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DOCK-14-2245 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-244166 Permit Number: DOCK-10-14-2245 Scheduled Inspection Date: November 05, 2015 Permit Type: Dock Inspector: Rodriguez,Jorge Inspection Type: Final Owner: LESTRADE SFARA,VERONIQUE Work Classification: New Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Phone Number (305)799-2006 Parcel Number 1122320280090 Project: <NONE> Contractor: ZANE R HENLEY LLC Phone: (954)788-6672 Building Department Comments NEW DECK AND BOAT LIFT Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-240793. CREATED AS REINSPECTION FOR INSP-221519. Missing final from derm Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. November 04,2015 For Inspections please call: (305)762-4949 Page 7 of 35 LEAF ENGINEERING PILE LOG NEW DOCK PILING 1080 NE 1051" Street Miami Shores, Florida Sheets 1 - 2 May 22, 2015 No. 71519 r'- = LEANDRO FERNANDEZ, P.E. � STATE OF FL PE# 71519 ®'etc.` L OR 9D e:••ec'e� LEAF ENGINEERING //O o o CA#29777 LEAF ENGINEERING 85 NW 86T" STREET , MIAMI , FLORIDA 33150 786.390.7493 LEAF@LEAFENG INEERING.NET t Dock and Marine Construction 752 N.E. 79th Street Miami FI 33138 305-751-9911 305-759-9951 Vile Driviner Rerard Name Of Project: Lastrade-Sfara Residence Date: 05/21/2015 Address: 1080 NE 1051 Street Drawin #:MISC Hammer Wei t:40001bs. Recorded By: Glen Larson Building Permit Number: DOCK14-2245 Piling Piling Diameter Piling Number of Penetration Remarks number Length Blows last 3 inches 1 12 x 12 30 13 13' All holes pro CCA punched 2 12 x 12 30 12 14' (Piling driven into CCA 3 12 x 12 30 12 14' Hard rock bottom CCA 4 12 x 12 30 13 14' CCA 5 12 x 12 35 12 F CCA 6 12 x 12 35 13 CCA 7 12 x 12 35 12 CCA 5 12 x 12 35 12 14 CCA (III c JV �% j, o: SrAre Op V ®g ONA L VA Ca\ y® Z�- • a � a 9 a - 3'. a a > ! Fl ED a s a a a a i i P*;L PAW MI, > a ! s 14 a a > > gulate 4=U* _o a a > > source DlvLclonsw7/rxceon7Saiuuw.>r.aas is a a a a stPEIICdI�&" ail y,- a a a a - a a a a > a > a Paas S&L i a a > ! a a s ! 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FINAL APPROVAL DE—SFARA RESIDENCE G-1 SITE PLAN LOCATION NAME SEA ALL DECK DESIGREM IVED G-2 GENERAL NOTES 43 "£ -- A-1 PLAN VIEW :)ATE �� as I C U ETCH .> �. ._ OJECT LOCATION 1080 NE 105tH STREET SEP 2 6 2014 E N G I N E S RI N G E-1 ELECTRICAL LAYOUT 10525 SW 7TrH COURT,MTAML FL 33156 n f+' MIAMI SHORES FL 33138 Demartme:*of Regulatory w (78053-3056L�II03-59 S-1 SECTION VIEW DETAILS l i z�.ov' .« e3§1f� 4r'C>P10`i1C f:vSQUrCE'S NESTOR A.CUETO,P.E. j V _ �.r3t41Fs1 �'e�:OUi C<?8 �1`dldlrJtl FL P.E.LTC#71988,FL CA LTC#29935 LEGAL DESCRIPTION LOT S, BLOCK 1, MIAMI SHORES ESTATES, Ai ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK 471 PAGE 58 OF THE PUBLIC w\A0.wromi0 f : RECORDSOF MIAMI—DADS COUNTY FLORIDA ®� ,r\V;.-\CENSE'`♦G F /�i , d i ® _4P, O i _ PROJECT LOCATION STATE ' , I s _ 0,9 1W.Ij NN 610 OT it! C L I_ �� 1�� ��/j�f,� / / jiffy -� ;' �' � a v • ••• p�01�T •• • � ,� :e. I-�� -51'AfzA•f�.'S1I�NC�• .:. r�111� . ��E LC+T9.� SLOC{£9 S�/C19If�l.l. & �IECK.f?�SIG�{• • .. ®AM ® I �n �,n -� Il _ ,;_ - ��. ._. E ��,;:. �E.��N� I Q�th 5��1'.. • '0 1 _ ►> I.s�o5, ��•33138•.. l 4641 yEa _ _ a MCK 6v: NAC fr , OCT 3 1 2014 PROJECT LOCATION WV 12AS M5GRIMON DERM CCas-3� PI Ru30u c': ". xt '. O X116/IR 15EFOR CON51Kt0NNatural Resources R ala_ n LWTOFPL T �N.A.V1 Dvision(NRRRD) A OF U1 K 491SCA YNE CANAL Z� w C W --I � -�° scAJ-E;; V,5, LU w W t �lT N 511 PLAN & 0CA10N m z - Konfidential P 2014 Cueto En neeri � 1 f _ SNE NO. V LLC. This d4cument contains contiden' v o Information propetary o _,, uet Engingring, LLC that Is no t4 used Q J -SITE PLAN discloWd,or repro in y format z — LOCATION MAPS any p�y wi out pr ar writt pelssio m 4 y 1" G-I w All ri r rved.v w = _ p n PAPER SIZE:11 X 17 SCOPE OF WORK I.I. INS�WOODEN DOCK AND MEGHANCAL BOAT UFT. TOLERANCES I UNLESS NOTED OTHERWISE,SUPPORT MEMBERS AND COMPONENTS SHALL BE INSTALLED ON THE CENTERLINE OF STEEL SHAPES AND/OR 094'R BASE PLATES WITHIN A TOLERANCE OF t&. I. ,THESE PLANS ARE FOR CONSTRUCTION AT THE LOCATION SO DESIGNATED HEREIN. 2. ALL STRUCTURAL SURFACES SHALL BE BUILT TRUE AND PLUMB.CONSTRUCTION TOLERANCE SHALL CONFORM TO ACI STANDARDS AS SET 2. NO CHANGES IN THE PLANS SHALL BE MADE WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD. FORTH IN TWO MANUAL OF CONCRETE PRACTICE.MINIMUM TOLERANCE SHALL BE AS FOLLOWS 3. ANY CONFLICTS BETWEEN DRAWINGS SHALL BE GOVERNED BY THE MOST STRINGENT APPLICABLE. A.VARIATIONS FROM PLUMB: 4. ANY AND ALL APPUCA15LE CODES,ALL OR IN PART,APPLIED TO THESE DRAWINGS SHALL BE IMPLEMENTED AS REQUIRED. ALL REFERENCES AND/OR REQUIREMENTS SHALL APPLY AS DETAILED IN THE DRAWINGS. A.I. IN THE LINE SURFACES OF COLUMNS,PERS,WALLS,AND IN AREAS AS FOLLOWS 5. ANY CHANGES MADE PRIOR TO APPROVAL BY OWNER AND ENGINEER ARE DISALLOWED AS EXTRAS AND THE CONTRACTOR MAY BE IN ANY 10 FEET OF LENGTH........................................114 IN C U ETO REQUIRED 10 RESTORE TO PLANS. I INCH 6. ANY ERRORS,OMISSIONS,AND AM MENITEM IN THE DRAWINGS AND/OR SPECIFICATIONS SHALL BE REPORTED TO THE ENGINEER OF RECORD MAXIMUM FOR ENTIRE LENGTH.................................. E IV G I N S E RI N G FOR CORRECTIONS PRIOR TO COMMENCEMENT OF WORK. A.T. FOR EXPOSED CORNER COLUMNS,CONTROL JOINTS,GROOVES AND OTHER ONES T. THE ENGINEER OF RECORD SHALL BE INVITED TO PARTICIPATE IN THE PRE-JOB BRIEF PRIOR TO INSTALLATION. IN ANY 20 FEET OF LENGTH........................................1/4 INCH 10525 SW 77TH COURT,MTAMT,FL 33156 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST FLORIDA BUILDING CODE AND LOCAL AUTHORITIES HAVING t 0:0861 563-3056 F:(786)703-5963 JURISDICTION MAXIMUM FOR ENTIRE LENGTH...................................1 INCH v� 7 q WWW.CUnOENGL%UE G.COM S. ALL MATERIALS SHALL BE INSPECTED UPON RECEIPT FOR CONFORMANCE TO THE DESIGN DRAWINGS AND ANY DAMAGE SHALL BE B.VARIATION FROM THE LEVEL OR FROM THE GRADES INDICATED ON THE DRAWINGS 2014 NESTOR A.CUETO,P.E. DOCUMENTED. FL P.E.LTC#71988,FL CA LTC#29935 10. ALL LUMBER SHALL BE IDENTIFED BY THE GRADE MARK OF,OR CERTIFICATE OF INSPECTION ISSUED BY,AN APPROVED LUMBER GRADING 8.1. IN SLAB SOFFITS,CEILINGS,BEAM SOFFITS AND IN AREAS AS FOLLOWS: D oTU11 "'If C`f tYOt�LUl?tOr�/ OR INSPECTION BUREAU OR AGENCY. IN ANY 10 FEET OF LENGTH..........................................114 INCH t I. DECK SHALL NOT BE USED OR OCCUPIED UNTIL FINAL INSPECTION AND APPROVAL 18 OBTAINED. """"""""" Con07,!1c12. EXISTING SEAWALL DEADMEN SHALL REMAIN UNDISTURBED. IN ANY BAY OR IN ANY 20 FEET OF LENGTH........318 INCH d e- C�i 11FCcS Re�t�L6�resi, MAXIMUM FOR ENTIRE LENGTH....................................1 INCH 00 CONTRACTOR'S RESPONSIBILITIES B.2. IN EXPOSED LINTELS,SILLS,PARAPETS,HORIZONTAL GROOVES AND OTHER LINES 9 I. WOODEN PIERS SHALL BE SPECIFIED BY PILE DRIVING CONTRACTOR. IN ANY 20 FEET OF LENGTH........................................I/4 INCH /I0if 2. THE CONTRACTOR SHALL BE KNOWLEDGEABLE,PROPERLY LICENSED AND MUST BE RELIED UPON TO ACHIEVE PROPER INSTALLATION OF ®`® �� MATERIALS,WEATHER SEXI AUNG,MATERIAL TRANSITIONS,SEPARATIONS,CONNECTIONS,ETC. MAXIMUM FOR ENTIRE LENGTH...................................112 INCH \® Q W f o 3. THE CONTRACTOR SHALL PROVIDE FOR THE SAFETY,PREVENTION OF INJURY AT THE JOB SITE TO ALL PERSONS EMPLOYED ON THE WORK, ®\��Or'%(o'EIV&'• CG / PERSON VISITING THE WORK,AND THE GENERAL PUBUC.CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PROPERTY AT THE SITE OR COATING/FINISHING ��'��' 0,, �� ADJACENT THERETO. t. ALL SURFACES TO BE COATED SHALL BE GLEAN,FREE OF DIRT,GREASE,OL,MOISTURE AND OTHER FOREIGN MATTER. A����p 0 0 4. THE CONTRACTOR SHALL EXERCISE CARE DURING DEMOLITION AND REMOVAL TO ASSURE THAT ITEMS SC 4EDW-M FOR DEMOLITION ARE ® i � �vv � � 2. CL.EANNG SHALL BE PERFORMED AFTER ASSEMBLY OF EACH COMPONENT HAS BEEN COMPLETED. PROPERLY REMOVED AND ITEMS 10 REMAIN ARE PROTECTED FROM DAMAGE. s � S THE CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND CONDITIONS OF THE JOB 917E AND REPORT ALL pleCREPANG3. STAINLESS STEEL,GALVANIZED STEEL,AND SURFACES EMBEDDED IN CONCRETE SHALL NOT RECEIVE ANY TYPE O=COATING. EB OR CONDITIONS THAT ARE UNSAFE TO THE PROJECT ENGINEER. STATE OF 6. THE CONTRACTOR SHALL DO ALL WORK IN STRICT CONFORMANCE TO THE PLANS,STANDARD BUILDING CODE,LOCAL CODES t ORDINANCES, CERTIFICATE OF COMPLIANCE ®� oo {ol MANUFACTURER'S RECOMMENDATIONS,AND ACCEPTABLE TRADE