = POINT OF COMPOUND CURVE C.P. = CONCRETE PORCH PL -PLANTER g =CENTER LINE C.S. = CONCRETE SLAB P.L.S. = PROFESSIONAL LAND MONUMENT LINE D.E. = DRAINAGE EASEMENT SURVEYOR D.M.E. = DRAINAGE MAINTENANCE P.O.B.. - POINT OF BEGINNING EASEMENTS P.O.C.. = POINT OF COMMENCEMENT DRIVE = DRIVEWAY P.P. - POWER POLE ENCR = ENCROACHMENT P.P.S.. = POOL PUMP SLAB E.T.P. = ELECTRIC TRANSFORMER PAD P.R.C. = POINT OF REVERSE CURVE F.F.E. - FINISHED FLOOR ELEVATION PRM = PERMANENT REFERENCE F.H. = FIRE HYDRANT MONUMENT F.I.P. - FOUND IRON PIPE PT. - POINT OF TANGENCY F.I.R. - FOUND IRON ROD PVMT. = PAVEMENT F.N. = FOUND NAIL PWY = PARKWAY F.N.D. = FOUND NAIL & DISK R. = RECORD DISTANCE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY ("SURVEY"): THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. - THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING, AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD, AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND / OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND / OR NOT TO SCALE EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS OTHERWISE SHOWN. THE TERM "ENCROACHMENT' MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS, AND THEY WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES !FI MEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION BELOW. THE LOCAL F.E.MA AGENT SHOULD BE CONTACTED FOR VERIFICATION. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: AE COMMUNITY/PANEUSUFFIX: 120882 0308 L DATE OF FIRM: 09/11/2009 BASE FLOOD ELEVATION: 8 FT. CERTIFIED TO: NOEL FRANZ LEGEND TYPICAL —011- OVERHEAD UTILITY LINES 2= C.B.S. -WALL (CBM -x-to- C.L.F. = CHAIN LINK FENCE -0-0- I.F. = IRON FENCE -e~., W.F. - WOOD FENCE ■ 0.00 - EXISTING ELEVATIONS SURVEYOWS;NOTES 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, THEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. 2) THIS IS A SPECIFIC PURPOSE SURVEY. 3) THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 4) IF SHOWN, ELEVATIONS ARE REFERRED TO MIAM4DADE COUNTY. BM# ELEV. FEET OF N.G.V.D. OF 1929. I HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61 G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. ?1 / BY: 63—mumm TOM PROFESSIONAL LAND SURVEYOR NO. 6437 STATE OF FLORIDA (VAUD COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). REVISED ON: REVISED ON: N �pT G. I& � 1 }QOu�RTIFI�A� i NO.8437 ♦ W E r a � STATE��f '� �i''••.'�toRloP.� i 9GLr vS�Q` y `�qNO BUN`% O SURVEYOR'S SEAL 3 1 REPORT OF GEOTECHNICAL EXPLORATION 1 NEW DOCK/BOATLIFT 1039 NE 104TH STREET ' MIAMI SHORES, FLORIDA 33138 FOR 1 1 1 1 1 Nutting Im tnuineers ' of Florida Inc. I Established 1967 Your Project is Our Commitment 1 SEPTEMBER 2013 Geotechnical & Construction Materials Engineering, Testing & Inspection Environmental Services Offices throughout the state of Florida www.nuttingengineers.com info@nuttingengineers.com MR. NOEL FRANZ 1039 NE 104TH ST. 1 NIIANII SHORES, FLORIDA 33138 PREPARED BY 1 NUTTING ENGINEERS OF FLORIDA, INC. 2051 NW 112TH AVE, SUITE 126 ' M[AMI, FLORIDA 33072 ORDER NO. 1715.1 1 1 1 1 Nutting Im tnuineers ' of Florida Inc. I Established 1967 Your Project is Our Commitment 1 SEPTEMBER 2013 Geotechnical & Construction Materials Engineering, Testing & Inspection Environmental Services Offices throughout the state of Florida www.nuttingengineers.com info@nuttingengineers.com J 1 Nutting Aglineva""rs of Florida Inc. I Established 1967 Your Project is Our Commitment Ln aU u September 26, 2013 i aJ Mr. Noel Franz 1039 NE 104" St. Miami Shores, Florida 33138 C Phone: (305) 494-5747 0 Email: adbonosa@aol.com C LU — Subject: Report of Geotechnical Exploration Ln 0 New Dock/Boatlift 1039 NE 104th Street U 0- Miami Shores, Florida 33138 c -0 Dear Mr. Franz: 2051 N.W.112th Avenue, Suite 126 Miami, Florida 33172 305-557-3083 Toll Free: 877 -NUTTING (688-8464) Fax: 305-8248827 Broward 954-941-8700 Palm Beach 561-736-4900 St. Lucie 772-408-1050 www.nuttingengineers.com ra 0' Nutting Engineers of Florida, Inc. (NE), has performed a Geotechnical Exploration for the new tn dock & boat lift at the above referenced site in Miami -Dade County, Florida. This exploration was