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RC-13-391 (2) ` iami Shores Village VD.r k uildin Department g p 7BY: 3 2013 >.- ~ 0 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No.A& -.2-/3 0 39'7 Permit Type: BUILDING'/ ROOFING JOB ADDRESS: -3 X01 ze �z City: Miami Shores County: Miami Dade Zip: .3.3 1.3 93 Folio/Parcel#: 113266,013 -17620 /�� :/""i(Arj® , P4 0 Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): AH45S 4 /1I7- Phone#: Address,: J361 _" 9i="�3' S SWT City: _6&agC6State: Zip: 3313 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: � � e!� �7-AA&—OPS /elo Phone#: -305 9 466 9 93og Address: a/00& /�. d X i e / a City: 11114911 State: 100.L& Zip: 3 31 k® Qualifier Name: 5A-H V i L Phone#: k- 357-0,$4 State Certification or Registration#: Certificate of Competency#: Contact Phone#: Email Address: DESIGNER:Architect/Engineer: Phone#: OD .r� Value of Work for this Permit:$ Square/Linear Footage of Work: L7 Type of Work: Addition Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work: Color thru tile: Submittal Fee$ Permit Fee$ � '� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ 04 r , Bonding Company's Name(if applicable) Bonding Company's Addiess- I City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 att cI ment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection whit ccurs seven (7) days after the building permit is issued. Athbsence of such posted notice, the inspection will not be appro e n a r inspection fee will be charged. a Signature Signature er gent tractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this- day oft 20--'; 'by S�f1tB�� /Si5�-e6ZR day of 1 - ,20 ,by 3AY061Cds' who is personally kno who is personally ki pan to me or who has produced i-i0.e' ........ ':•, rJfPdPtIRR-R�IliTtl'1'tq'cII{2 A �....... r . As :rc�enfrcati n oath. a�4di�uti�€atioKAB@rd oa h. MY COMMISSION#FF001475 Q, MY COMMISSION#FF001475 NOTARY 1'UBLI q;F.._.. °� EXPIRES March 25,2017 NOTARY oFc�,,;' EXPIRES March 25,2017 (407)"398-0153 FlorWA taryservice.com (407)39&0153 FloridallotaryService.com Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: x�::xx:x:xxxxx�x�x��xx:x�>x:xx:xmxxxxx�xx ��:x��xxxx��xxx:xxx�x:x�x��xxxxxxxxx��x:x��:xx�:xx�xxx:x�:xx:x�� xxx x�::x:xxxx�x� APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) 03/12/2013 13:51 305.466.9308 Karen Roggiero Page 3/3 z STATE OF FLORIDA DEPARTMENT OF BUSINESS AM PROFESSIOt?AL REGULATION CONOTRUCTION INDUSTRY :LIC NSIAT<3 BOARD' (850) 487-1395 1940 :NORTH MONROE STREET TALLAHASSEE FL 32399-0783 FLEISCHER, SA,MURL F & S CONTRACTORS LLC 19I.G HE 197 TERRACE . MIAMI FL 33179 _._ - :: ngratulationsi With this.license ou became one o#the near) y y one,million ::...: Floridians licensed by th®Department of Business and ProYes6iona€Regulation. D ' T� fl-g E 1 fi-9ON Qur Professionals-and-businesses ran a from architects to acht brokers from g y P'RCPESS.I #; O ,A;. .boxers to bar ue restaurants, beq nts,'and.the k > :. :.. �: '::.' .. '::: `.•::.:.:`: Y eep:Flarida's economy.strong. , .,, � .... . .. :.:. ....:�....' Ev ...�. . _... . . �.< ti:� da v+ie w - ork Y. ,. .. Improve the way we do business 3n vrd$r to carve you beth.}:`;::: =: ::''' .:�;>:: '':.*'- *::--_-:.;��. ,.:;: a:;:: '..:<'..:': . For.information about our,services,please log onto W*W'W.Maridaitcense.com. 7'IlF'I� Ti?ere you can findpore informs#€on about our div}signs.an: the regulaWns that 'i•: `<; Ir f BOE , t impact you,subscribe to department newsletters and learn rnore about the &;.8:.; p .. 17epartrrieiit's€nitia#ives: ..:. : - :. 'F Our mission at the Department is:License Efficiently, Regulate Fairly,.We constarrtly strive to genre you bettor so.that you.can.serve your.customei�, . . - laankyou for da€ng business.ir�Flvrfida,and"congratulations on char now iicenSet dxi.'. �iC �.3;; 2ii�..4: `:::4;xZ=08©30_:04;9:.:.:'.,;: . f Mdt .... .:...:.....:...:.. At JJ PAR T rim . - c .. "4 Y. 12:fiD*�_ .-.;:::.Ct3 .1 °9 -_ : . _.. <' .::::...::`:......_.:::.•;:;;'_::::;::':::':-'::::.::. .::...t.::' y.�y�� .. ... .....�::.:��.:::"is"'.•:: ,._ .:... C.T� .. Ri i i 5. ..•........:... 5 . �. . * .. .... .a 5r w. .. ... ......... ... ... ..... .. .. ..:.. . . y , .........:.:.... L 630VZA,ktr?R C�IS�A'. Fr�Qt�lF�EO 13�L�t1tlf SE . . AS ARSE 03/12/2013 13:51 305.466.9308 Karen Roggiero Page 2/3 JEFF AT-WATER STATE OF FLORIDA CHf9F.FfNANCIAL OFFtCER DEPARTMENT' OF FINANCIAL :SERVICES DIVISION OF WORKERS' COMPENSATION C TI'FICaTE OF ELECTION TO BE :EXEMPT FROM FLORIDA WORKE.RS'- COMPENSATION :LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual li.sted' below has elected. to he exempt from FEoridai WorkersCompetasattiult laa++,f. EFFECTIVE DATE: 011I32%2013 EXPIRATION DATE: 01/62/2015 PERSON: FLEISCHER. SAMUEL FEIN; 205228621 .BUSINESS NAME AND ADDRESS: F & S CONTRACTORS LLC' DBA F .& S CONTRACTORS LLC 2tOOS: WEST PIXIE HWY MIAKI. FL 33180 SCOPES OF BUSINESS-013. TRADE: I- LICENSED GENERAL CONTRACTOR iMPORTANT:. Pursuant tr 4 o.Chopte48 . 