PRACTICES.FOR ANY CONFLICTS BETWEEN THE ABOVE MENTIONED,THE IT IS CERTIFIED THAT THE UNDERSIGNED HAVE REVIEWED THESE DESIGN DOCUMENTS AND IT 18 DESIGNED IN ACCORDANCE WITH ASCE 7-10 AND ®�°o � T. CONTRMOST ACTOR OR SHALL NONGENT T SCALE DRAWINGS.SHALL ANT INFORMATION THAT CANNOT BE OBTAINED FROM THE DIMENSIONS,DETAILS,OR SC44EDLLEg THE DIESIGNI. THE 2010 FLORIDA BUILDING CODE. ��� �es.o LORrIpPG•'G\`\\ SHALL BE OBTAINED FROM THE ENGINEER OF RECORD. DISCLAIMER `/ �`®NAI. 8. CONTRACTOR SHALL FURNISH ALL SUBCONTRACTORS WITH A COMPLETE SET OF PLANS. THE INFORMATION CONTAINED HEREIN IS RELIABLE,GENERALLY ACCURATE FOR THE PURPOSE INTENDED,AND IS IN ACCORDANCE WITH 9. THE CONTRACTOR SHALL COMPLY WITH ALL FIELD STORAGE,HANDLING,INSTALLATION,BRACING,ANCHORAGE,AND FIELD ASSEMBLY APPUGABLE INDUSTRY CODES AND STANDARDS.ALL DESIGN DOCUMENTS ARE COPYRIGHTED BY CUETO ENCi NEERNG,LLC AND MAY NOT BE * ­.Go REQUIREMENTS. SOLD OR REPRODUCED WITHOUT EXPRESS WRITTEN PERMISSION.NO DRAWINGS AND/OR PUBLICATIONS SHALL Be CONSIDERED FULLY •••• • p�OJICf •• • • 10. THE CONTRACTOR 19 RESPONSIBLE t SOLELY ACCOUNTABLE FOR ALL CONSTRUCTION MEANS,METHODS,TECHNIQUES,SEQUENCES, ENGINEERED WITHOUT THE SEAL AND SIGNATURE OF A UCENSED PROFESSIONAL ENGINEER CERTIFIED BY THE STATE IN WHICH THE WORK WAS • • • PROCEDURES,AND COORDINATION OF ALL WORK PERFORMED. PERFORMED.THEREFORE,ONLY STAMPED AND SIGNED COPIES SHALL BE CONSIDERED FULLY ENGINEERED PLANS ANDIOR PUBLICATIONS. G••�•y}•^•�•G �fA• {�Gp��y1 11. ALL WORK PERFORMED SHALL CONFORM TO THE 2010 FLORIDA BUILDING CODE AND ALL APPLICABLE MIAMI-DADE COUNTY ORDINANCES, ABBREVIATIONS 1.��1 �5�A�.A�E51VI.IVl,1. • • AND SHALL BE COMPLETED TO THE HIGHEST STANDARDS OF CRAFTSMANSHIP BY JOURNEYMEN OF THE RESPECTIVE TRADES. • • 13MT ALTERNATE RER-NATURAL RESOURCES DIVISION VA'WQU. &ft•CI�bF516196 • r yy'' •••• DESIGN CRITERIA, EA EACH FINAL APP OVAL •tegq N� IC h 112��I.0 I. DESIGN LOADS E.F. EACH FACE •• •• ••; •• Al. V-115 MPH MIN MINIMUM NAME :04"n J 51.10M5,�1. 3313 •• • A2. CATEGORY 11 MHWL MEAN HIGH WATER LEVEL DATE v-1 as -1 • A.3. EXPOSURE D MLWL MEAN LOW WATER LEVEL • • • •• •• S.LIVE LOAD=40 PSF O.G. ON CENTER I" 'I d DY: M�jy.• ;•• • 2. ALL LUMBER SHALL BE PRESSURE TREATED WITH AN APPROVED PROCESS AND PRESERVATIVE IN ACCORDANCE WITH AMERICAN WOOD P PROPERTY LINE rp�R■ COASTAL } PROTECTION ASSOCIATION STANDARDS. TLYP TYPICAL DERM COAS AL SECTION ION 3. ALL LUMBER IN CONTACT WITH THE GROUND SHALL BE APPROVED PRESERVATIVE TREATED WOOD SUITABLE FOR GROUND CONDITIONS. I1.N.0. UNLESS NOTED OTHERWISE �� '�,�T R- pA �Cn PY NAC 4. CUT ENDS OF UJM13ER$HALL BE FIELD TREATED WITH AN APPROVED PRESERVATIVE SUCH AS COPPER NAPHTHENATE. W/ WITH , PROVA S. PILOT HOLES SHALL BE DRILLED WHERE SCREWS ARE TO BE INSTALLED NEAR EDGES OF WOOD TO AVOID SPLITTING. WD WOOD NA h1 W 6. FASTENERS AND CONNECTORS EXPOSED TO SALT WATER OR LOCATED WITHIN 300 FEET OF SALT WATER SHORELINE SHALL BE STAINLESS ®/tT ( WV PAS M5Cl2IpTION STEEL GRADE 304 OR 316. X11 T. ALL HARDWARE(JOIST HANGERS,CAST-IN-PLACE POST ANCHORS,ETC.)$HALL BE STAINLESS STEEL(LINO) O 09/16/14 15AN7 FOR CON9 U110N S. BEAM SPLICES SHALL OCCUR AT THE CENTERLINE OF SUPPORT LOCATIONS. 9, ATTACH DECKING TO EACH JOIST WITH 2-8d THREADED NAILS OR 2-#8 SCREWS. 10, SPACE DECKING BOARDS APPROXI A'APART. II, EACH SEGMENT OF DECKING MUST BEAR ON A MINIMUM OF 4 JOISTS. 12. ATTACH RIM JOST TO END OF EACH JOIST WITH 2-16d THREADED NAILS OR 2-Mex 3°MINIMUM WOOD SCREWS. 13. SECURE DECKING TO TOP OF RIM JOIST WITH 210d THREADED NAILS OR 2-1010 X 3"MINIMUM WOOD SCREWS A 6"O.G. 14. MATERIALS LISTED BELOW SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS 5CAU: N/A A.LUMBER-SOUTHERN PINE,NO.2(OR GREATER),PRESSURE TREATED B.NAILS-ASTM F I66T f' C.WOOD SCREWS-ANeI/ABME 818.6.1 TM D.BOLTS AND LAG SCREWS-ANSI/ASME 818.2.1 CONCRETE ANCHORS O' T 3 &014 G�N�I;AI. NOT�5 I. INSTALLATION OF CONCRETE ANCHORS ANCORS SHALL BE PERFORMED IN ACCORDANCE WITH VENDOR INSTALLATION PROCEDURES AND RECOMMENDATIONS. DERM CC2sta! 2. CONCRETE ANCHORS SHALL NOT BE INSTALLED IN CRACKED CONCRETE. Natunal RE50'.'_eS R 1 +'.'Cl€ 3. EMBEDMENT OF ANCF40RAGE TO CONCRETE SHALL NOT EXCEED %OF THE DEPTH OF THE CONCRETE. 4• ALL ANCHORS SHALL BE PRELOADED USING A CALIBRATED MANUALLY OPERATED TORQUE WRENCH.ANCHORS SHALL BE TORQUED Confidential Q 2014 Cueto Engineering, 5H��f NO, BEV AGAINST THE FIXTURE OR BASE PLATE. LLC. This document contains confidential S. ANCHOR TREADS SHALL NOT BE LUBRICATED ON ANY ANCHORS WHICH ARE PRELOADED BY TORQUING, information proprietary to C u e t o 6. HOLES SHALL BE DRILLED WITHIN 6'OF A LINE PERPENDICULAR TO THE SURFACE Engineering,LLC that Is not to be used, T. EACH ANCI-IOR SHALL HAVE AT LEAST ONE PLAT WASHER.A BEVELED WASHER SHALL BE USED FOR INSTALLATION OF ANCHOR BOLT disclosed,or reproduced in any format by G-2 Q GREATER THAN 3'FROM PERPENDICULAR. any party without prior written permission.All rights reserved. PAPER SIZE:11 X 17 4 4 4 4 j Pool PATIO C U ETO N SEP 2 6 2014 ENGINEERING 3 a 4 110525 SW 77TH COURT,MIAMI.FL 33156 0:086)563-3056 F:080 703-5963 FL LNatural of Regulatory WWW.CUETOENGLNEEMNG.COM lCMM— iC Resources1VESrOR A.CUETO.P.E R'c-so srces Division P.E.LTC01988.FL CA LiC#29935 4 a a _> SEAL 4 POOL RER-NATURAL RESOURCES DTVII FINAL APPROVAL ®�` p�eTON/p 4 4 4 4 NAME �® O% : c --- •cG ��i DATE �� d Sl l �`�:ae •,,E0 4 4 4 x.71 �* STATE J9.Ibl 1 • II°> 7 48'-®°� 13'-6° LI7�T�/I�`SfIV.51��1��1� • •S�RALI. & J.�Ci�n�51C(�' • 44 __T4'-21° c a ••� TI�J•/ •51 IVii i• EASTING SEA WALL ` ° i• 15HOWS, FL 331 $•• • \ / • • • \ 2'-3" 8'-0" 8'-0° 8'-®" 8'-0° 11'-6° 45' • • •• •• � I'�El'At>�n DY: •��• �••• • \ a \ LEM 12'-6° c�ECKEPPY, NAC � IAV f7AtE f7E5Cm10N 12°0 WD.PIER(TTP) 0 09/16/14 15551E 7 IM CONSti XIION \ \ A / — 4-POST BOAT L TDhFdi COASTAL SECTION s-1 / PACE 1111 nSCALE, PLAN VIEW I NAM TOTAL AREA OF DOCK OVER WATER=sb SCITT. / DATE 14s Er 1iLE doA PLAN VIEW 4 Ile O'T 3 1 2014 \ / SHEEt N0, CTEV DERM9 Coast?! / Natural Resouces Regula6oi '.s'^`" Confidential©2014CuetoEngineering,LLC.This document \\ DNlsIOn contains confidential information proprietary to Cueto Engineering, \ / LLC that is not to be used,disclosed,or reproduced in any format by A`1 0 \ any parry without prior written permission.All rights reserved v PAPER SIZE:11 X 17 4 ELEGTR. 300 AMP PANEL )1a ROOM44 CI-� � � C3)tR4VED VED (1)+s8 GROUNDPOOL PATI° SEP 2 6 �U ETON NJ 1Department of INGand Economic5JS SW 77TH COURT,MTAMT.FL 33156 4 O:(786)563-3056 F:(/861703-5963 Sutural P.esourWWW.CUETOENGLNZEERING.COM NTSrOR A.CUETO,P.F- 4 4 4 .� FL P.E.LTC471988,FL CA LTC4M35 4 4 - RE RAL DIVI 1 POOL L SEAL NAM ®��\\I 4 `` DATE ��`` @.P'ITUIV�O C .tO .��cENB �/ '/ 4 NEW UNDERGROUND ® Cb���' F,,���.0 1" CONDUIT No.71988 4 4 4 4 a 4 4 4 4 4 4 4 4 4 " STATE OF 09 1 fa 14 >, 4 4 IRAT �WlP PANE125 4LA .=c�OR �GN 4 4 44 4 4 4 4 4 4 4 4 4 4 4 4 4 44 4 4 4 4 ✓S//sS/ONAL a 4 WA • 4 4 4 4 4 4 4 4 4 4 4 4 4 : ••. f'�d'J�Cf •• ••• • 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 •• • 4 4 4 4 4 4 4 4 > 4 44 •••••• • • 4 4 4 4 4 4 4 4 4 4 4 > 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 7> L ��IISXW��JfIIVI�IVI.V •• 4 4 4 4 •5,�,A•'dIGAI-I. &:vir44 0 00 I�51C�1• • a :fhlftf 5HOM5,FL 331��•; , K7 • .. P"w DY: t�}(• :••• : ® - OCT 3 1 2014 • ® Il DERM C;casL3 ResCN�CCKK NAC Natural Resou'�es Re^uln;ion Dmslon t° WV PAS M5CONGN 0 09/16/14 mw rox Ca6flMnoN SOLAR LIGHTS I REFLECTORS ON EA.PIER sc�.�: N,r,S. �CMC& LAYOUT NOTES: ELECTRICAL LAYOUT I. THESE ELECTRICAL PLANS ARE FOR VISUAL REFERENCE ONLY. T. PLANS SHALL BE REVIEWED BY A LICENSED ELECTRICAL ENGINEER OR COMPETENT 5H��TNO, eV ELECTRICAL CONTRACTOR TO PROVIDE LOAD CALCULATIONS AND COMMENTS AS REQUIRED. Confidential p 2014 Cueto Engineering,LLC.This document contains confidential information proprietary to Cueto Engineering, f.'I O LLC that is not to be used,disclosed,or reproduced in any format by f• any party without prior written permission.All rights reserved. PAPER SIZE:11 X 17 rF, RECEIVED im SEP 2 6 2014 C U ET'O a-Po9r ENGINEERING EH-TIDE BOAT LIFT De€s_t!trnent of Regulatory 10525 SW 77TH COURT,MIAMI,FL 33156 9,@@@ LB.MAX n4 :7cori C:�;.i!: P e Sa O U rces 0:(786)553-3056 R(786)703-5963 tt#atuml Re- )tirces �.'Ivision WWW.CUFrOENGLgMUNG.COM NESTOR A.CUETO.P.E. FL P.E.LIC971988.FL CA UC##29935 SEN, SIMPSON H1@A U.N.O.W{ TON/p 9-I@d X 17 NAILS TO !CAST �.