performed in accordance with the written authorization to proceed provided by you, signed September 18, 2013. The purpose was to obtain information regarding subsurface conditions at v specific test locations in order to provide opinions regarding foundation support of the proposed construction. This report presents our findings and a brief geotechnical report based upon the information examined at the time of this evaluation. LU Ln PROJECT INFORMATION Based on our conversations with you, we understand that plans call for the construction of a new dock and boat lift structure at the above referenced property. You have estimated that the depth 0 of the water at the location of the proposed dock is approximately 8 feet. Furthermore it is our understanding that you intend to support the new dock using timber piles. Other types of piles are available with associated cost/benefits. We are available for discussions in this regard with you C: and the piling contractor. 0 U NE should be notified in writing by the client of any changes in the proposed construction along with a request to amend our foundation analysis and/or recommendations within this report as U annrnnriate_ c U +-I 0 ai R OFFICES Palm Beach Miami -Dade St. Lucie GENERAL SUBSURFACE CONDITIONS I Subsurface Exploration NUTTING ENGINEERS OF FLORIDA, INC. performed one Standard Penetration Test (SPT) boring ' (ASTM D-1586) to a depth of 13 feet below land surface. The test boring was performed on the land adjacent to the proposed dock location. The location of the test boring is indicated on the Test Boring Location Plan presented in the Appendix of this report. The boring location was ' identified in the field using approximate methods; namely, a measuring wheel and available surface controls. As such the soil boring location should be considered to be approximate. Test Boring Results ' In general, the test boring revealed topsoil to a depth of approximately 1 foot below grade followed by quartz fine sand and limestone fragments to approximately 2 feet. Silt was observed below this depth to 4 feet, whereupon medium dense quartz fine sand was observed to ' approximately 5 feet. Soft to medium hard limestone was then found below this layer to approximately 13 feet, the maximum depth explored. ' One of the most important characteristics of the limestone formation encountered in this area is the degree of solution. The limestone is often times solufied and filled with unconsolidated sand or silt forming pockets during the geologic past. A detailed description of the soil/rock interlayering is given on the test boring log in the Appendix. Groundwater Information The immediate groundwater level was measured at the borings location at the time of drilling. The groundwater level was encountered at a depth of approximately 5 feet below ground surface. Please review the paragraphs presented below regarding water table information and accuracy. The immediate depth to groundwater measurements presented in this report may not provide a reliable indication of stabilized or longer term depth to groundwater at this site. Water table elevations can vary dramatically with time through rainfall, droughts, storm events, flood control activities, nearby surface water bodies, tidal activity, pumping and many other factors. For these reasons, this immediate depth to water data should not be relied upon alone for project design considerations. .. .., MM . 3 1 Further information regarding stabilized groundwater elevations at the site could be developed ' upon specific request. Additional evaluation might include monitoring of peizomenters, survey of the project area for evidence of current groundwater elevation influences such as wellfields, obvious construction dewatering, tidal activity, flood control canals and other surface water ' bodies. ANALYSIS AND RECOMMENDATIONS ' We understand that timber piles are the preferred foundation alternative for the project. Therefore, we have presented recommendation for said piles. If other alternatives are desired, we are available ' for discussions with the design team to evaluate other pile systems. ' Treated driven timber