05(144, Kt;, an officer vt a rorporatiaq WOO @tact& exemptinq Irani this chapter 4y filing a.certitieafe of election ender this section may not recgrgr.oeaeffts.or compensation ander this choptar. Purseeottp' cbepter 440:06{1'2),.r.S., Carti€iaatea'of electing,to be oxempt,..,apply only within the elect of the hosieess or trade listed on the notice of election to be axew, f'ousuant to Chapter 440.05It3t, €.5., Notices or election to be eXampt and certititat'es of election: to be'ekerapt Shall'tie subject to'rouoeetfoa'tf, at any time after the filing of the notice Or the Intance of tb r certificate, the person aatttait on the notice or .certificate no longer.meets the: requirements of this section toi issuance. of a certificate. The .department :staff revoke a c.ertiticatpe at any time for failuris of the person named on the certificate to meet the requirements of this section. IWC-A2 GER'flfit;,4TE OF ELECTION TO BE. EXEMPT REv1SED 111-11 QUESTIONS? (850) 413-1609 PLEASE CUT OUT THE, CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OIC FLORIDA DEPARTMENT OF FINANCIAL SERvtC,F.,S F : IMPORTANT DMISIONOFWORKEWCOMPENSATiON Pursuant to'Chepter 440.05(14}, F.&,. an officer of a corporation who CONST[±OJCTION 1NDtJ$T1tY Oelects exemption from this chapter by filing a certificate. of. election CEIRTIFfcATE OF ELECTKiN;TO SS EXEMPT f=RoM F1 ORIDA L.+under 'this section no; recover benefits or compensation under this WORKERS'COMPENSATM LAW may .not: thapter. EFFECTIVE:. 01/,02/2013 EXPIRATiON DATE:' 01/62/2015 Purstcopt to Chapter 4q.06021,F,$;, Certificates. of election to: be PERSON- SAMUEL FI.EYSCHER exempt,,. appty only within.the Shope of the business or trade listed on FEIN: 20522862/ R.the notice of .election' to tie exempt EIUSi1VESS NAME AND ADDRESS: F & s CONTRACTORS LLC E PkSuartt to: Chapter 440.05(13]. F:$., hlotick of: election to be exempt DDAF & S CONTRACTORS LLC and certificates of .election to be exempt shalt be :Subject' to revocation ZiDU& WEST DIXIE HWY' if, at any time after the 'filing af. the notice or the isstieitce of the Cettifi6ate, the rawtai FL 33 rap .person named'on the notice or certificate :no. longer meets the requirements of this section for issuance of a certificate. The department.shelf revoke a wtifiPAte at any time for failure.of. the SCOPE.OF BUSINESS OR TRADE::. person named on the certificate.to,meet the requirements.of this V- LICENSED 6EN£RAt CONTRACTOR section. QUESTJONS? (850) 413-1:60.9 . CUT HERE Carry bottom portion on the jolts, .keep Upper .-Rortlon fol yomr'records ")+C-252 CERTIFICATE GF ELECTION, TO BE EXEMPT RE0SED 01-11 0 . w - N N O . ..... .. ... .:. .... . . W 00360 ...:.........:::.:.. . .. ..... .....:.. ` .:......:.......... . a .. .:...:..::... .:....::..... :......:.:.:: W 0 ........... :.. :.......:. .......:.....:.:...:........ :.:.:.. ....:.. .:............. .:...........:.....:.:...... .:.................:.....:... ......:..... ..:. ........:. ..................:.:........:....:. ...........:...:: O .................... .:.......... .................... .. .::.i. ........ ........ ...... ........ ......:.... ............................. .. :... ........ :.. ........y....:.:....::.:. .. 3 ..::.:..... ..: ...................::.......�. ........................:........:. .. .....:..:..:........................:...:....... ... ... ......... .........................: ...:..:...... ................:......... :.:.....:.:.:...:.:.:...:............:.:.....:..:..:.:.:.:.:..........:............:............................ .....:....:...........................................:.............:..:.....:...:..: .. ..... ,.:....:...:.........:.......: . .... .. .. ..:. ... .. .. ..: ...:-.:....:.w:..:.....:..:.............. ...... F ............... .:.....::...:.:....:.. . .. o ::••::i:i:::'::::i .. .. .. ....:. ter .. .': * . :......... &; WRACT LLQ : r. 'i .; t— t P�tYItiR�EU'f .I�t�El4�EN3: WO s ':::. �'5a�0...: . . ;,:' ...:...: :. ia. I Bm�iTrRecei t:. ;...::. P trims th +Dr�cal deft Tlx: T#tpt is r ;lie►s�r, .. f ..` fY ... �'a' wafirr #fae ,. c mint . . . .. . . r� na of rnm�etet N t ev tequerem s v�llc q, ba* RCIP�, . com"tial veh� :. CD ............... �••, ✓F&1 Kz Ofl S-T BILACON-01 SAEZM .�►coR®9 CERTIFICATE OF LIABILITY INSURANCE DATE IYYYI� 12/16!20612013 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT- If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Insurance Office of America-LNG PHONE FAX 1855 West State Road 434 A/c No Ext):(407)788-3000 1 (AIC,No):(407)788-7933 Longwood,FL 32750 ADD��q; INSURERS)AFFORDING COVERAGE NAIC 9 INSURER A:Vinings Insurance Company 16632 INSURED INSURER B: Bilantar Constructions USA LLC INSURER C: C/O-OCMI Workers Comp Co 235 East Commercial Blvd Suite 201 INSURER D: Lauderdale By The Sea,FL 33308 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED_ NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. UISR A90L SURR POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSR pryD POLICY NUMBER MMID MUD LINATS GENERAL LIABILITY EACH OCCURRENCE $ COMMERCIAL GENERAL LIABILITY PREMISES Ea occurrence S CLAIMS-MADE 1-1 OCCUR MED EXP(Any one person) $ PERSONAL&ADV INJURY S GENERAL AGGREGATE S GE 'L AGGREGATE LIMIT APPLIES PER PRODUCTS-COMPIOP AGG $ POLICY PRO- LOC S JECT AUTOMOBILE LIABILITY OMBINE5 SINGLE LIM Ea ace derrt S ANY AUTO BODILY INJURY(Per person) S ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY(Per acadenf) S NON-OWNED PER ACC DAMAGE $ HIRED AUTOS AUTOS S UMBRELLA LWB OCCUR EACH OCCURRENCE $ EXCESS LIAR CLA@AS-MADE AGGREGATE $ DED I I RETENTION$ S WORKERS COMPENSATIONWIC STATU OTH- AND EMPLOYERS'LIABILITY TORY LIMITS ER A ANY PROPRIETORIPARRTNERIEXECUTIVE YIN N CV01354W0 1011712013 10117/2014 E.L.EACH