-- CG 9-led X I j NAILS TO WD.BMll ®� ,,���,EN$F-•. // CPL PA u 114'18.2) - � •• 0 j 49" I X 6 WD.DECKING4'-@' o 1 2014 2 x e w0.JOlsts w aa"o.c. ,� �•• S-- OF A SIMPSON HIDA U.N.O.W/ 9-I@d X I y NAILS to JOlst DERM Coastal Rasosrcc;; � Qom•• 9-5-l X I ' NAILS r0 LEDGER Natural Reseumes Regulajcn Fi R>', : . ®/� •� (oR,Q.•� U° (FL PA p 11418.2) ELDVsl'on NAL EV. 4'-1'(REP) 3 X 12 WD.BM ` Y 7�'OF DECK ELEY. 3'-b'(REF) DERM COASTAL SECTION TOP OF SEAWALL ••••'• i'k(1,E .00 • "� —— 1'R� 6�7 //1�� .{P��O� •.•.•• •�{� • {� �y ' TOP OF GRADE ° d 4" NAM `W � L�`�l���S�V�I�I.f� • 2 X 8 WD.RIM JOIST J 2-9/4°0 CARRIAGE BOLT tp!/�I y1 y • • ° a 'a 3"(TYP) W/WASHER f(2)NUTS DAT p -I r&L AT EA.PER(LINO) 9*60 • •• •.s. (REP) a ••It38p W 4C•?�th.5TMQ.:. .. •. • . :-MMI 5NCW5,� MHWL 1/2'0 HILTI Kea a ° RER-NATURAL RESOURCES DIVISION • . . • 24'-'e FINAL APPROVAL : • •• >�N. EMB.=a" NAME°4 12'0 PIER(TYP) NAME�� •• .... : 2 X 8 WD.LEDGER ° IpN�En 13Y: �• • DATE ELEV. -@'-6' (VERIFY) 2'-b" %L OL MLWL - CHECr.Er7 DY; NAC 12"�PER �V PAS nESC�110N A DOCK BOAC UFT SECTION VIEW 0 09/16/14 155E[9POR Ca'r'T jGN A_I SCALE: �i WD Ism 3"(TYP) 5w: V)WJ�5 3"(TYP) SHEEr'firl,E 2-3/4'0 CARRIAGE BOLTS 51pUCrUI'.AL I�f2AVING5 W1 WASHER 6(2)NUTS rA� AT EA.WD BM St I/VLS ( WD BM %fTr NO. IAV Confidential©2014 Cueto Engineering,I.I.C.This document contains confidential Information proprietary toCuetoEngineering LLC that Is 1 BEAM—TO—PIER SPUCE CONNECTION not to be used,disclosed,or reproduced in any format by any party SCALE: N.T.S. 5'I 0 without prior written permission.All rights reserved PAPER SIZE:I I X 17 EVALUATION REPORT r Report Number:0112 Issued:08/2008 Expires:08/2009 Revised: 12/15/2008 TABLE 1:ALLOWABLE LOADS FOR THE A34/A35 FRAMING ANGLES MODEL FASTENERS(Quantity-Type) DIRECTION ALLOWABLE LOADS''(Ibs) NO. Joist Header/Plate OF LOAD Co=1.00 Co=1.15 Co=1.25 Co=1.60 A34 4-8dx1%2 4-8dxl'/2 F, 395 450 485 515 4-8dx1%2 4-8dx1'/z F2 395 450 455 455 3-8dx1%2 6-8dx1'/2 A, 295 335 365 395 3-8dx1'/2 6-8dx1%2 C, 210 210 210 210 3-8dx1'/2 6-8dx1'/2 E 295 335 365 425 A35 6-8dx1%2 6-8dx1'/2 A2 295 335 365 380 6-8dx1% 6-8dx1'/2 C2 295 335 365 370 6-8dx1%2 6-8dx1'h D 1 230 1 230 1 230 230 6-8dx1%2 6-6dx1'h F, 595 1 670 695 1 695 6-8dx1%z 6-8dx1%2 F2 595 670 670 1 670 SI:1 inch=25.4 mm,1 lbs=4.45 N. 1. Tabulated allowable load capacities shall be selected based on duration of load as permitted by the applicable building code. 2. Connectors are required on both sides of joist to achieve F2 loads in both directions. � _ A34 Typical "' y -' Installation RE"EM, A34 OCT 3 12014 -- t DERM CCaml RBS3LrcP,S Sec'ic Natural Resources Regulation b Rea°r a' DMs on(11.'RRRD� A35 Typical t`. A'; Installations • •• • • • • 4/ tb • • • • • • • ••• • ••• • • • • A35* : :• • : :. • : : 6gure 1 —A Angles • • • • ••• .•. Page 5 of 13 . . . . . . . . . . ... . . . ... . . EVALUATION REPORT Report Number:0112 e Issued:08/2008 Expires:0812009 Revised:12/15/2008 TABLE 2:ALLOWABLE LOADS FOR SSP AND DSP STUD PLATE TIES MODEL FASTENERS(Quantity Type) ALLOWABLE UPLIFT LOADS'(Ibs) NO. Double Double To Plate Sill Plate Studs Top Plate Sill Plate Co=1.60 Co=1.60 3-10dX1% - 350 - 4-10dX1 1-10dXl% - 420 SSP 3-10d - 435 - 4-10d 1-10d - 455 6-10dX1% - 775 - 8-10dX1 F DSP - 2-10dX1% - 660 6-10d - 825 - 8-10d 2-10d - 825 SI:1 inch=25.4 mm,1 lbs=4.45 N 1. The uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other load durations govern. 2. When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3. For Sill Plate allowable load,fill all round nail holes. 4. For Double Top Plate allowable load,fill all round and triangle nail holes. VA 1 L' 6111te• 5 � 1 61y 1 � SSP Sill Plate 2310 DSP Top Plate Installation ® Installation(DSP DSP (SSP Similar) Similar) SSP .. ... .. •.: : Mgiirii Z— SSP and DSP Stud Plate Ties . .. . . . • 000 • .. ... .. . . . .. • • • . • • • t'e OCT 3 1 2011 • • • • • • ••• • • Page 6 of 13 DERM Ccast3l Resourcr : : : :•: : : : Natural Resources Regula'Jon& • Mvislon,NRRRr" ••• • • • ••• • • EVALUATION REPORT Report Number:01123 Issued:08/2008 Expires:08/2009 Revised: 12/15/2008 TABLE 3:ALLOWABLE LOADS FOR FSC FLOOR STRAP CONNECTOR ALLOWABLE UPLIFT LOADS'(Ibs) MODEL NO. Stud Anchor Co=1.60 FSC 15-10dx1 % 3/8°ATR 1830 SI:1 inch=25.4 mm,1 lbs=4.45 N 1. The uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other load durations govern. 2. Load values are based on a minimum lumber thickness of 1'/°. 3. Standard cut washer is required with the 3/8°all thread rod. 1 V4` Mut and vinher 40 requ max. 118" f �A0 15 r -- / �6 `w NBl�. r t 4P .s-- Aust and washer requirc FSC .. ... . . . . . .. • FSC Stud to Stud • •• ••• Installation .. ... .. . . . .. ... ... ... •; ;•I.iggre ;F C itud to Stud Installation . .. .. . . .. OCT 3 1 2014 ••• • • • • ••• • • Page7of13 DERMCcastelRwS,,, Natural Resouroes R.e • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • EVALUATION REPORT e= ,.j Report Number.0112 -a e Issued:08/2008 OCT 3 1 2014 Expires:08/2009 Revised:12/15/2008 DERM Ccast3l Resourcz.. e; Natural Rescuroes Regulation -ition DmsionjA A:ALLOWABLE LOADS FOR H HURRICANE TIES FASTENERS(Quantity Type) ALLOWABLE LOADS'' (Ibs) MODEL NO. uplift' Lateral Co=1.60 To Rafter To Plates To Studs Co=1.60 F,° F2 1-12A 5-8d x 1% 2-8d x 1%2 5-8d x 1'/2 575 130 55 H2.5T 5-8d 5-8d - 5458 135 145 H10A 9-10d x 1 % 9-10d x 1 h - 1140 590 285 H10S 8-8dx1'/: $-8dx1%z 8-8d 10108 6608 215 H14 12-8d x 1Y2 ❑1 13-8d - 1350 725 285 12-8d x 1'/2 ❑2 15-8d - 1465 670 230 SI:1 inch=25.4 mm,1 lbs=4.45 N 1.Allowable loads are for one anchor. A minimum rafter thickness of 2'/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate < 1.0. The number of terms considered in the equation is dependant on the designer's method of calculating wind forces and the utilization of the connector in the structural system. 3. The loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 4. Allowable loads in the F, direction are not intended to replace diaphragm boundary members or prevent cross grain bending of the truss or rafter members. 5. When cross-grain bending or cross-grain tension cannot be avoided in the members, mechanical reinforcement to resist such forces shall be considered. 6. Hurricane Ties are shown installed on the outside of the wall for clarity.Installation on the inside of the wall is acceptable. For uplift Continuous Load Path,connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on same side of the wall. 7. Allowable uplift load for the H2.5T and H1 OS with 8dX1%fasteners is 425 lbs and 550 lbs,respectively. 8. HI OS nails to plates are optional for uplift but required for lateral loads. 9. Stud can be offset 1° maximum from center of rafter for a reduced uplift and F,load capacities of 890 lbs and 545 lbs, respectively. 1�ts 11/4 wwwu . i nx\ < � ifC caffunow to r ! M � H14 Typical Top Plate H10Ao - Installation H14 i 1-12AH2.5T H10S Minimum'";I mlmum'li r - ✓moi:, • !•• ,�• •� ••• • oo�° 8dcammansto ` ,'� •• �yf!♦ (M • • .. ° ° °° °o o, 11,6 1 u1 _.fiH aAlhraB mar' ZZ plate nails b"nbangs• j j1.0A Typical for lateral ❑ �- _a°4 :•. •:• :•• • : : Installation loads only 2 : '•' a• H14 Typical Beam 1-12A Typical Installation 1-12T Typical Figure 4-H Hurricane Ties H10S Typical Installation Installation Installation ••• ••• Page 8of13 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . EVALUATION REPORT Report Number:0112 Issued:08/2008 Expires:0812009 Revised:12/15/2008 TABLE 5:ALLOWABLE LOADS FOR LCE4 POST CAP ALLOWABLE LOADS'2(lbs) FASTENERS(Quantity- ANO.L Type) Uplift' Lateral Beam Post Cp=1.60 Co=1.60 LCE4 14-164 10-164 1905 1425 Si:1 inch=25.4 mm,1 lbs=4.45 N 1. The loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. 2. Loads apply only when used in pairs. 3. Uplift loads to not apply to splice conditions. m o � o o � , 31TYP, LCE4 Figure 5—LCE4 Post Cap OCT 3 1 2014 .. ... . . . . . .. • • • • • • • • • DERM Ccas:al Resr;Lr�k, _ • • •• • • • • • Natural Resources R'{cu?J`n F• ^' •• ••• •• • • • •• • ••• • ••• • ••• ••• • ••• • • • • • •• • •• • • •• ••• ••• Page 9of13 EVALUATION REPORT } Report Number:0112 Issued:08/2008 Expires:08/2009 Revised: 12/15/2008 TABLE 6:ALLOWABLE LOADS FOR LTP5 LATERAL TIE PLATE FASTENERS(Quantity-Type) ALLOWABLE MODEL NO. LOAD DIRECTION LATERAL LOADS' Rim Board Plates (lbs)Co=1.60 G 648dxl % 6-8dx1 % 620 LTP5 H Cr8dx1 Y. 6-8dxl % 545 SI:1 Inch=25.4 mm,1 lbs=4.45 N. 1. The loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. 2. The LTP5 may be installed over wood structural panel sheathing no greater than%"thick 4Y _._. ( r, �,�.