piles are a widely used and proven foundation system in South Florida.. Because of the dense subsoil conditions found at some of the boring locations, it is our opinion that driving of the piles to the recommended depths may be difficult, and induce high driving stresses ' which could potentially damage the piles. However, these concerns of driving through dense soils can be minimized through the use of pre -drilled pile holes or jetting to achieve the recommended penetration. Design criteria and parameters for this foundation are provided as follows. Note that design scour elevation has not been provided at this time, therefore, scour has not been considered in our analyses. FOUNDATION DESIGN RECOMMENDATIONS Treated Timber Piles Estimated design depths and capacities are presented below. The pile should penetrate at least into the limestone formation. Pile Tip Diameter in Tip Elevation (ft), Allowable Axial Capacity ton 8 -12 20 12 -12 25 I Using an assumed water table elevation of approximately +1.0 NGVD Nutting of Florida Inc I Established 1967 0 CONSTRUCTION RECOMMENDATIONS Pile installation procedure should be conducted in accordance with the FDOT standard specification A455. Pile driving should be as continuous an operation as possible. During pile installation, the contractor should exercise caution as not to overstress the piles. Piles shall not be driven beyond practical refusal (as defined in the FDOT Standard Specifications) to meet the bearing requirements. Penetration aids such as preformed pile holes will be required when piles cannot be driven to the required penetration without reaching practical refusal. Some variations in length should be expected due to normal variations in soil conditions. The Wave Equation Analyses should be performed to evaluate the drivability of the piles in the type of subsurface conditions encountered at this site. Pile Installation The FDOT Standard Specifications Section A455 shall be used as a guideline for pile driving ' requirements. In addition, the following items emphasize concerns that the structural engineer may need to consider in preparing the construction plans. 1. A Wave Equation Analyses (WEA) should be performed to assess the drivability of the timber piles in the type of subsurface conditions encountered at the site, for the contractor's proposed hammer, hammer cushion, pile cushion. In addition, the results of the WEA should be used to predict the driving tensile and compressive stresses developed in the pile and estimate the delivered energy for assessing hammer performance during pile driving operations. 2. Pile spacing center to center shall be at least (3) times the least width of the pile. 3. The FDOT specifications should be used as a guideline for hammer selection. In addition, the hammer should be capable of driving the pile to 3.0 times the design load in less than 120 blows per foot material without overstressing the pile in tension or compression. Allowable compression and tension capacity within the pile section during driving can be assessed according to FDOT Standard Specification Section A455. At all times, the hammer should be operated at the chamber pressure, speed, etc. recommended by the manufacturer. Nutting of Florida Inch Established 1967 5 1 4. During pile installation, the contractor should exercise caution as not to overstress the ' piles. Piles shall not be driven beyond practical refusal (as defined in the FDOT Standard Specifications) to meet the bearing requirements. Penetration aids such as preformed pile holes will be required when piles cannot be driven to the required penetration without ' reaching practical refusal. We recommend that jetting should not be allowed as a method of predrilling. Some variations in length should be expected due to normal variations in soil conditions. ' 5. The contractor should exercise caution in pile driving so that the effects of heave are minimized. Careful monitoring by the contractor for possible heave during driving should I be exercised. All piles that heave 1/a inch or more should be re -driven unless otherwise instructed by the Geotechnical Engineer. I6. Driven piles should be monitored during installation for penetration, blow counts during driving, and hammer action. 