ACCIDENT S 1,000,0 OFFICERAAIEMBER EXCLUDED? ❑ N!A W (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE S 1,000,00 If yes.deswbe undei DESCRIPTION OF OPERATIONS haloes A 11 E.L.DISEASE-POLICY LIMIT S 1,00,00 OESCRIPTiON OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Additional Remarks Schedule,B more space Is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores Village AUTHORIZED REPRESENTATIVE Building Department 10850 NE 2nd Ave Miami Shores Village,FL 33138 ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD SkyR®ck Engineering , Inc I E-A '- F1 www.skyrockeng.com _ JAN BY: STRUCTURAL CALCULATIONS FOR REMODELING & ADDITION PROJECT (REVISION #3) AT f 361 NE 97TH STREET MIAMI SHORES, FLORIDA I � j PREPARED BY: AIMEE RODRIGUEZ, PE. LICENSE No. 69701 CA No. 29652 Phone:786.285.7157 Fax:305.258.3345 Email:aimee@skyrockeng.com _ kRocengineering , Inc - - www.skyrockeng.com January 8, 2014 To: Building Official(s) Miami Shores Village Building Department Re: Remodeling &Addition Project 361 Ne 97th Street, Miami Shores, Florida CMU wall repair Dear Sir: The revision #2 has been submitted with the purposed of update drawings based on existing conditions discovered during construction phase. Please, see below scope of work of revision#2. 1. The top of existing tie beams at existing terrace were found lower of what it was expected. With the purposed of reflect existing condition and keep 7 feet high clearance for new veranda arch beams, concrete beam schedule and sections 2/S-5, 3/S-5, 6/S-8, 7/S-8 & 1/S-2 at new veranda have been updated. 2. A new window has been added next to the metal stair at west elevation. The window wind pressures have been added on foundation plan, sheet S-3. Please, see architectural drawings for additional information. 3. Repair procedures and repair details have been added in order to repair existing CMU wall and slab on grade at garage. Please, see calculations, foundation plan, and additional sheet S-8. 4. Footing F3x3.5 has been updated to avoid conflict with existing A/C unit foundation. Please, see sheet S-3 and calculations. 5. Detail 1/S-4 has been added to reflect existing condition. 6. Detail 3/S-5 has been updated, and section A-A/S-5 has been added to reflect existing condition. Please, if you have any question or need additional information, do not hesitate to contact me at your convenience. Thanks for your attention. Sincerely, Aimee Rodriguez, PE 69701 Phone:786.285.7157 Fax:305.258.3345 Email:aimee@skyrockeng.com Answer to Building Department Comments STRUCTURAL COMMENTS 1. Please, see attached letter. 2. Please, see attached calculations. 3. Please, note that a new window has been added, next to the metal stair at west elevation. Wind pressures have been added on foundation plan, sheet S-3. Please, see architectural drawings for additional information. BUILDING COMMENTS 1. The top of new slab on grade at existing garage shall match adjacent, existing, wood floor elevation as shown on section 3/S-8. Please, see updated section 3/S-8. 2. Please, see updated detail 3/S-8. 3. Please, see updated detail 3/S-8. 4. All details, specifications, and repair procedures for the reparation of the existing CMU walls have been included on sheet S-8. Vertical reinforcing shall be continuous and embedded into existing concrete footing and beam as indicated on "Typical Tie Down/ Filled Cell Detail", sheet S-8. Please, note that isolated footings have been added at the area where the existing garage concrete slab is working as foundation. New isolated footings have been added at each garage wall corner and intersection to support the tributary design load. Please, see attached calculations (page 5a & 5b). V Developed by A?EcA Enterprises, .Inc.- copyright 2013 Date 10/1/2013 Project No- . Company Name Designed By Address Description City customer Name State Proj Location File Location: C:\WORH\My PROJECTS\2012\(12032) 361 NE 97 Street\CALC\NIND.wnd r p-�} .1------------L ACL 1 1 sho 'i • 1 r -y•1 1 , 1 Sd J ---'�. 4a Z 5 1 i .a WaAs Monoslope Roof 3 <6 <=10 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coeff:Lcdent Zone ^a^ a 4.6 ft Description Width Span Area Zone Max Min Naz P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- WALL 2.00 9.50 30.1 4 .0.82 -0.91 48.00 -52.30 WALL 2.00 9.50 30.1 5 0.82 -1.11 48.00 -61.58 lOSF 2.00 5.00 10.0 1 0.30 -1.10 22.95 -61.20 lOSF 2.00 5.00 10.0 2 0.30 -1.30 22.95 -70.76 lOSF 2.00 5.00 10.0 3 0.30 -1.80 22.95 -94_67 lOSF 2.00 5.00 10.0 .00 .00 16.00 -16.00 lOSF 2.00 5.00 10.0 .00 .00 16.00 -16.00 25SF 5.00 5.00 25.0 1 0.26 -1.10 21.05 -61.20 25SF' 5.00 5.00 25.0 2 0.26 -1.26 21.05 -68.86 25SF 5.00 5.00 25.0 3 0.26 -1.56 21.05 -83.25 25SF 5.00 5.00 25.0 .00 .00 16.00 -16.00 25SF 5.00 5.00 25.0 .00 .00 16.00 -16.00 50SF 5.00 10.00 50.0 1 0.23 -1.10 19.61 -61.20 50SF 5.00 10.00 50.0 2 0.23 -1.23 19.61 -67.42 50SF 5.00 10.00 50.0 3 0.23 -1.38 19.61 -74.61 50SF 5.00 10.00 50.0 .00 .00 16.00 -16.00 50SF 5.00 10.00 50.0 .00 .00 16.00 -16.00 100SF 10.00 10.00 100.0 1 0.20 -1.10 18.17 -61.20 IOOSF 10.00 10.00 100.0 2 0.20 -1.20 18.17 -65.98 e- 100SF 10.00 10.00 100.0 3 0.20 -1.20 18.17 -65.98 100SF 10.00 10.00 100.0 .00 .00 16.00 -16.00 100SF 10.00 10.00 100.0 .00 .00 16.00 -16.00 6X6.67 6.67 6.00 40.0 4 0.80 -0.89 47.06 -51.36 6X6.67 6.67 6.00 40.0 5 0.80 -1.07 47.06 -59.69 2.5X6.67 6.61 2.50 16.7 4 0.86 -0.95 49.95 -54.25 2.5X6.67 6.67 2.50 16.7 4 0.86 -0.95 49.95 -54.25 2.5X6.67 6.67 2.50 16-.7 4 0.86 -0.95 49.95 -54.25 2.5X6.67 6.67 2.50 16.7 4 0.86 -0.95 49.95 -54.25 2.5X6.67 6.67 2.50 16.7 5 0.86 -1.19 49.95 -65.47 2.5X3. 