► i 5��` LTP5 LTP5 Typical Installations Figure 6—LTP5 Lateral Tie Plate ME ' OCT 3 12014 DERM Coastal Resources Natural ResouTres Regulation 8 Ric,- Division(NRRRD? ••• • ••• • • • • ••• • ••• Page 10 of 13 • • ••• . . . . . . . . . . ... . . . •• •• ... .• .. .. .. . . EVALUATION REPORT t Report Number.0112 Issued:08/2008 Expires:08/2008 Revised: 12115/2008 TABLE 7:ALLOWABLE LOADS FOR LS SKEWABLE ANGLES FASTE ERS MODEL L (Quantity Type) Allowable Download'(lbs) NO. (inches) Carried Carrying Co=1.00 Ca=1.15 CD-1.25 Co=1.60 Member Member LS30 3% 3-10d 3-10d 355 395 395 395 LS50 4% 4-10d 4-10d 475 540 585 730 LS70 6% 5-10d 5-10d 595 675 730 915 LS90 7% 6-10d 6-10d 715 810 875 1040 SI:1 inch=25.4 mm,1 lbs=4.45 N. s 1. Tabulated allowable load capacities shall be selected based on duration of load as permitted by the applicable building code. Load Direction LIM ® b o o @a a o �o Adjustable from V to 1350 Load send one time only. Direction LS " / LS Installed Shipped at 45° LS Bend Angles Figure 7—LS Skewable Angles + � a . • CT , 214 . . .. ... .. . . . .. DcRM Coastal Resources Sec-icy +gyral Resou-ces Regulation&Rest^ra:,r ••• • ••• • • • • :0 Soo • • • • • • • • • • • ••• ••• Page 11 of 13 . . . . . . . . . . ... . . . ... . . EVALUATION REPORT z Report Number:0112 Issued:0812008 Expires:08/2009 Revised: 12/15/2008 TABLE 8:ALLOWABLE LOADS FOR RBC/RBCP ROOF BOUNDARY CLIPS FASTENERS(Quantity-Type) Allowable Lateral MODEL NO. CONNECTION BEND Loads'.2,3(Ibs) TYPE ANGLE° plate Blocking 01.60 Inside 45 to 90° 445 RBC 0 to 29° 6-10dx1 %z 6-10dx1 %: 435 Outside 30 to 45° 480 SI:1 inch=25.4 mm,1 lbs=4.45 N. 1. The loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other load durations govem. 2. Allowable loads are for one anchor attached to blocking minimum 1'�°thick. 3. RBCP replaces blocking fasteners with prongs.All load values are identical. 4. RBC/RBCP is shipped flat.Bending angle is measured from initial flat orientation.For inside installation,the bend angle=90°- roof slope.For outside installation,the bend angle=roof slope. _ 41W .� e J { �-vim•,..\ �` ' j !tl f�°4 ® � RBC RBC Inside Installation(RBCP Similar) RBC Outside Installation 4"4 ® ® -- — �, m cm c� � m _ j•, C3 C3 4--3 r--) C=1 C:11 Up to Cz CD tc�as°sos+ Cc 4 'y V4.gap Ij®, °° •°° •° RBCP Outside Installation as ••• •• • • • •• RBCP see 0:6 •, ;• •tigite 8 1*C�and RBCP Roof Boundary CP °��' � * C OCT 3 1 2014 ••• • ••• Page 12 of 13 s i :•s i : : DERV Coastal Resources SY.. • . . • • • • • . • Natural Resources Regulation&Q��' • EVALUATION REPORT _( Report Number:0112 Issued:08/2008 Expires:08/2009 Revised: 12115/2008 TABLE 9:ALLOWABLE LOADS FOR TJC37 TRUSS JACK CONNECTOR FASTENERS(Quantity Type) ALLOWABLE LOADS"(lbs)C,-1.0011.1 511.2511.60 MODEL NO. Carrying Member Carried Member 0*Skew 1 to 600 Skew 61 to 67.50 Skew 4-8dx1 %2 4-8dx1 Y2 340 300 320 TJC37 6-8dx1 %2 6-8dx1 %2 580 485 425 SI:1 inch=25.4 mm,1 lbs=4.45 N. 1. No load duration increase allowed. 2. Allowable loads are for vertical direction(uplift or download). Jack Truss a'�e . Bottom Chord MT• '- 0°-67.5° TJC37 TJC37 Bend Angles TJC37 Typical Installation Figure 9—TJC37 Truss Jack Connector OCT 3 a 2014 DERM Ccasta�R�s�., •Y ••• • • •a • • ••• • • • • • • • 1,1atural Resources RsC_!,an K .• Y • • • • �N:G; ; ••• ••• Page 13 of 13 ••• • • • ••• • • EVALUATION REPORT _( Report Number.0112 Issued". 8/2008 SUPPLEMENT Expireso08/2009 Revised: 12/15/2008 DIVISION: 06—WOOD AND PLASTICS Section:06090—Wood and Plastics Fastenings REPORT HOLDER: SIMPSON STRONG-TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON,CALIFORNIA 94588 (800)925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG-TIE ANGLES,CLIPS,AND TIES 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: • 2007 Florida Building Code–Building (FBC-B), including HVHZ • 2007 Florida Building Code–Residential (FBC-R), including HVHZ t 1.2 Evaluated in accordance with: • EC 002-2007 OCT 3 1 2014 DERM(castal Resource: Property evaluated: Natural Resou ces Regulation • Structural This supplement is issued to indicate that the Simpson Strong-Tie nailed hold-down connectors(tension ties), described in the master report, comply with the codes listed in Section 1.1 of this supplement when designed and installed in accordance with the master evaluation report and the amendments to the report as shown below. 2.0 USES Simpson Strong-Tie structural angles, dips and ties are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC and FBC. The products may be used in structures regulated under the IRC or FBC- R when an engineered design is submitted in accordance with Section R301.1.3 of the IRC or FBC-R. 4.4 Additional Requirements for the FBC-HVHZ: When these products are used in accordance with the FBC-HVHZ requirements, connectors resisting wind uplift must provide a minetrif 15=7V0:pgdpd$Lolir•When the uplift capacity of a connector is less than 700 pounds, but more than 350 gQund.%,:tW li$itt4 anhpctors must be installed to provide the required 700 pounds. When two identical conne&*ks•arb Wd•arab M$upkM capacity of each is less than 350 pounds, additional connectors must be provided so that the uplift of the connection exceeds 700 pounds. . ..• • ••• . .•. ••. . ... . . . . • .. • .• • . .• Page 1 of 1 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ITY MAW C: UE-lFC:> COPY E"4GlP4EERl"4G 10525 SW 77th Court, Miami, FL 33156 (954) 260-8002 • www.cuetoengineering.com E CALCULATION COVER SHEET CALCULATION NUMBER 2014-STR-00013,Rev. 0 RUMVS PROJECT OCT 3 1 2014 Lestrade-Sfara Residence D=RY Ccas':al Resour-,,,s sE�nc,, Deck&Boatlift Natvai ResoljTx,-,R,�-qtdat*,)n& CVS C)r INQR:S'D) LOCATION 1080 NE 105th Street Miami Shores,FL 33138 PREPARED BY Nestor A.Cueto,P.E. FL P.E.Lic.No.71988, Exp.2/28/15 FL CA Lic No.29935,Exp. 2/28/15 ceivN/6 1// .7 00 see 00 0 %7 ONAL 4111111111% 0:0 so 0:9 :0 4 `mbibe S & r 16,2014 : Sji4tlofl7 APROJECT:Wood Dock * CALC NO.: 2014-STR-00013,REV 0 { ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.:2 OF 17 + lel ETC3 ENGItitEERIM 3 TABLE OF CONTENTS Section Description Sheet No. Calculation Cover Sheet 1 — Table of Contents 2 1.0 Purpose 3 2.0 Assumptions 3 3.0 Methodology 3 4.0 References 3 5.0 Design Input Data 3 6.0 Calculation and Analysis 4 7.0 Summary of Results and Conclusion 17 10T12 ,14 �a DERM Ccas:al Natural Resources Regul2;Jrm&,111z , Division(NRRRD� 96 • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • ••• • • • • • • • • • • • ... Q 2Q140C%N Figineeiing,LLC.All rights reserved. . . • • • • %90: • :0*.: • . • ••. • • • ••• • 0 PROJECT:Wood Dock CALC NO.: 2014-STR 00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 3 OF 17 U ET(. E Nr Ih.tEEf�r hd� SECTION 1.0: Purpose The purpose of this calculation is to establish the adequacy for the design of a wood support system for the dock of a residence located in Miami Shores, FL. SECTION 2.0:Assumptions The following assumptions are used in this calculation: • All products shall be installed in accordance with manufacturer's written instructions and specifications. • Hangers are qualified for loading conditions (Ref 7). SECTION 3.0: Methodology This calculation provides the qualification of a wooden support structure with the assumptions made in Section 2.0. The member with the largest span and greatest forces is used to qualify all beams. LRFD Method is used for beam qualification. All codes and standards listed in Section 4.0 of this calculation are used as the basis for qualification. All variables and formulas used to solve equations in Mathcad are clearly defined within the body of this calculation. If applicable, the applied loads shall be compared to the rated capacity. SECTION 4.0: References X 1. AISC Manual, 13th Edition X 2. ANSI/AWC NDS-2012, National Design Specification for Wood Construction with Commentary X 3. ANSI/AWC NDS-2012 Supplement, Design Values for Wood Construction X 4. ACI 318-11 Building Code Requirements for Reinforced Concrete Structures and Commentary X 5. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures X 6. Florida Building Code, 2010 i , X 7. Simpson Strong-Tie Catalog OCT 1 �Q�4 X 8. Hilti Kwik Bolt Catalog DERMA Coastal Reso zcC,,S ac cr SECTION 5.0: Design Input Data Natural Resou-cess Recula_;,Dn& wF,t�ra.,; Dvis,cr tNRRR`)` Ib lb lb lb kip kip it p1f = ft psf - 2 pcf = 3 psi= 2 kip = 10001b ksi 2 ksf = 2 deg= 180 rad ft ft in in ft Location: •• ••• .. . .. . . . . ... . 