1 7. We recommend that the piles be provided with an appropriate pile top cushion consisting of a minimum thickness of 6 inches of soft wood during driving in order to minimise pile top damage. This cushion should be changed frequently since it becomes compressed and ' hardened under repeated use. ' GENERAL INFORMATION Our client for this geotechnical evaluation was: ' Mr. Noel Franz 1039 NE 104th St. ' Miami Shores, Florida 33138 The contents of this report are for the exclusive use of the client and the City of Miami Shores ' Village for the purpose of the design build package. Information conveyed in this report shall not be used or relied upon by other parties or for other projects without the expressed written consent of Nutting Engineers of Florida, Inc. This report discusses geotechnical considerations for this ' site based upon observed conditions and our understanding of proposed construction for foundation support. Environmental issues including (but not limited to), soil and/or groundwater contamination, methane are beyond our scope of service for this project. As such, this report ' should not be used or relied upon for evaluation of environmental issues. If conditions are encountered which are not consistent with the findings presented in this report, ' or if proposed construction is moved from the location investigated, this office shall be notified immediately so that the condition or change can be evaluated and appropriate action taken. 1 13 Nutting g=— FE :ngineers of Florida Inc. I Established 1967 6 1 1 The pile installation may cause vibrations that could be felt by persons within nearby buildings ' and could potentially induce structural settlements. Additionally, preexisting settlements may exist within these structures that could be construed to have been caused or worsened by the proposed vibratory compaction after the fact. Pre- and post conditions surveys of these structures ' along with the vibration monitoring during piling installation could be performed to better evaluate this concern. The contractor should exercise due care during the performance of the piling operations with due consideration of potential impacts on existing structures. If potential vibrations and impacts are not considered tolerable, then alternate foundation modification techniques should be considered. Nutting Engineers of Florida, Inc. shall bear no liability for the implementation of recommended inspection and testing services as described in this report if implemented by others. Nutting has ' no ability to verify the completeness, accuracy or proper technique of such procedures if performed by others. ' The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been presented after being prepared in accordance with general accepted professional practice in the field of foundation engineering, soil mechanics ' and engineering geology. No other warranties are implied or expressed. ' We appreciate the opportunity to provide these services for you. If we can be of any further assistance, or if you need additional information, please feel free to contact us. ' Sincerely, NUTTING ENGINEE "OF LORIDA, INC. Pau a edge, E. #68 48 aures J. Flalg, P.E. Senior Engineer Principal/Chief Engineer Appendix: Boring Location Plan Test Boring Log Limitations of Liability Soil Classification Criteria Nutting Eng-InDerS le= of Florida Inc I Established 1967 ,6-,: l •-jo .r.1 .sY 'A 1i ■ lax �.�,.<u.,�...K«,..,�....•-p�--_ ...«.._......,,.,..,a.,,..: .,,,.v.�...,.SNE.,1.Ohth.St_......�.�:.,.....