3.00 2.50 7.5 4 0.90 -0.99 51.64 -55.94 2.5X3 3.00 2.50 7.5 5 0.90 -1.26 51.64 •-68.85 GARAGE OppR 7.00 8.00 56.0 4 0.78 -0.87 45.95 -50.25 00 8.00 56.0 5 0.78 -1_02 45_95 -57.48 GARAGE DOOR 7. Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF 0.000), Topographic Factor (K,zt = 1.00) and Reduction Factor (RF - 1.0) . The effective area for the parapet is 10 sq ft [0.929 sq m] to be conservative, which makes the Reduction Factor 1. w ilnl+arucs(+.u:t2O LcO''ard P.raixt Load Case A Lead CJ';:10 FT' L' �I �F rG Load Case A - Apply Positive Wall Pressure to Front and negative roof pressure to back. pl: Positive Wall Pressure on Front of Parapet (Zone 4) - 60.29 psf pi: Positive ball Pressure on Front of Parapet (Zone 5) = 60.29 psf P2: Negative Roof Pressure on Back of Parapet (Zone 2) - -138.40 psf p2: Negative Roof Pressure on Back of Parapet (Zone 3) = -188.67 psf Load CaseB - Apply Positive Wall Pressure to Back and Negative Wall Pressure to the front. p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 60.29 psf p3: Positive Wall Pressure on Back of Parapet (Zone 5) 60.29 psf p4: Negative Wall- Pressure on Back of Parapet (Zone 4) = -60.29 psf p4: Negative Wall Pressure on Back of Parapet (Zone 5) = -110.50 psf Rebfixod wan Properties for Loud CombinafiWS luau LM9 . Wmd or Sem&,Cmdudes IjS i in siiomble )• Wal Width- gin Mawable Stresses including IS stm int F 39 psi = P Gwated Masonry Fb ac 5�pst = 667 psi j 5 Fs= 74,000 psi 32��P ReWm=meutPwpezties Cane Mwomy properties 125 in Bar am 0.31 in tb = 29,000,000 psi1 in fy = 60.000 psi = 2,08MOOD psi 43!4" II.. Resisting Motet and Shear for Bars Poshmned on the Tension Side For Depth,d: 4.75 in 7 SB" Bar Spwipg ,b P g i 1 MW M MR vg on) m2 m � m-role m mB 16 0.230 0.0040 0.284 0906 231 3677 23.1724 -1,9M 24 a15:� 0.002? 039 -OM-- 19.850 21459 19,850 709 .32 0.1 0 0211 0930 17685 . . 16 . 9 16.259 2,737 40 0.092 6 191 0936 16-130 13100 131 48 0 n 0.176 0341 14 10,975 1 771 56 0 0.0013 .176 0941 806 9407 9407 _ 64 0, OZ 6 0941 1 1 li -72 0.0?7 0 0.176 0941 9 7 17 1 . i Resisting lit and Shear for Bars Pasirmaed at the-Center of the WaR For E =tie Depth,d= 3.81 in 7S " Bar Spacipg P k i M MIS MR vg m—" m—w/ftm- 16 0.2M 0.0050 0311 0.896 16= 25,163 1 118 24 a1S3 0 - 01.63 . _ 0912 -13 -17077. 13 156 - - o rl5- ams- oz z - _ 1� 40 0 O oar 0210 0330 1 10,441 i _ 1 s 197 48 Offn 0�1 x194 0335 1 752 752- 10 56 OA's! __D. .1 9047 7 - 7 1 64 03T1 x0017 0 16 657 72 .001 0194_ 0935 835 5 4T3 NOW or t�stresses, resffit seasnnc forces shaIl be designed to resist 1.5 times the seismic shear forces obtained from an is of the badin . 281 JOB. SHEET No. M CA No.29WWW-*Wodmwj4m CALCULATE[)13y- EMAJU Wmee@dWodm*-corn DATE phone:788 285 7157 Fax:305.258 3345 4d o t; IOSF f-I .6e- no- Cot f !0 617, 9 713" 0, A 74) 3 5_,/ I JOB. i 1 _ OF CA No.29652 vw�ay.4c 9-Wn SHEET Pte.: a EMAIL' �-� CALCULATED BY: ° DATE;i Phony 786 285 7157 Fac 305.258 3345 ir �� _,l.�jt t sf' ✓2� '�r S c:Q r 11�L e`er 8"j C_- r !, CD -7) 419 Ac -t .o .`tom ♦ ...n. � _ _._ --.. _. _ - JOEt Em OF CA No.2 52 �wwa AWwc csMA=n SHEET No EMAIL corn CALCULATED SY: DATE +� Phorw.786 285 7157 Fmc 305.258 3345 e9 -0o -7e `7 ell 'To r � P' , a/ a 1 25 e ell CA No.29t i2 r..Owm dae v cm SFO=ET No.: OF EMAIL•aimee@skYrOdWM-�n CALCULATFI?BY: DATE Pune:786 285 795/ Fac 305.258 3395 6"7�-- _ 1O � Z � �r� � �� 3 ;4 7, 0 3 -/3 gq7 67 ,&) (0 947, av6`q, 917 f Boa: KZI SHEET Na: OF CA No-2M EMAIL'Wmee yW�9-� CALCULATEDBY DATE Phone:786 28.5 7957 Fmc 305.258 334.5 Ad, u The-MTSM and HTSM aft high SWIIII t tales ®° to 11135 r COnRgCdM ti aMAL MTM-16 9ROOK HTW-14 gauge r. FROM G111mmi See Colrasiae Wormaffmaft - a a� � e baaar ° J tmtina Page 18-19. INSTALI.ATIDN: •Use at specified fasteners.See General Notes. •Inswis with hex head Tftp screws. lustamon , ° Attatdl to Ourt side of grouted cmw to Mock °. ' ° 1•TyP a with a minimum am 85 rebar hard. 4s tth3tar Iain °. CODE&See page 20 for fade Refemmat KOY Chart OF/6P SMF Atl.ateraf � F AUm=WeupmLw' Atowelfloupast oh, LaadsCade Mudd L led 18h xl% led 10dxl% Fl F2 ROL No. TnM tau Concrete n6o) s9) —Fe 0— (1_Gm (jom) MTSM16 16 710d 4-V4Q%Tffa 860 860 750 750 MTSM 20 7-10d 44U2'KMO 4-'bXNYiTiten 8f� SW 7511 750e e F27 0 M) o HTSM16 16 8-109 4-'bu2bTit�r 4-'bxl'ATit� 1175 1175 102D 1020 HTSLW 20 1010d 4-Yuc2'/diten 4 Ax'13.MOR 1175 1175 1820 1020 00not 1°T 1.L have boo Irtmased tiff%W or h W"10 RD Aaeta bye a9awal t wbete offier heads 0 0 P-7WddmsdondhmtobeWUXWMW§MM=tMZOMMBdWAftW& p 3.Attdmwn edge distance for No screw IS W h IW- 4.See 155 t�int trdortodiQra 5.Tai le Im fs ware dNsrralneil using m teener volt Aift+M20 IfJiSfff 16 6.Prdoctss scree be instetlad such that the Man so are not exposed to ante weather. 