1080 NE 105th Street ��; •�� ••• ••• Miami Shores, FL 33138 . ... . ... . ... ... . ... . . . . . . . . . . . . . . . • C�2Q1 tCe F�gine ring,LLC.All rights reserved. ••• • • • ••• • • PROJECT:Wood Dock , CALC NO.: 2014-STR 00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.:4 OF 17 +�—U ETC> EIVc51h.tEE�1I`a� SECTION 6.0: Calculations &Analysis Wind Load Parameters: Design Wind Speed: 175 mph (3-sec Gust) . Risk Category: II Exposure Category: D OCT 3 1 2014 DERM Coastal Resoucr s or Roof Type: Monoslope Natural Resources Regula'tJon"es;Crcjtior Division(NRRRD) Wind Flow. Clear Effective Wind Area: >a2, <= 4 a2 Terrain Exposure Constants: zg:= 700ft a:= 11.5 (Ref. 5, Table 26.9-1) Velocity Exposure Coefficient: Kz := 1.03 (Ref. 5, Table 30.3-1 Topographic Factor. Kzt:= 1.0 (Ref. 5, Sec. 26.8.2) Wind Directionality Factor. Kd :_ 0.85 (Ref. 5, Table 26.6-1) Basic Wind Speed: V := 175 mph (Ref. 5, Fig. 26.5-1A) Velocity Pressure: qh := 0.00256• Kz• Kzt• Kd• VZ psf = 68.64- psf (Ref. 5, Eq. 29.3-1) Gust Effect Factor. G := 0.85 (Ref. 5, Sect. 26.9.1) 1.8 Net Pressure Coefficient: CN :_ —1.7 (Ref. 5, Fig. 30.8-1) 105.0 Design Wind Pressure: pa, qh• G CN = psf (Ref. 5, Eq. 27.4-3) (-99.1)- 8 • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • ••• • • • • • • • • • • • • •• • •• • • •• • • • • • • C 2014 Cueto Engineering,LLC.All rights reserved. PROJECT:Wood Dock CALC NO.: 2014-STR 00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 5 OF 17 <�—U ETCH EIV 11'+dEEFtI RiG Rafter Qualification: Rafter Specifications: Size: 2 x 6 Species: SYP Lr Grade: No. 2 — I a �Width of Rafter. b := 1.5in Depth of Rafter. d := 5.5in R1 R2 Span Between Supports: 1:= 4ft Overhang Distance: a := 1 ft Length of RafterLr:= 1+a = 5.00- ft �� Y° Dimensional Properties: OCT 3 1 2014 b. d2 3 DERM Coastal Section Modulus: S := 6 = 7.56- in Natural Resources Reg�ia..or.� a Division(NRRF`O' Moment of Inertia: 1 := 1 - b- d3 = 20.80- in 12 Bearing Length: lb := 1.5in = 1.50in Span of Rafter. L:= 1— lb = 46.50in Unsupported Length: 1u := L—lb = 45.00in • •. • • . . •.• • . ..• • .•. • Or • .. • .. . • •• • ©•2%14.C%ejo•Engineer ng,LLC.All rights reserved. • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT:Wood Dock r + CALC NO.: 2014-STR-00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SBEET NO.: 6 OF 17 +Cr U ETC3 EF*1f 1�``tEEF�It`+iCi Effective Unbraced Length: le = (2.06• lu) if d < 7 = 89. 85 in (1.63. %+3• d) if 75d 514.3 (1.84- lu) if d > 14.3 le• d Slenderness Ratio: Rb:= 2 = 14.82 < 50 .: OK b Design Values (Ref. 3. Table 4B): Time Effect Factor. X:= 0.80 (Ref 3, Table N.3.3) Bending Stress: Fb = 1000psi Tension Parallel to Grain: Ft:= 600psi Shear Parallel to Grain Fv := 175psi Comp. Perpendicular to Grain: Fc_perp := 565psi OCT 3 1 2014 •a:.�u' Comp. Parallel to Grain: Fc := 1400psi DERM Ccasta!Resovcz;:Natural Resources Requla+li,Dn 6•P-,, - Modulus of Elasticity. E := 1400ksi Ern := 510ksi Adjustment Factors for Sawn Lumber(Ref. 2 S 4.3): Wet Service Factor. CM := 1.0 Temperature Factor. Ct:= 1.0 Beam Stability Factor. CC= 1.0 Size Factor. CF:= 1.1 Flat Use Factor. Cfu= 1.05 Incising Factor. Ci:= 1.0 Repetitive Member Factor." •'.Ci 1.?S • • .• • • • Column Stability Factor• • • : :•:Ci':� 00zo Buckling Stiffness Factor. CT := 1.0 Bearing Area Factor. ; •;• ; ':•Cb .r l.3':• ••• . ..• . • . • . . . • • • • . . • . • .• • .• . • .• %2014 Cueto Engineering,LLC.All rights reserved. • • • • • • • • • • ••• • • • ••• • • APROJECT:Wood Dock *� CALC NO.: 2014-STR 00013,REV 0 f ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 7 OF 17 U ETC> EFvf IhtEEFdIIV� Adiustment of Reference Design Values (Ref. Z Table 4.3.1): Adj. Bending Stress: Fb, := Fb• 0.85CM- Ct• CL• CF• Cfu• Ci• Cr• 2.54. 0.85• X= 1.95• ksi Adj. Tension Parallel to Grain: Ee := Ft- CM• Ct• CF• Ci- 2.70. 0.80• X= 1140.48• psi Adj. Shear Parallel to Grain Fv, := FV• 0.97CM• Ct• Ci• 2.88. 0.75• a= 293.33- psi Adj. Comp. Parallel to Grain: Fc, := Fc• 0.80CM• Ct• CF• Ci• Cp• 2.40. 0.90• X= 2128.90• psi Adj. Comp. Perpendicular to Grain: Fc , := • 0.67CM• Ct. Ci• Cb- 1.67. 0.90 = 739.65• psi _ petP Fc_perp Adj. Modulus of Elasticity: E' := E• 0.90CM• Ct• Ci = 1260.00• ksi Emin' Emin' 0.90CM• Ct• Ci• CT- 1.76. 0.85 = 686.66• ksi Loads on stringers Spacing of stringers: sstringers 24in Unit Weight of Lumber. -'wood 37pcf Uniform Dead Load of Lumber. Wwood b. d. rywood = 2.12• plf Dead Load of 1 x 6 Decking: wdecking -wood- 0.75in• 5.5in = 1.06 plf Total Uniform Dead Load: wDL Wwood+ wdecking= 3.18• plf Live Load: pLL:= 1.5. 40psf = 60.00psf (Ref 5, Table 4-1) Uniform Live Load: wLL := PLL' sstringers = 120.00• plf 105.02 210.04 Wind Load: - (-99.18)psf sstringers = (_198.36) plf IV, y OCT 3, 1 2014 .00• ... . . . . . .. • • •• • • • • • DERM • • • • • • • • • Natural ResoJ'ces •• ••• •• • • • •• Divjsipfl(NRp7-4" • ••• • ••• • ••• ••• • ••• • • • • • • • • • • • • • • • • •• • •• • • •• •. • jc�!0164 QW$nginwring,LLC.All rights reserved. ••• • • • 966 0 0 PROJECT:Wood Dock CALC NO.: 2014-SIR-00013,REV 0 r ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 8 OF 17 +C U ETCH Elvc�lltitEE�I tV Ci Load Combinations: wtot 1 1.4• wDL = 4.45• plf wtot 2 1.2• wDL+ 1.6• wLL+ 0.5• wWLl = 266.39 plf wtot 3 1.2• wDL+ 1.0• wWL1 + wLL = 264.96• plf Wtot-4 0.9• wDL+ 1.0 wW 1 = 144.00• plf wtot_5 0.9• wDL+ 1.0 wWL 2 = —130.43• plf Total Uniform Load: wtot max(I wtot 1 I ,I wtot 2I,I wtot 3I 11 wtot 4I ,I wtot 5I) = 266.39• plf Total Uniform Uplift: wuplift wtot_5 = —130.43• plf wuplift Uplift Reactions: R1_up := 21 (12—a2) = —244.56 lb wuplift 2 R2_up := 21 (1+a) = —407.591b Rafter Component Qualification: Actual Allowable (Ref. 7) Hanger Uplift(lb) Uplift(lb) D/C H10A 500 1140 0.44 <1.0 JOK C Solution for Reactions: R1 wRE tot (12—a2) = 499.47 lb (Beam Overhanging One Support) 21 l UC� j 129M wtot 2 DERM Coasn ke," L;: R2 := 21 (1+a) = 832.461b Natural Resources Regulation& estorat& Division(NRRRD) x:= 0,0.0001 • Lr--Lr V(x) := 0 if X= 0 R1 — wtot• x if 0 < x < l R1 — wtot• x+R2 if x= 1 wtot. [a— (x—I] if 1 < x < Lr .. 0 0: .. 0 if x= Lr • .. ... .. . . . .. . ••• . ... . ... •••. • ... . . . . . . . . . . 0:0 . f jOI(;A!Ip Winepring,LLC.All rights reserved. PROJECT:Wood Dock l CALC NO.: 2014-STR 00013,REV 0 rr '' ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 9 OF 17 <�-U ETC3 EFv�IhtEEFdI P'ti1�i Shear Diagram 1 0.5 m V(g) 0 kip EO —0.5 —1 0 20 40 60 X ITS ed Ae'4tH Pas a h Position (x OCT 3 1 2014 M(x) J V(x)dx DERM Coastal Rescurcas Sz>�for 0 Natural Resou-ces Regula'Jrjn&Ras`nreti Moment Diagram 1 5 c M(a) 90 kip.kip-in 0 •• ••. • . . • • .• —51 • •• • • • . . . . 0 •• •.• .• . 30 . •. 40 60 X • ... • ... . .•. in Position . . . . . . . . . . . . .. . .• 000 •• ... ZOIC Qw10$ngingpring,LLC.All rights reserved. • . •.• • • . :000: . . . %0.: PROJECT:Wood Dock r CALL NO.:2014-STR-00013,REV 0 rr ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 10 OF 17 C U ETC3 Ehi�r�`+tEEF�I h+tCi Rafter Qualification: Flexure Check: wtot' (1+a)2 (1—a)2 Mabmum Moment: Mmax :_ = 5.62• kip• in 8. 12 ax Actual Bending Stress: fb = M S = 743.02• psi Adj. Bending Stress: Fb, = 1950.03• psi f _ Bending Capacity Ratio: D/CMb 0.38 < 1 .•. OK b, Shear Check: Mabmum Shear. Vmax := max(R1,R2) = 0.83• kip Actual Shear Stress: 3 Vmax = 151.36 psi OCT 3 1 2014 2 b d p DER,M Coastal Resources Sec,;c Natural Resources Regula;an g Res; cath Adj. Shear Parallel to Grain Fv = 293.33• psi Division(NRkRD Shear Capacity Ratio: D CV �= fv — 0.52 < 1 :. OK / Fv� — Deflection Checl l ( l2 3 2 taDL �2 I 14—2 12 12 I + 1 I Z I —2- .2. 2+2. a2 (2) Actual Deflectior p J \ /l J 24• E. I. 1 = 5.35 x 10 4in Allowable Deflection: pall:= 240 = 0.19 in (Ref. 6, T301.?q Deflection Ratio: D/CD := 0 = 0.00 < 1 :. OK all Bearing Check. V max Bearing Stress: •fc�peep 1 b = 369.98• psi . • • • b. • •• • • • • 000 • Adj. Comp. PerpendicpL*tp�grjfq; •,• ;Fc 1 P, = 739.65• psi ... ••• ... fc—perp Bearing Capacity Retro: D� • _ = 0.50 < 1 .. OK ... ... _Perp • F • • • • • • c—perp' ... . Q?,(114 Cn;p F�nginegring,LLC.All rights reserved. • :060: • • • :00.: ••• • 0 0 ••• 0 • PROJECT:Wood Dock CALL NO.: 2014-STR-00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 11 OF 17 <--UE-1FC3 ENC-3 I NEER I NO Girder Qualification: Girder Specifications: Size: 3 x 12 1 Species: Southern Pine 2014 DERM Natural R6,oLj,'Cl-s &Restoration Grade: No. 2 Division(NRRRD) Dimensional Properties: Width of Girder. b := 2.5in Depth of Girder. d := 11.25in 2 Section Modulus: S := b. d 52.73- in 3 6 Moment of Inertia: I - b- d3 = 296.63- in4 12 Bearing Length: Ib := 1.5in = 1.50 in Span of Girder. L:= 11ft+ 6in—lb = 136.50in Unsupported Length: Iti L— ib = 135.00in Effective Unbraced Length: le (2.06. 