�.....w.....:.r r: 0206 GoOpm jj 1995 25°52'15.53" N 80' 1'1 'elev - 5 tt eye I BORING NUMBER B-1 E E��uing Boynton BeachD, FLe33426 ngineers Telephone: 561-736-4900 PAGE 1 OF 1 �� Fax: 561-737-9975 Y°"`P'°�"�OurC°""'�"�` PROJECT NUMBER 1715.1 CLIENT Noel Franz PROJECT NAME New Dock PROJECT LOCATION 1039 NE 104 Street, Miami Shores, FL 33138 DATE STARTED 9/23/13 COMPLETED 9/23/13 SURFACE ELEVATION REFERENCE Same as road crown DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS: LOGGED BY R. Dowatsky CHECKED BY C. Gworek VAT TIME OF DRILLING 5.0 ft ft APPROXIMATE LOCATION OF BORING As located on site elan W A SPT N VALUE A 10 20 30 40 PL _ A 20 40 60 80 w 0-O MATERIAL DESCRIPTION W Blows 0 z ❑ FINES CONTENT (q�o) ❑ g z 0 to 20 40 60 80 TOPSOIL - Dk. gray quartz fine SAND AU 1 Brown quartz fine SAND and LIMESTONE FRAGMENTS Brown SILT AU Dk. brown SILT 2 Brown quartz fine SAND 5 SS 3 2-4-6-6 10 Tan LIMESTONE, some quartz fine sand SS 4 10-12.5-22 17 A SS 5 9-18-15-23 33 : A 10 s s SS 6 18-17.25-40 42 :A Bottom of hole at 13.0 feet. i i i i S i i 7 7 U Disclaimer Nutting Engineers of Florida Inc accepts no liability for the consequences of the independent interpretation of drilling logs by others. LIMITATIONS OF LIABLILITY `iAil1—:1W M�� We warranty that the services performed by Nutting Engineers of Florida, Inc. are conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession in our area currently practicing under similar conditions at the time our services were performed. No other warranties, expressed or implied, are made. While the services of Nutting Engineers of Florida, Inc. are a valuable and integral part of the design and construction teams, we do not warrant, guarantee or insure the quality, completeness, or satisfactory performance of designs, construction plans, specifications we have not prepared, nor the ultimate performance of building site materials or assembly/construction. SUBSURFACE EXPLORATION Subsurface exploration is normally accomplished by test borings; test pits are sometimes employed. The method of determining the boring location and the surface elevation at the boring is noted in the report. This information is represented in the soil boring logs and/or a drawing. The location and elevation of the borings should be considered accurate only to the degree inherent with the method used and may be approximate. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata as encountered and immediate depth to water data. The log represents conditions recorded specifically at the location where and when the boring was made. Site conditions may vary through time as will subsurface conditions. The boundaries between different soil strata as encountered are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling, nature and consistency of the respective strata. Substantial variation between soil borings may commonly exist in subsurface conditions. Water level readings are made at the time and under conditions stated on the boring logs. Water levels change with time, precipitation, canal level, local well drawdown and other factors. Water level data provided on soil boring logs shall not be relied upon for groundwater based design or construction considerations. LABORATORY AND FIELD TESTS Tests are performed in general accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test boring report indicates the measurements and data developed at each specific test location. Nutting Engineers di Your PrOJect is Our Comn1ftM8 rt ANALYSIS AND RECOMMENDATIONS The geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it shall not be utilized to determine the cost of construction nor to stand alone as a construction specification. Contractors shall verify subsurface conditions as may be appropriate prior to undertaking subsurface work. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations commonly exist between boring locations. Such variations may not become evident until construction. Test pits sometimes provide valuable supplemental information that derived from soil borings. If variations are then noted, the geotechnical engineer shall be contacted in writing immediately so that field conditions can be examined and recommendations revised if necessary. The geotechnical report states our understanding as to the location, dimensions and structural features proposed for the site. Any significant changes of the site improvements or site conditions must be communicated in writing to the geotechnical engineer immediately so that the geotechnical analysis, conclusions, and recommendations can be reviewed and appropriately adjusted as necessary. CONSTRUCTION OBSERVATION Construction observation and testing