7.Minimum Pm=1500 ped aed Pc==pal- 8 Latetai leis an the wR side Titer are bad bdo me ibsttoar t"gmrei holes hom the b� aan go ni dw MOM mq*W can be hrsWW III any Open 9.NmMM 10d=0.14r die x T N�1�UvWfAv Vra*d Ow ad holes�0.1411'dia.x W bM Ote bmW on are 0A�Pie Z �ssizes Rod lefam dbL � : The MGT and HGT series ate girder tie downs for modetale to high load applications that are tAft*hasww Our to real dwtlft The MGT • ; . • wraps over the heel and is ara tared an one side of the truss.The HGT Straddles tae Wand for trusses lt top tdmtd Stopes up m 8fi2. ° • ° adjustable,making tiltht The HGT Is avallable In stims for Z;3-and 4-pty wWft • ; • • ;'• add tq UHIM MGT-12 gauger;HGT-7 gauge . , • FMW MGT—Gatvartit HGT—Sknpsan Strong-TUP grafi Imnd INSTALLATHK•Use a8 specifted fasteners See General NOW. � •When the HGT-3 Is used with a 2-*girder or trema,sidmir 0 is m .• o reptet!and taut be tatted to act as one urk W .Attach to groaned cwmrde block wets a adrdmwn an#5 rebar •• •• 114 3' � R harizaralal in the hep tl w mock ° .. •See page 178 for wood apras. coOM See page 20 for Cote FWaslca Key CharL MkL ; 0 Fps DFIV SPFff a Dim Allowelde Illimitable Wedd �w f c Girder, Andmm (Et �u'dia (160) (160) MGT 319 — 1-i6 22109 3965 3330 F26 soNwbttn HGT2 39h$ 5l4 2-* 1640d 10980 6485 120. f snth�ast 9 N HGT-314W.4W. 716 2-3: 16-104 10530 9035 Ing ®_ HGT-4 6% 9 1 2-Y. 1 16-10d 9250 9250 � e. 1Alldied ownbers roust be d to rest appitM Imo. N � 1 2.Mbb m fm;z15Mpsimadfc=2508PSL l '. °° SW 4- _ 3.To achieve the bob Med for ft MST and HK ancho age bdo a Zr wdde ° conc�reta tis-beam or grafi and reImcsd CMU tie-bean can be made oft Off@ l►Sbat WTV SET Epv-TV adv=n1 h a mbbm embedimot depffi of 12: Veru mat maybe required totwi tetft loads par Oft= - 4.Affawalde loads thous been irt, farwW or saftaks loaft vA � hRRrhar no Fordo b allowst reduce where other INds goon. ' 5.The M6T can be bhstalled aft straps vm&W for fug table load provWW a9 sped 1'!w rads are trudded In eNter a solid header or ar f I dmdde 2x6 whit. RUT-2 Tj@IW H6T 2 histaMon s.Table dew"loads ware detwribred oft hated Wet ultimom or l8stetar (OT-3 and Into Conmft cdculallo7.N18L�11��d�.x 3'tmlp.sce twee 245 fm atrer r��s sag 4dorrt�lmt. HST-4 rj . 163 CA No.29652 ��' � 4� EMAP: CAL.CWATED BY: DATE i�hone:786 285 7157 Fac 305.256 3W SIC I �. -- - Nom.-= ,� -ter �• `ar- -3.4 Olr- s - or I • ♦' !I rs/ G dewy � di'3 ��` a V � ��/+j-_S ��[QI F J.7.5 307, P .r- lop— OF www -mn SHEET No— a, GA No.29652- DATE:` Cq(.CUtATED BY: EMAIL' -� Phone:786 285 7157 Fay 305.258 33A5 do 70 LPA . i r 9� e. 1Y connedofs mm WmAdes an . rti�tod aanch�at bt to comaete� FW are hi w0ft�hvftlh W"the use NO ode resistance. and trusses anchors on The TSS.a compandou product of the MSA,pmv" . 0 a moisture a bdwm t �g5t adJudm8nt ` and bum The prea�embled unit is riveted ltnas N The DETAL20 is a hr cn H anchor for attaclum 01 sirtgi$-p tr to conte mw"ate.It cdnidm dual embedded andrors Seat vw L4 pw* embedded in the concrete or groulL This so serves to W . pmtehd the truss and do prow add lateral and uplift nam The embedded andwrs are t hld no a nmlsWm barrier througha during > e ° Ilnstaaabn m a"r� M01sftffb-b3ffW seat Incudha tabs at each wd for oplimml athaclumant to the form bard m hx►me tie-beam aptoa � RIATMAL:HHETA-14 gauge;HETA-46 gauge; HETAL-strap 16lutes seat 18 gauge; META-18 gauge;T -22 gaga% STA fb TSS QE�AL211 ICTAL DEfAL--16 gauge(Offrier—18 008) FROSIt 6alvaniz&-Shmme poducts mallable In MW HIMMI coaft see Corroon Information,page 18-19. w (fl"fir) N n6enerause an spedw l Nmss. T Ift •The MEM HEM and HHETA are embedded r Into TSS2-2 3% � a concrete emh Sb�D AL Is grouted 7h. is -�4 5 •The DEMM is hzbft cel and flush On top of an 8•nmwM bond bream or cmmr to tie beam The molsbhre barrier seat burs on masonnY face F1 she0 or concrete tie bean form boards;the two flanges w*W Info grout or concrew The two _ < embedded anclwrs stab be InsWW vnrda* Moisture ,.I •The TSSmansWrs bearer may be prea�rdhed at showM grout or concrete. n lU with f8=8 y d to the lutes using 6d commons. y_ - Tgitical DEpU. �' •whom double sate dded anchor' w�dr�o not histall fateners .�. Tow the straps eve who ove � a Mm Um b • i; ..::oA � Y CODES:See pap 20 for Cote Reference KeyCIarL l 7� �j Ilmsa pmd�avea e�Obaddcmro�tn p�er��e.A � e - O a th��emaYaisotrearberaalri�so�derclrS�nSuhAarats�rTs �-� No*Embedded Alfefw IMMMUM .Sp11pm Load 16BLoad Ouratfoolocreese Lateral L� a t1 y ROL � � Code iz H 18h1x'I'ik 16d � �- Load mmum Low F1 F2 or Web META12 8 7 1450 6 1450 340 725 RIETA14 10 7 1450 6 1450 340 725 1_Louis fm bm i 1rvM m 6 WHOM. META16 12 7 1450 6 1450 340 725 Redmmvd em 69W loads Gomm. META18 14 7 1450 6 1450 340 725 2.M6dn wn rc=2500 psL odmmnrm=1500 psi. J fi�TA206 16 7 1450 6 1450 340 725 3 f1Q Wads In bare Mm one dheidtob Ore m mecter mud bre widuated as dwhxt6!In Note e, CD MEfA22 18 7 1450 6 1450 340 725 4.Flee Ws mad be bmWW Into the Um sW of tim MAL. MEfA24 20 7 1450 6 1459 340 725 5• load tom fate of fIETAI.ir.1975 WL META40 36 7 1450 6 1450 340 725 6.It k touseareduceduandmoths N capft HETA12 8 7 1520 unit Orme is a redudian In wN load7 1780 340 725 ® Sm exartwia on page 169.Laval loads do not apply HETA16 12 9 1810 8 1810 340 725 vdmn Wartime 7 Uftmhs are used wM the MA and N HETA206 16 9 1810 8 1810 340 725 F27 HHM mm mrs m�ttamh 6-16d or 7-10M%hers " am=W with Ow META mhm HETA24 20 9 1810 8 1810 340 725 7.The MM abulfe ft Ims!can be hmmW to 435 ftp HEM 36 9 1810 8 1810 340 725 ftthe strap Is wmmw niter um Um errd a mbdmUm of spa�nv 8.fl6 WUM2 8 7 1585 7 im 340 a15 12 mu are hts ndrmmr tor r> S ma3hm hubLitton Is 2 Orh� HHEW6 12 10 2235 9 2235 34W 815 Oro W1 ftfttrfdWaSwDuubb&AmddW HHETA206 16 10 2235 9 ?xis 340r 815 k dhor lnsWow No an pap 162 for ondrmer HH TA24 20 10 2235 9 2235 34W 815 9.Single ply Umm mayhem eMw 10dx%or 16d ads. HHETA40 36 10 2235 9 2235 34W 8t5 2 or a ply- sW use 16d vdL HETALI2 7 10° 1085 10' 1270 4156 1100 MAL16 11 144 1810 13' 1810 4156 1100 11.KFAMled=0.1w&LX3w�. HEMA 15 144 1810 i3' 1810 4156 11� t0�A1/a=0.14tCdia x1'� Sea pegs 2425 im oltrer rail and trdore�adon. i61 ,l 7 Si;ed JOB:3 U-2 I CA No.29652 www.skymckerig.corn SHEET No.: OFF EMAIL ahTm@skradmg-corn CALCULATED BY: DATE Prom 786 2%7157 Fax 305.258 3345 /00 L/ 17, "2`'' fi4-0 0 65� 2 j') �� ® � �___ /14 �� ® 73,50 Y` P STRUCTURAL CALCULATION ALUMINUM RAILINGS & STAIR 361 NE 97 ST, MIAMI SHORES, FLORIDA . LWr!