1.) if d < 7 -- 253.80 in 1.63. lu+3- d) if 7 :9 d lu < 14.3 1.84. if d > 14.3 le- d Slenderness Ratio: Rb 2 21.37 < 50 OK a � b GO: 0,66 0 a 60 ••• 04. V: :. • : : • • jOle QfLp Winqpring,LLC.All rights reserved. V: Gee 0 • PROJECT:Wood Dock CALC NO.:2014-STR 00013,REV 0 ORIGINATED BY:NAC ` CALCULATION SHEET SHEET NO.: 12 OF 17 <--U ETC)o ENC51NEERI NCS Desi-an Values (Ref. 3. Table 48): Time Effect Factor. X:= 0.80 (Ref 3, Table N.3.3) Bending Stress: Fb:= 750psi Tension Parallel to Grain: Ft:= 450psi Shear Parallel to Grain F := 175psi Comp. Perpendicular to Grain: Fc_perp := 565psi OCT 3 12014 Comp. Parallel to Grain: Fc := 1250psi DERNI Ccas,31 Natural Resources Modulus of Elasticity. E:= 1400ksi Emin := 510ksi Adiustment Factors for Sawn Lumber(Ref. 2 S 4.3): Wet Service Factor. CM := 1.0 Temperature Factor. Ct:= 1.0 Beam Stability Factor. CL:= 1.0 Size Factor. CF:= 1.1 Flat Use Factor. Cfu:= 1.05 Incising Factor. Ci:= 1.0 Repetitive Member Factor. Cr := 1.15 Column Stability Factor. C := 1.0 Buckling Stiffness Factor. CT := 1.0 Bearing Area Factor. Cb 1.3 Adiustment of Reference Design Values(Ref. 2. Table 4.3.1): Adj. Bending Stress: Fb' := Fb• 0.85CM• Ct CL CF C fu Ci• Cr 2.54. 0.85. X= 1.46• ksi Adj. Tension Parallel to Grain: Ftp := Ft• LOCM• Ct CF Ci• 2.70. 0.80• X= 855.36• psi Adj. Shear Parallel to Grain Fv, := FV• 0.97CM• Ct• Ci• 2.88. 0.75• X= 293.33. psi .. ... . . • • • •• Adj. Comp. Parallel to Orin: �; ,• ; P,* ; •�0.80CM• Ct• CF Ci Cp 2.40. 0.90• X= 1900.80• psi see • . • • • • • • Adj. Comp. Perpendicular to Grain: Fc-perp` Fc_perp• 0.67CM• Ct• Ci• Cb• 1.67. 0.90 = 739.65• psi Adj. Modulus of Elaslig ity":* 'V, := O.-O.WM. Ct• Ci = 1260.00• ksi . . • . • • . • • • . • .. . .. . . .. Amin EA1," 0.90CM• Ct• Ci• CT• 1.76. 0.85 = 686.66• ksi 1P1.(114 CWgtp Fpgineiring,LLC.All rights reserved. ••• • • • ••• • • PROJECT:Wood Dock CALL NO.: 2014-STR-00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 13 OF 17 CU ET(:] E NG INEERI NcS Loads on Girder L Number of Stringers Attached to Girder. nStringers '= cell Sstringers = 6.00 Spacing of Stringers: Sstringers = 24.00in Unit Weight of Lumber. 1wood = 37.00 pcf OCT 3 1 2014 DERM Coastal ReKL rCc,S 5e; on Natural Resources & Uniform Dead Load of Lumber wwood b• d• rywood = 7.23' plf Dmslcn Total Uniform Dead Load: wDL wwood = 7.23• plf Total Load: wtot 1.4wDL+ R1 n L n = 273.58• plf Total Uplift: wuplift 0.9' wDL+ R1 np''Stringers _ _122.49 plf wuphft L Uplift Reaction: R up := 2 = —696.68 lb wtot' L Support Reactions: RA = 2 = 1555.961b RB := RA = 1555.9611) V(x) = 0 if x= 0 x:= 0,0.0001 • L..L RA— wtot' x if 0 < x < L RA— wtot' X+RB if x= L Soo 06: •• ••• •• • • • •• ••• • ••• • • • • • • • • • • • • • • • • •• • •• • • •• P 101.4 C,%cio 1pginTering,LLC.All rights reserved. • •• •• ••• • •• •• ••• • • ••• • • 4PROJECT:Wood Dock . * CALC NO.: 2014-STR 00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 14 OF 17 +C U ETt� E N�IntEE£�1 fV Cs Shear Diagram 2 1 V(-) kip cn —1 —2 0 50 100 x y17 ti in r• (�x Position OCT � 1 2014 M(x) := J V(x)dx DERM Coastal Rescui cr= 0 N3tura'Rescu-ces Regulajjor& Moment Diagram 75 50 c M(a) 9 kip-in 25 •• ••• • • • • • •• 0 0 •• •i : i i i 31 •• 100 •• ••• •• • • • •• X in • .•. . •.• • ... • • • • • s Position ••• • ••• • • • • • • • • • • %• • • • • % • •• • • • ••• • C H0 4•Cujto•Enincerjug,LLC.All rights reserved. PROJECT:Wood Dock . , CALC NO.: 2014-STR-00013,REV 0 r ORIGINATED BY:NAC -- CALCULATION SHEET SHEET NO.: 15 OF 17 U C ETCH E h+161h•t EEFC i h�� Girder Qualification: Flexure Check: W1 tot L 2 Ma)amum Moment: Mmax 8_ 8 = 53.10• kip' in Actual Bending Stress: f Mmax = 1006.88 si b S P Adj. Bending Stress: Fb, = 1462.52• psi Bending Capacity Ratio: D/C fb = 0.69 < 1 .: OK M := Fb' Shear Check: Ma)amum Shear. Vniax := RA = 1.56- kipaL 3. Vmax OCT 3 12014 Actual Shear Stress: fv = 82.98 psi DERti1 Ccasr 2• b• d Natural Resou•*Ys R Adj. Shear Parallel to Grain Fv, = 293.33- psi Shear Capacity Ratio: D/CV := fv = 0.28 < 1 :. OK Fv, Deflection Check: nStringers 4 5' (wDL+ wtot 1 - Lr' L L Actual Deflection: p ;_ = 0.02in 384- E'- I L Allowable Deflection: 0�:_ — = 0.57 in (Ref. 6, T301.7) 240 Deflection Ratio: D/CD := 0 = 0.03 < 1 •: OK all Bearing Check: RA Bearing Stress: f perp 1 b = 414.92• psi .. •.• b' Adj. Comp. PerpendiculartoGfainp: :Foe* f= 739.65• psi –pew :. Bearing Capacity Ratio: :e *:ODIC .:= = 0.56 < 1 OK ... ... c_perp . . . . . . . . . . . . .. . .. . . .. 0 2014.ugjF�EVineerjng,LLC.All rights reserved. . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . APROJECT:Wood Dock CALC NO.: 2014-STR-00013,REV 0 r ' ORIGINATED BY:NAC ' CALCULATION SHEET SHEET NO.: 16 OF 17 (:::U ETC3 E N 1 N E E F t 1 t`4+3 Bolt Qualification: Bolt Type: ASTM A307 Bolt Size: 3/4" t Loading Type: Single Shear Available Shear Strength per Bolt: 4)Rn:= 7.95kip (Ref. 1, Table 7-1) Actual Shear. Ra:= 2. RA = 3.11 - kip R Shear Capacity Ratio: D/C V := 2 R = 0.20 < 1 :. OK � n Anchor Bolt Qualificalton: Bolt Type: Hilti KB3 Expansion Anchor a E Bolt Size: 1/2"o OCT 3 1 2014 Load Type: Single Shear DERM Coastal Resources Section Natural Resc. ,es Rp.qulation&Restoration Min. Embed: 4" Bolt Spacing: sbolts 24in Available Shear Strength per Bolt: (�Rn := 3.01 kip (Ref. 8) Actual Shear. Ra:= C ' ,1 R2 = 0.83• kip sssboltstfmgers Shear Capacity Ratio: D/C V :_ � = 0.28 < 1 :. OK .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... . ... . ... ... . ... . . . . . . . . . . . . . . . . .. . .. . . .. 2014jCu.ct`o.EVineen ng,LLC.All rights reserved. . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . K PROJECT:Wood Dock CALC NO.: 2014-STR-00013,REV 0 ORIGINATED BY:NAC CALCULATION SHEET SHEET NO.: 17 OF 17 C--lUI E-f C)� SECTION 7.0: Summary of Results and Conclusion Summary of Results: Parameter D/C Ratio Reference Sheet No. Bending Stress 0.69<1.0 Body of Calc 15 Shear Stress 0.52<1.0 Body of Calc 10 Deflection 0.03<1.0 Body of Calc 15 Bearing Stress 0.56<1.0 Body of Calc 15 Boft 0.28<1.0 Body of Calc 16 Cornponent 0.44<1.0 Body of Calc 8 Conclusion: The design of the structural system for the subject property is acceptable as designed by engineering analysis.All design elements shall be installed in accordance applicable codes, standards, and specifications and drawings. COT 3 12014 DERM Ceas:a! Natural Resources Reg,!-i,,on RFs Division!'vRRQr •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • ••• • ••• • ••• • • • • • • • • • • • • • • • •• • •• • • •• 0:* (x.20 4 JCujtp.Eg0eering,LLC.All rights reserved. • .. .• • • . •. •. ... . . • ... . • 9/92014 Florida Building Code Online gE rg"1: x� ti s 2,1� �'�nw�,m`r"�`s,.tr .,t�..- 1 i����;',.a x r k4{,�.;�ire r�•`'��t�;er'�y �?��'<nc��,�n�; +s Ro4da Depam'nent'� BaS Home ; Log in User Registration Hat Topics Submtt Surcharge Stats&Facts Publications FBC Staff BCIS SHe Map Unks Search 6usines ProfesSI Product Approval l ['d USER:Publk User Regulation "l Product �- Mnreval Menu>Product or Annaratlnn Search>•W{da�>AIWIcation DetaU {, Cdo y 3 FL# FL11478-112 W Application Type Affirmation OCT 3 1 2014 Code Version 2010 7 Application Status Approved DERM Coastal ReSDLrces, Sec•4_,;, Comments Natural Resources Regulation Archived DVs:on 'PRR Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney,TX 75070 (972)439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800)999-5099 rshackelford@strongtie.com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800)999-5099 pwoodall@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity IAPMO Evaluation Services LLC. Quality Assurance Entity Benchmark Holdings,L.L.C. Quality Assurance Contract Expiration Date 12/31/2014 Validated By Jeffrey P.Ameson,P.E. Validation Checklist-Hardcopy Received Certificate of Independence FL11478 R2 COI IAPMO Certificate of Indenendence.odf Referenced Starid9Pd Sr".Yctr`'of i Vdjrdi ••• Standard Year • • •• • • • • • AF&PA NDS 2005 • •• • • • • ••• • • • • • • • • • ASTM D1761 2000 •• ••• •• • • • •• Equivalence gf Prod gc,Standards••• • ••• Certified By• • • • • • • ••• • ••• • • • • • • • • • • • • • • • • •• • •• • • •• Sections from t;e Code • • • • ••. • • • • ••• • • I affirm that there are no changes in the new Florida Building • • • • • • • • Code which affect my product(s)and my product(s)are in • : : : : : • : compliance with the new Florida Building Code. • •• •• • • • •• •• http.