is an important element of geotechnical services. The geotechnical engineer's field representative (G.E.F.R.) is the "owner's representative" observing the work of the contractor, performing tests and reporting data from such tests and observations. The geotechnical engineer's field representative does not direct the contractor's construction means, methods, operations or personnel. The G.E.F.R. does not interfere with the relationship between the owner and the contractor and, except as an observer, does not become a substitute owner on site. The G.E.F.R. is responsible for his/her safety, but has no responsibility for the safety of other personnel at the site. The G.E.F.R. is an important member of a team whose responsibility is to observe and test the work being done and report to the owner whether that work is being carried out in general conformance with the plans and specifications. The enclosed report may be relied upon solely by the named client. y SOIL AND ROCK CLASSIFICATION CRITERIA SAND/SILT N -VALUE (bpf) RELATIVE DENSITY 0-4 Very Loose 5-10 Loose 11-29 Medium 30-49 Dense >50 Very dense 100 Refusal ROCK CLAY/SILTY CLAY N -VALUE (bpi) UNCONFINED COMP. STRENGTH (tsf) CONSISTENCY <2 <0.25 v. Soft 2-4 0.25-0.50 Soft 5-8 0.50 —1.00 Medium 9-15 1.00-2.00 Soft 16-30 2.00-4.00 v. Stiff >30 >4.00 Hard N -VALUE (bpf) RELATIVE HARDNESS ROCK,CHARACTERISTICS N> 100 Hard to v. hard Local rock formations vary in hardness from soft to very hard within short verti- cal and horizontal distances and often contain vertical solution holes of 3 to 36 • inch diameter to varying depths and horizontal solution features. Rock may be brittle to split spoon impact, but more resistant to excavation. 25< N < 100 Medium hard to hard — — 5<N<25 Soft to medium hard PARTICLE SIZE Boulder >12 in. Cobble 3 to 12 in. Gravel 4.76 mm to 3 in. Sand 0.074 mm to 4.76 mm Silt 0.005 mm to 0.074 mm Clay <0.005 mm DESCRIPTION MODIFIERS 0-5% Slight trace 6-10% Trace 11-20% Little 21-35% Some >35% And Major Divisions Symbolls Typical names Laboratory classification criteria " m GW ✓ell graded gavels, gravel -sand -8 t2 is z Ca = D60 greater thin 4;C, _ (D'o) betiveenl and 3 9— > +'� m mixtures, little or no fines m D10 DtoxD6o J9 n .9 0& 9.2 GP Poorly graded gravels, gravel -sand mixtures, little or no floes 64 L m a Not meeting all gradation requirements for GW a G 91 � o N d a 0 Z (7 = c -5�5 - » a 5 5 r ° gg H yi m s .a d GW* Silty gravels, grovel -sand -silt mixtures Atterberg limits below "A" line P.I. lea than 4 Above 'A" line with P.I. i �§ ' o u or between 4 and 7 are border- m line cases requiring use of a > a E Clayey ravels, ravel -sand -do Y Y B g Y ,� o' m m O Atterberg Itmfts above 'A" dual symbols. o� o mixtures u = m 3 line with PI greater than 7 '�? SW Well- roded sands, ravel) sands, g gravelly little fines D )z --� C— 6o eater than 6; C= X30 beriveen 1 and 3 a 4= Q o g 00. f 'g o m o m 3 € or no g r Dto DIoxD6o 4 U.9 O SP Poorly graded sands, gravelly -6 o m Not meeting all requiremems for SW g 'r tl sands, little or no fines o 0 a gradation 6 m1.2-1 a: „ SMS Silty sands, sand -silt mixtures c Atterberg limits below "A' line or P.I. lea than 4 Limits plotting in hatched zone _ u � m o � with P.I. between 4 and 7 are Atterberg limits above "A' m T a � i g o oof dualiSy tees requiring use g D SC Clayey sands, sand -day mixtures a — m line with P.I. more than 7 inorganic slits and very fine sands, o ML rods flour, silty or clayey fine sands n or clayey silts with slight plasticity 60 5L Inorganic days of low to medium av 'gp 50 CL plastidty, gravelly days, sandy, days, silty days, lean days CH 3 COL N Vg Organic sifts and organic silty days K 40 of low plasticity 30 ej Inorganic slits, micaceous or diatoma- OH MH B o — MH ceous fine sandy or silty soils, elastic P� 20 m aIle � a ti@ O. CH Inorganic days or high plasticity, fat gm 'Q t 10 0 B m days w E o ML OL O. -ML •. ON Organic days of medium to high 0 i o 20 30 40 50 60 70 80 90 100 m A plasticity, organic silts Liquid Lin* P : PT Peand other highly organic anic solls at 9 Plasticity Chart �m `o 14 3a ringinders d Hmide Nr.1 B.Wd 4,967 Y_pn,'eab am•[mnmfm,mt