� 9 d 9 c • i R1�1'Al'Cf RnELO, P.E. •.• J.�c,# PE 72498 •; . Q40;WEgT,I ST �IAL��,�'LaR.ID1�,33012 3_,v-,R�lY Phone: (786)447 8174 0:00. . 1 INDEX 1.ALUMINUM RAILING DESIGN (ZONE 1) (PAGE#1 THRU#13) 2. ALUMINUM RAILING DESIGN (ZONE 2) (PAGES# 14 THRU# 33) &ALUMINUM RAILING DESIGN (ZONE 3 AND STAIR). (PAGES# 34 THRU#50) 4. ALUMINUM STAIR DESIGN (PAGES#51 THRU#61) .. ... .. . . . .. . ... . ... . . . . . . . . . . . . . . ... . ... . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . ALUMINUM RAILING DESIGV ZONE 1 . .. ... . . . . . .. . .. . . . . ... . . . . . . . .. ... .. . . . .. . ... . ..• . . . . . . . . . . . . 00 . . 1100 . ... . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . 1.) MATERIALS 1.a)Members:Aluminum Alloy 6061-T6 Reference:Aluminum Design Manual 2005 Edition Table 2-22 6061 -T6 Allowable Stress for components: Bending: -Round or oval tubes: Fb= 24000 psi Unwelded Metal Fb= I 0500 psi Welded Metal -Symetric Shapes: Fb= 28000 psi Unwelded Metal Fb= 12000 psi Welded Metal Shear Fs = 12000 psi Unwelded Metal Fs = 5000 psi Welded Metal Elasticity Modulus E = 10100 Ksi 1.b)Welding:Aluminum Filler Alloy 5356 Allowable Stress for Welding: Fw= 7000 psi . .. . . . . ... . .. ... .. . . . .. . ... . ..• . . ... . . . . . . . . . . . . . 00 ... . . . . ... . . . . . . V: . . . . . .. .. . . . .. .. 2.) DESIGN INFORMATION -Florida Building Code 2010 Alumninum Design Manual, 2005 -Minimum Design Loads for Building and Others Structures,ASCE 7-10 ACI 318-05 Appendix D 3.) DESIGN LOADS -Uniform Stair Live Load= 100 psf(FBC 2007 Table 1615) -Handrail Design Loads: (FBC 2010) Concentrated Load= 200 lbs applied at any point in any direction. Uniform Load= 50 plf applied in any direction -Guardrail System Loads: (FBC 2010) Uniform Hor. Load= 25 psf over the gross area of the guard, including the area of any openings in the guard. • . .. 00 •• ••• •• • • • •• lblb _ lb �6Wvv' ft Av_ 2 2 ••• ••• . ft . . . • • .•• • . . . . . . . • . . 0 00 . • • • . .. ... •• . . . • . 0% •. •• .•• . •. .. O ..• 4.) POST DESIGN LOAD CASES mass hp Vertical Load Horizontal Load P:= 200-lb w:= 50•plf = 4-ft 4.a)Maximum Reaction Concentrated Load Rpmax:= P Rpmax=200 lb Uniform Load Rwmax:= w•L Rwmax=200 lb Rmax:= if(Rpmax>Rwmax,Rpmax,Rwmax) IRmax=200 lb 4.b)Maximum Moment &,:= 42-in a as . a 00 Mpost:= Rmax•hp .. pesl`—800Ip• .. . aaa . aa• a . .aa a . . . . . . . . . . . . . .. . a• . 0.0 .a. . . . . a. . . . . .. .. . . . as 0a V t 4.c)Maximum Shear Vpost:= Rmax lVpost=20017b 4.d Section Required: Bending: Fb:= 12000-psi Fv:= 5000-psi Spostreq:= Mpost Fb Spostreq=0.77in Shear. Apostreq:= 1.5 Vpost Apostreq=0.06•in2 Fv 4.d Section Provided: Square Section Tube exterior t:= 2 in tw:= 3 in 16 Ipt:= 12-It o—(t—2tw)4] Ipt=0.752 in4 Spt:= Ipt Spt=0.752 in3 t 2 Apt:= t2—(t—2•tw)2 Apt= 1.36 int Aptw:= 2•t•tw Aptw=0.75 int Sprov = 1.24 in3 Aprov= 1.73 int USE 2"X2"X3/16"ALUMINUM TUBE 00 .00 .. . . .. . . . . ... . • . . . • . . • .. ... .. . . . .. . ••• . ••• . . Y • • • • • • • Do ••• • • • • ••• • • • • • • • • • • • • 5.) PICKET DESIGN: hpk:= hp-2-in hpk=40-in Loaded Area hp 2" C 25 psf hpk _ lb ft, w:= 25•psf•4.75•in w,=0,82,lb in Mmaxpk: hpkin 8 Lw-hpk t•• ... . Maxpl`= 1.15 ft2•lb•in Vmaxpk:_ w•hpk•in 2 •{• lb lbrn yaxpk= 1.37 ft• • . . . . . . mss' — { • . . • • • • In • • • • • • • • • • Section Required: = 12000-psi �:= 5000-psi Bending Design: Section Modulus Required: Spkreq= Mmaxpk Spkreq= 164.93 =0.01 in Fb 12000 Shear Design: Area Required: Apktreq:= 1.5•Vmaxpk Apktreq= 1.5.16.49 =0.0049 Fv 5000 Section Provided: Square Section Tube tpk:= 1 in twpk:= 0.062 in Ipk:= 12 [tpk4-(tpk-2twpk)4] Ipk=0.0343 in4 Spk:= Ipk Spk=0.07 in3 tp 2 Apk:= 2•twpktpk Apk=0.12 int SE SQUARE TUBE PICKET 1"x 1"X 0.062" . . . • . . . .. . . . . ... . . • • .. ... .. . . . .. . •.. • •.. .o 0. • • • • • • • 00 • • �. , . ` ' ' 6.) CAP AND BOTTOM RAIL DESIGN Tdbutary Area hpk hp 211 L 14 Bottom Rail pvAnd Load Case 2 Wind Load Hodzontal Load Case I Live Load (Horizontal) 25-psf 24-in ' Vpbmil j�Elyag 5Q lb Section Required -0 °°= ° ° " - °°° ° ° ° ° ° � : ° : : : ° °° °° °�°°° ° °~ °° °°° ° ° =° ° ° [�� ) Shear. Areql:= 1.5 Vpbmil Areql =0.015-in Fv Load Case 2 Wind Load (Horizontal Load) ,= 12000-psi jFb= 12000•ps Lv..= 5000-psi IFv=5000•ps Wind Pressure pwind:= 30•psf Wind Uniform Load wwind:= pwind•hplc wwind=30•pl 2 Mwindhor:= 1•wwind•L2 Mwindhor=60 ft-lb 8 Vwindhor:= 1•wwind•L jVwindhor=601b 2 Section Required Bending: Sreg2:= Mwindhor Sreg2=0.06-in Fb Shear. Areg2:= 1.5 Vwindhor Areg2=0.018•in Fv Sreq:= max(Sregl,Sreg2) Sreq=0.06•in3 Areq:= max(Aregl,Areg2) Areq=0.018 int Section Provided: TRY TUBE 2"X VX 1/8' Sprov =0.062 in3 Aprov= 0.469 int .. ... . . . . . .. USE 2"X1"X1/8"ALUMINUM CHAIAEZ.TU$9 . .. . . . . ... . .. ..e .. . : . .. . ... . ... . ... 