//floridabuildirig.org/pr/pi app dtl.aspx?param--vGEVXQwtDgv8JygqZgWuEGMabeyhYYYCVMfgM%2bVmVgc7QOLs8506uA%3d%3d 1/3 9/9/2014 Florida Building Cade Online Documentation from approved Evaluation or Validation Entity Yes No N/A Product Approval Method Method 1 Option C OCT Date Submitted 03/21/2012 3 1 2014 Date Validated 03/21/2012 DERIU CO3St31 ResourC�, ;; ;ir• Date Pending FBC Approval Natural Resou-ces Rs�ula[4,n g Date Approved 03/28/2012 Dnris;on„NRR:RD' Summary of Products FL# Model,Number or Name Description 11478.1 A34,A35 Angles Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.Ddf Approved for use outside HVHZ:Yes Verified By: IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:When resisting wind uplift,supplemental connectors FL11478 R2 AE ER 0112 H-A.Ddf must be used to acheive 700# uplift for HVHZ 11478.2 DSP,SSP Stud to Plate Connectors Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.Ddf Approved for use outside HVHZ:Yes Verified By:IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: EL11478 R2 AE ER 0112 H-A.odf 11478.3 FSC Floor Span Connector Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.ndf Approved for use outside HVHZ:Yes Verifled By:IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: EL11478 R2 AE ER 0112 H-A.Ddf 11478.4 HIDA, H10A-2,H10S,H14 Hurricane Tie Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.Ddf Approved for use outside HVHZ:Yes Verified By: IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL11478 R2 AE ER 0112 H-A.Rdf 11478.5 1-12A,H2.5T,H8,HGA10 Hurricane Tie Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.odf Approved for use outside HVHZ:Yes Verified By: IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Repots Other:When resisting wind uplift,supplemental connectors EL11478 R2 AE ER 0112 H-A.odf must be used to acheive 700#uplift for HVHZ. 11478.6 00 • LCE4 • End Post Cap Limits of Use: i •: : : : : : Installation Instructions Approved for age In'i=Vi1Z:*a j4 0 0.0 •• FL11478 R2 II ER 0112 H-A.odf Approved fop use•ulaslde.liVH3kYes • •• Verified By:IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: • ••e • s•* • 000 FL11478 R2 AE ER 0112 H-A.odf 11478.7 • • LS32,LSfQ,IS7p,CS90*.. Skewable Angles Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.odfdf Approved for use outside HVHZ:Yes Verified By: IAPMO Evaluation Services LLC. Impact ResI&jAt:':I/A ; ; •;• ; Created by Independent Third Party: Design Presst*e:h/A • ••• • • • Evaluation Reports Other: ; ;•••; ; : ; ;.�.; FL11478 R2 AE ER 0112H-A.odf ••• • • • ••• • • http://floddabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvBJygqZ9WuEGMabeyhYYYCVMfgM%2bVmVgc7QOLs85Q6uA%3d%3d 2/3 9/9/2014 Florida Building Code Online 11478.8 LTPS Lateral Tie Plate Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.Ddf Approved for use outside HVHZ:Yes Verified By: IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:This product must be loaded parallel to the grain of FL11478 R2 AE ER 0112 H-A.Ddf the lumber to which it is attaching. 11478.9 RBC,RBCP Roof Boundary Clip Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.odf Approved for use outside HVHZ:Yes Verified By:IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:This product must be loaded parallel to the grain of FL11478 R2 AE ER 0112 H-A.ndf the lumber to which it is attaching. 11478.10 TJC37 Truss Jack Clip Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11478 R2 II ER 0112 H-A.odf Approved for use outside HVHZ:Yes Verified By: IAPMO Evaluation Services LLC. Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:When resisting wind uplift,supplemental connectors FL11478 R2 AE ER 0112 H-A.odf must be used to achelve 700#uplift for HVHZ. Contact lie::194n North Monroe Street_Tallahassee Fl 121414 Dhnne:RSn-4R7-1 R74 The State of Florida Is an AA/EEo employer.[,a1vNobt 7nn7-7n13 State of Florida_::Pdy&Q statement::AccesciblRty Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released In response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.*Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an emall address If they have one.The emalls provided may be used for aMdal communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine If you are a licensee under Chapter 455,F.S., please cfldc here- Product Approval Accepts: wcurity7•t muM- mum OCT 3 1 2014 DORM Cca:�tei Natural Res-oi,T,s -w- 00 ••• •• • • • •• • ••• • ••• • ••• ••• • ••• • • • • • • • • • • • • • • • • •• • •• • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • http./Ifloridabuilding.org/pr/pr app dtl.aspx7param=wGEVXQvADgvBJygqZ9WuEGMabeyhYYYCVMfgMe/a2bVmVgc7QOLs85Q6uAe/a3da/a3d 3/3 ES-0112 Used for Florida State Wide Product Approval # FL11478 Products on this Report which are approved: Product FL# FSC 11478.1 H10A 11478.2 H10S 11478.2 H14 11478.2 H2.5T 11478.3 H2A 11478.3 LCE4 11478.4 LTP5 11478.5 R RBC 11478.6 ' RBCP 11478.6 3 12014 TJC37 11478.7 DERM Coasta�Res ~ -, Natural ResoDu,'c-'oR�,�4 a.r & . .. . . . . ... . .. ... .. . . . .. SIMPSON STRONG-TIE COMPANY, INC ... . ... . ... ... . ... . . . . . . . . . . . . . . . . •• . •• . • .. ... . . . . ... . . . . .. . . . . . . . . . . . .. •• . • . •• •• ... . . . ... . . N EVALUATION REPORT Report Number:0112 DERM coastal Issued:0812008 Natural Resources Regulation&P.as-4auon Division(fuRF�RD) Expires:0812009 Revised: 12/15/2008 DIVISION: 06—WOOD AND PLASTICS 3.0 DESCRIPTION Section:06090—Wood and Plastics Fastenings 3.1 Product Information: REPORT HOLDER: SIMPSON STRONG-TIE COMPANY, INC. 3.1.1 A34 and A35 Framing Angles: The A34 and 5956 WEST LAS POSITAS BOULEVARD A35 framing angles are used to attach wood PLEASANTON,CALIFORNIA 94588 framing members and are fabricated from No. 18 (800)925-5099 gage steel. The connectors have cutouts on each www.strongtie.com leg and a prong to aid in installation. Table 1 and Figure 1 list model types, dimensions, fastener EVALUATION SUBJECT: schedules and allowable loads. SIMPSON STRONG-TIE ANGLES,CLIPS,AND 3.1.2 DSP and SSP Stud Plate Tie Connectors: TIES The SSP stud plate ties are designed to transfer uplift forces between a double top plate to a stud or 1.0 EVALUATION SCOPE a stud to sill plate. The SSP is formed from 18 gage steel. The DSP is a double wood stud to a 1.1 Compliance with the following codes: single wood or double wood plate connector and is formed from 18 gage steel. Table 2 and Figure 2 list • 2006/ntemationa/Building Code®(IBC) model types, dimensions, fastener schedules and 2006 International Residential Code®(IRC) allowable loads. 1.2 Evaluated in accordance with. 3.1.3 FSC Floor Span Connector: The FSC connector transfers tension forces from member to • EC 002-2007 member and may be used as an alternative to the floor to floor strap connectors. The connector is Property evaluated: formed from 12 gage steel. Table 3 and Figure 3 list model types, dimensions, fastener schedules • Structural and allowable loads. 1.0 USES 3.1.4 1-12A, H2.5T, H10A, H10S and H14 Hurricane Ties: The H2A, H2.5T, H10A,H10S and Simpson Strong-Tie structural angles, Gips and ties H14 Hurricane Ties are designed to tie wood rafters are used as wood framing connectors in or trusses to wood wall plates or studs and are accordance with Section 2304.9.3 of the IBC. The formed from 18 gage steel. Table 4 and Figure 4 list products may be used in structures regulated under model types, dimensions, fastener schedules and the IRC when an engineered design is submitted in allowable loads. accordance with Section R301.1.3 of the IRC. 3.1.5 LCE4 Post Cap: The LCE4 post cap transfers uplift and lateral forces from a beam to a post and is formed from 20 gage steel. Table 5 and •• ••• • •• Figure 5 list model types dimensions fastener • •• schedules and allowable loads. Copyrights 0 2008 by International Association of Plumbing and Mechanical Officials.All rights re served.Printed in the United States of America.No part of this publication may be reproduced,stored in an electronic retrieval system,or transmitted,in any form or by arty mean electronic mechardarl hA1Vco !