00. . . . . . . . . . . . . ... . . . . ... . . . . . . . . . . . . .. .. . . . .. .. ... ... . OIC, 7.)ANCHORAGE, WELDING AND CONNECTIONS. POST ANCHORAGE TO CONCRETE ionsion) Concrete Strength: fc:= 3000-psi Minimum Embedment: emb:= 4-in Hole Diameter. hd:= 2-in Post Heigth: bz:= 42-in Horizontal or Vertical Load: 200-lb Minimum Edge Distance: dedge:= 4-in a)Concrete Breakout(Tension) ANo:= 9-emb 2 ANo= 144-in 2 AN:= 3-emb-(1.5-emb+ dedge) AN= 120-in 2 ANfinal:= mNA91,A;j : : :*,&*N*ffnal 120-in 2 dedge *2:= if�ffg%.<.1.5-ernb,.,0.7.j- 0.3- 1 *2 =0.9 03 := 1.4 Nb:= 171b'5in 0.5 C.embl'S Nb=7449.03 lb Ncb:= AANo ,�2,�3•Nb Ncb=7821.48 lb No Pu:= 1.6•P Pu=320 lb 4):= 0.75 4ONcb:_ 4)•Ncb c)Ncb=5866 lb Control:= if(Pu> •Ncb,"NOT O.K.","O.K.") lControl="O.K." b) Pullout Strength of Anchor In Tension Weld Size t Lin fir:= 3000•psi b:= 2-in Effective Weld Size teff:= 0.707•t teff=0.09•in Abrg:= 4•b-teff Abrg=0.71•in2 *4:= 1.4 Npn:_ *4•Abrg•8•fc Npn=23755.2 ZRUU,1 = if(Pu>4)•Npn,"NOT O.K.","O.K.") 1control="O.K." Pte:= 3000•1b b)Concrete Breakout(Shear) Bolt Diameter. do:= 2.0•in "o:= 4.5•dedge2 AVo=72•in2 AV:= AVo AV=72•in2 Assume Depth of Support> 1.5dedge i�6:= 1 *7:= 1.4 Io:= min(emb,8•do) to=4-in .. .. 0.2. • • •. Vb:= 7.1b0 ;in 1; � ;��.;gdgel'S Vb=4982.76 lb • j Y1 • • Y •• Go( .• . • • •• Vcb:= AV.*6.07•Vb •:• Vcby§975.86lb A. o . . . • . . . • . . . . • •.• . ... . ... . . . . ... . . . . . :0: . . . . . . . . . Y• •• . . . .. .. Vu:= 1.6•P Vu=4800 lb := 0.75 if(Vu>(�•Vcb,"NOT O.K.","O.K.") lControl USE 3" HOLE DIAMETER.4"MIN. EDGE DISTANCE AND 4" MIN. EMB. USE 1/8"WELD SIZE AROUND BOTTOM END OF POST. 6) POST- BOTTOM RAILING CONNECTION Try 1/8"Weld Aluminum Filler Alloy 5356 := 7000•psi Effective Width = 1•0.707in=0.09•in 8 (2. lArea of Welding Aw:= 8in+ 1.75•in).0.088•in Aw=0.308•in2 8 Allowable Shear Vallow:= Aw•Fv Vallow=21561b > 200 Ib O.K. USE 1/8"WELD SIZE ALUMINUM FILLER ALLOY 5356 . .. ... . . . . . .• . .. . . . . ... . .. ... .. . . . .. . . . . . . . . . . ... . • . . ... . . • •• •• • • • •• •• ALUMINUM RAILING DESIGN FOR TERRACE ZONE 2 ELEVATION AIS-2 . .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... . ... . . . . . . . . . . . . •.. 0 0 • •.. • • 1.) MATERIALS 1.a)Members:Aluminum Alloy 6061-T6 Reference:Aluminum Design Manual 2005 Edition Table 2-22 6061 -T6 Allowable Stress for components: Bending: -Round or oval tubes: Fb= 24000 psi Unwelded Metal Fb= 10500 psi Welded Metal -Symetric Shapes: Fb= 28000 psi Unwelded Metal Fb= 12000 psi Welded Metal Shear Fs = 12000 psi Unwelded Metal Fs = 5000 psi Welded Metal Elasticity Modulus E = 10100 Ksi 1.b)Welding:Aluminum Filler Alloy 5366 Allowable Stress for Welding: Fw= 7000 psi . .. ... . . . . . .. .. ... .. . . . .. . ... . ... . . . . . . . . . . . . .. . .. . . . . . ... . ... . ... . . . . ... . . . . . . . . . 2.) DESIGN INFORMATION -Florida Building Code 2010 Alumninum Design Manual, 2005 -Minimum Design Loads for Building and Others Structures,ASCE 7- 10 ACI 318-05 Appendix D 3.) DESIGN LOADS -Uniform Stair Live Load = 100 psf(FBC 2007 Table 1615) -Handrail Design Loads: (FBC 2010) Concentrated Load= 200 lbs applied at any point in any direction. Uniform Load= 50 plf applied in any direction -Guardrail System Loads: (FBC 2010) Uniform Hor. Load= 25 psf over the gross area of the guard, including the area of any openings in the guard. 99 see a 000 see . .. . . . . ... . • . . .. ... .. 0.0 . .. _ lbS _ lb _ Ib 0:0 0 009 AL . . . . . . . . . . . . ... . ... . ... . . . . ... . . ... . . . ... . . 4.) HANDRAIL DESIGN Consider three equal continuos Span = 4-ft (Maximum Span) L L L 4.a)Maximum Moment: Concentrated Load P:= 200•1b Mpmax:= 5L Mpmax= 160 ft-lb Uniform Load w:= 50•pif Mwmax:= 0.1012w•L2 jMwmax=80.96ft.lb Mmax:= max(Mpmax,Mwmax) IMmax= 160ft.lb 4.b)Maximum Shear: Concentrated Load := 200-lb Vpmax:= P jVpmax=200 lb Uniform Load cru,:= 50•plf • Vwmax:= 0.6&&L .; . wMilioth . . .. ... .. . . . .. Vmax= mjx(VgrVjx,Vwnpj.. jVmax=200 lb . . . . . . . . . . . • •.• • ... . ... . . . . ... . . ... . . . ... . . 4.c)Section Required: Bending Design: Fb 16000-psi Section Modulus Required: Shr:= Mmbax FShr=0.12 in Shear Design: Fs:= 5000-psi Section Modulus Required: 1.5Vmax Ahr:= Ahr=0.06-in Fs 4.d)Section Provided: 2 5/8"X V DIXIE CAP PLUS 1 3/4"X3/4" CHANNEL Section Provided: Sprov:= 0.143•in3 Sprov=0.14•in3 Aprov:= 044•in2 Aprov=0.54•in2 Control if(Shr>Sprov,"NOT O.K.","O.K.") lControl="O.K." � = if(Ahr>Aprov,"NOT O.K.","O.K.")jControi="O.K. SE ALUMINUM DIXIE CAP 2 5/8VXVwb 1.3/4"X 3/4"4kLWMINUM CANNEL . .. . . . . ... . •• ••• •• • • • as • ••• • ••• • • • • • • • • • • • • • • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • r 5.) POST DESIGN LOAD CASES mass hp Vertical Load Horizontal Load 5.a)Maximum Reaction Concentrated Load Rpmax:= P Rpmax=200 lb Uniform Load Rwmax:= w•L Rwmax=200 lb Rmax:= if(Rpmax>Rwmax,Rpmax,Rwmax) IRmax=200 lb 5.b)Maximum Moment &.= 44-in Mpost= Rmax•hp IMpost=8800lb.i .• mama . • .. 5.c) Maximum Shears ••• •• •• Vpost:= Ric ost=•2001 • • mama . . mama mama . . mama . 