• recor�ng,or otbeA411,without the prior written permission of the publisher. su � ,P PY�� P ••• • ••• • • • • Ph:1-877-41ESRPT•Fax:909.412.4tA•web t,5001 East Philadelphia Steeet•Ontario,California 91761-2816—USA • • • • • • . • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • EVALUATION REPORT mmo :A Report Number:0112 >''`_ Issued:08/2008 Expires:08/2008 Revised: 12/15/2008 3.1.6 LTP5 Lateral Tie Plate: The LTP5 lateral tie plate transfers shear force from the wood top plate to wood rim joist or blocking members and is formed from No. 20 gage steel. Table 6 and Figure BASE METAL 6 list model types, dimensions, fastener schedules GAGE THICKNESS(in.) and allowable loads. No. 12 0.0975 3.1.7 LS Skewable Angles: The LS skewable No. 16 0.0555 angles are used to transfer lateral loads between No. 18 0.0445 wood framing members and are formed from No. No.20 0.0335 18 gage steel. The angle is designed to allow field skewing from 0 to 135 degrees. Table 7 and Figure 7 list model types, dimensions, fastener schedules For SI:finch=25.4 mm and allowable loads. The connectors have a minimum G90 zinc coating specification per ASTM A653. Some models may 3.1.8 RBC and RBCP Roof Boundary Clips: also be available with either a G185 zinc coating The RBC/RBCP roof boundary clip transfers lateral (denoted by model numbers ending in the letter Z) loads between the roof diaphragm perimeter or with a batch hot-dipped galvanized coating with blocking and wall top plates and are formed from 20 a minimum specified coating weight of 2.0 ounces gage steel. Table 8 and Figure 8 list model types, of zinc per square foot of surface area (600 g/m2), dimensions, fastener schedules and allowable total for both sides in accordance with ASTM A123 loads. (denoted by model numbers ending with the letters HDG). Model numbers in this report do not list the 3.1.9 TJC37 Jack Truss Connector: The TJC37 is Z or HDG ending, but the information shown a field skewable connector and transfer forces from applies. jack trusses, joists, rafters and blocking members to The lumber treater or holder of this report(Simpson supporting members and is formed from 16 gage Strong-Tie Company) should be contacted for steel. Table 9 and Figure 9 list model types, recommendations on minimum corrosion resistance dimensions,fastener schedules and allowable loads. of steel connectors in contact with the specific proprietary preservative treated or fire retardant 3.2 Materials: treated lumber. 3.2.1 Steel: The A34,A35, FSC, 1-12A, H1OA, H1OS, 3.2.2 Wood: Wood members with which the LS and TJC37 connectors described in this report connectors are used must be either sawn lumber or are manufactured from galvanized steel complying engineered lumber having a minimum specific with ASTM A 653, SS designation with a minimum gravity of 0.50 (minimum equivalent specific gravity yield strength of 33,000 psi (227 MPa) and a of 0.50 for engineered lumber), and having a minimum ultimate tensile strength of 45,000 psi (310 maximum moisture content of 19 percent (16 MPa). The DSP, H2.5T, H14, LCE4, LTP5, RBC, percent for engineered lumber). The thickness RBCP and TSP connectors described in this report (depth) of the wood main member must be equal to are manufactured from galvanized steel complying or greater than the length of the fasteners specified with ASTM A 653, SS designation with a minimum in the tables in this report, unless the reduced yield strength of 40,000 psi (227 MPa) and a penetration effect on the load calculation per the minimum ultimate tensile strength of 55,000 psi (358 applicable National Design Specification for Wood MPa). Base metal thick W91 far$hQ bongebor';in Construction and its Supplement (NDS) is taken this report are as follows: .: .': s : :.: •. into account, or as required by wood member •• ••• •• •• design,whichever is greater. • % • % • • % OCT 3 1 2014 ... • . . ... • .Page 2 of 13 • • • . • • • • DERPA Coastal Resource� • • • •.• • • • Natural Resources Regulation& • • • • • • • • • Divis'on iKPR-?1 • •• •• 0.11 • • •• .•• WIN EVALUATION REPORTmmo . Report Number.0112 e Issued:0812008 Expires:0812009 Revised: 12/15/2008 3.2.3 Fasteners: Common nails used with connectors in this report must comply with ASTM F 4.2 Installation: Installation of the connectors 1667 and have the following minimum fastener must be in accordance with this evaluation report dimensions and bending yield strengths(Fyb): and the manufacturers published installation instructions. In the event of a conflict between this SHANK FASTENER report and the manufacturers published FASTENER DIAMETER LENGTH Fyb(psi) installation instructions, this report governs. inches inches 8d x 1'/2 0.131 1'/2 100,000 4.3 Special Inspection: 8d 0.131 2'/2 100,000 10d x 1% 0.148 1'/2 90,000 4.3.1 IBC: Periodic inspection is required for 10d 0.148 3 90,000 installation of connectors described in this report 16d 0.162 31/2 90,000 that are designated as components of the seismic- For SI:1 inch=25.4 mm,1 psi=6.895 kPa. force-resisting system for a structure in Seismic Fasteners used in contact with preservative- Design Category C, D, E, or F in accordance with treated or fire-retardant-treated lumber must Section 1707.3 or 1707.4, with the exception of comply with IBC Section 2304.9.5 or IRC Section those structures qualifying under Section 1704.1. R319.3, as applicable.The lumber treater or report 4.3.2 IRC: Special inspections are not required. holder should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific 5.0 CONDITIONS OF USE proprietary preservative-treated or fire-retardant treated lumber. The Simpson Strong-Tie products described in this 4.0 DESIGN AND INSTALLATION report comply with, or are suitable alternatives to what is specified in those codes listed in Section 4.1 Design: The allowable loads shown in the 1.0 of this report subject to the following product tables of this report are based on conditions: allowable stress design and include the load 5.1 The connectors must be manufactured, duration factor, Co, corresponding with the identified and installed in accordance with this applicable loads in accordance with the National report and the manufacturers published installation Design Specification for Wood Construction and instructions. A copy of the instructions must be its supplement (NDS). No further increases are available at the jobsite at all times during permitted for load durations other than those installation. specified. Tabulated allowable loads apply to products 5.2 Adjustment factors noted in Section 4.1 and connected to wood used under dry conditions and the applicable codes must be considered, where where sustained temperatures are 100°F (37.8°C) applicable. or less. When products are installed to wood 5.3 Connected wood members and fasteners must having a moisture content greater than 19 percent comply, respectively,with Sections 3.2.2 and 3.2.3 (16 percent for engineered wood products), or of this report. where wet service is expected, the allowable loads must be adjusted by tie yveit §e,ricq factor, t;, 5.4 Use of connectors with preservative- or fire- specified in the NDy§ for cl"I;type;fgstVngrs. retardant-treated lumber must be in accordance When connectors are 49stallgd;in %4old a ttpt wUl with Section 3.2.1 of this report. Use of fasteners experience sustained"bxpMbre•tb t6mliier8tt2res with must be in accordance with Section 3.2.3 of exceeding 100•F (37.80C), the allowable loads in this report. this report must b@ adj@Wd by th8 J@mper@turr.• factor, Ct, specified Zra the N DS. RE . .. . % . . .. . OCT 3 9 2014 ••• • • . • .•• . .Page 3 of 13 DERM Coastal Rescur::e< • • • s•+ • e • Natural Resou.-ces Regua:on > •,t.,. EVALUATION REPORT Report Number:0112 P � Issued:08/2008 Expires:08/2008 Revised: 12/15/2008 6.0 EVIDENCE SUBMITTED Data in accordance with IAPMO ES Evaluation Criteria for the Testing and Analysis of Joist Hangers and Miscellaneous Connectors (EC 002- 2007), inclusive of tests and calculations. 7.0 IDENTIFICATION The products described in this report are identified with a die-stamped label indicating the name of 4R the manufacturer(Simpson Strong-Tie), the model number, and the IAPMO ES Mark of Conformity. 1Ap MO ES TM ell, It. , a � OCT 3 1 2014 DERM Coastal Resources Sec-,or Natural Resources Regulation&Resteratirr Division(NRRRD) Director of Evaluation Services . .. . . . . ... . .. ... .. . . . .. . ... . ... . ••• • .. ... . ... . . . . . . . . . . . . . . . . .. . .. . . .. ••• • • • • ••• . •Page 4 of 13 • • • • • • • • • • • •• •• • • • •• ••