5.d Section Required: Bending: , ,�= 12000-psi Fv:= 5000-psi ost Spostreq:= MppSpostreq=0.73-in] Fb Shear. Apostreq:= 1.5 Vpost Apostreq=0.06•in2 Fv S.d Section Provided: Square Section Tube exterior t:= 2 in tw:= 3 in 16 Ipt:= 12 rt4—(t—2tw)4] Ipt=0.752 in4 Spt:= Ipt Spt=0.752 in3 t 2 Apt:= t2—(t—2•tw)2 Apt= 1.36 int Aptw:= 2•t•tw Aptw=0.75 int Sprov = 0.752 in3 Aprov = 0.75 int USE 2"X2"X3/16"ALUMINUM TUBE .. ... . . . . . .. .. . . .. 0.0 . . ... . ... . ..• . . ... . . . . . . .. . . 00 . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . r S.) PICKET DESIGN: hpk:= 50-in hpk=50-in Loaded Area hp xX pp :A nb 2!7 4" 25 psf hpk _ lb w:= 25•psf•4.75•in w=0.82•lb in Mmaxpk= 8 w hpk2 Mmaxpk=257.7-lb-in . .. . . . . ... . Vmaxpk:_ a�2ple•• •• •Vmaxpk=20.62 Ib ... ... lb ... . . . . . . . . . . .. .. in . . ... . ... . ... . . . . ... . . r Section Required: l := 12000-psi Lv,,,.= 5000-psi Bending Design: Section Modulus Required: 257 Spkreq. l b pk Spkreq 12000 =0.02 in3 Shear Design: Area Required: Apktreq:= 1.5 Vmaxpk Apktreq= 1.5. 21 =0.0063 Fv 5000 Section Provided: FLAT PLATE 1 1/4!' X 3/8"ALUMINUM Sprov= 0.027 in3 Aprov = 0.469 int SE FLAT BAR PICKET 1 1/4"x 3/8"ALUMINUM . .. . . . . ... . .. ... .. . . . .. . ... . ... . . . . . . . . . 00 . . . . ... . ... 0.0 ... . . . . ... . . : 0 l./ . . .. . . . .. ... . . . ... .. . . 7.) BOTTOM RAIL DESIGN Tributary Area 77 hp OQ hpk K, 211 L Bottom Rail p Load Case I Live Load Horizontal pyAnd Load Case 2 Wind Load Horizontal Load Case I Live Load (Horizontal) 25-psf = 33-in 12000-psi 5000-psi P:= w-Lpk p 34.37 lb 2 ft Mpbmil:= !-p-L2 IMpbrail 8257-1b-ij 8 nbfVigg p6r, �nbrafl�=68.7�51b Section Requind Bending:6:66S rcrqi M0—w j:brA1 ::�Sj;q; =0.069.in] .*Fb :. . . 0:0 0:0 Shear. Areg1:= 1.5 Vpbrail AregI =0.021•in Fv Load Case 2 Wind Load (Horizontal Load) 12000 psi jFb= 12000-psi := 5000•ps Wind Pressure pwind:= 30•psf Wind Uniform Load wwind:= pwind•hptc wwind=41.25•pl 2 Mwindhor:= 1•wwind•L2 Mwindhor=82.5 ft.Ib 8 Vwindhor:= 1 2 wwind•L lVwindhor=82.51b Section Required Bending: Sreg2:= Mwindhor Sreg2=0.082-in Fb Shear. Areg2:= 1.5 Vwindhor Areg2=0.025-in Fv Sreq:= max(Sregl,Sreg2) Sreq=0.082•in3 Areq:= max(Aregl,Areg2) Areq=0.025•in2 Section Provided: TRY TUBE 2'X VX 118" Sprov=0.210 in3 Aprov= 0.687 int USE 2"X1"X1/S':ALlnify0l :TJJls9; .. ... .. . . . .. . ... . ... . . . . . . . . . . . . . . ... . ... . ... . . . . ... . . . .. .. . . . .. .. ... . . . ... . . 8.b)POST- BOTTOM RAILING CONNECTION • Try 1/8"Weld Aluminum Filler Alloy 5356 := 7000•psi Effective Width = 1•0.707in=0.09.in 8 (2-2-in 1Area of Welding Aw:= + 1.75•in I.0.088•in Aw=0.308•in2 8 J Allowable Shear Vallow:= Aw•Fv Vallow=21561b > 200 Ib O.K. USE 1/8"WELD SIZE ALUMINUM FILLER ALLOY 5356 . .. . . . . ... . .. ... .. . . . .. . ... . ... . . . . . . . . . . . . . . ... . ... . ... . . . . ... . . . .. .. . . . .. .. ... . . . ... . . Company name: PDA PowversDesignAs�iistf Project: Date:3/8/2014 Version:2.1.6172.24984 Project number: Page: 1/6 PROJECT DATA: Company name: Project name: ,r46� 9a S7- Name TName of the project engineer: Topic: Project description: 01411--."-1�0 � Remarks: Zod e �4 zoo l,G, SW DW eo R • .. • . • • . . . . . . . . . . . . ... . ... . Input data and resuks must be checked for agreement with the existing dreumshmces,the standards and guidelines and must be checked for plausibility. �nmpcwemc=-Powers Fasteners(see webske for regignaLcogtact Into). • • • • • . • • • • . %: • • • • .• •• • • • •• •• Company name: • Powers Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 216 GEOMETRY: Qt 121,1 a� W z Nll21 -42 g LOAD ACTIONS: [Ib1.fft-Ibj Z Design loads/actions Nu 0 NQ Y Vux 100 Mu: �j� VuY 0 Mux 0 _.................. ._..�.................�............. ..........._........ '. MUY M uY -503 k'_._._. _._._�. X Muz 0 •L•x••R�'• • :^ • • • •• Mux i • i i i i i i Eccentric profile ,.. ......... _........_._.._................ e - 0.00 inch; e - 0.00 inch ................._...................................._...................................................................r • ••• • ••• • • • • • • • • • • • • • • ••• • ••• • kW date and resub must be checked for egreemerd with the existing circus ,the standards and guideftm and must be checked for pbus bUity. powms com-Powers Fasteners(see website for reiaud contact info). ••• • • 00 ••• • • Company name: Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 316 SUMMARY: Selected anchor. Wedge-Bolt+-3/8"(1.425) ;hnom 2-1/8",Grade 2 w r Effective embedment depth: hef= 1.425 inch Approval: ESR-2526(7/1/2012) Issued:7/1/2012 Basic principles design: Design method: ACI 318-08(Appendix D) Concrete: Normal weight concrete, uncracked concrete, f'c= 3000 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or<#4 bar Condition B Stand-off: underlayed, ec = 0.00 inch, am = 1.0 Seismic Loads: No Resulting anchor forces/load distribution: Anchor No. Tension load Shear load #1 1129 Ib 50 Ib #2 1129 lb 50 lb Y of 02 Maximum 1129 lb 50 lb X Max.concrete compression strain: 0.18%0 Max.concrete compression stress: 765 psi Resulting tension force: 2258 Ib Resulting compression force: 2258 Ib Calculations: Design proof Demand Capacity Status Tension load 2258 Ib 2818 Ib 0.80:5 1.0 Shear load 50 Ib 744 lb 0.07:5 1.0 OK Interaction - - 0.72:5 1.0 Anchor plate: Material: fyk= 36000 psi Length x width: 6.00 inch x 6.00 inch Actual plate thickness: 0.375 inch Calculated p1b14 tt$ctngft •• not calculated Profile: none selected •�: :.: '. . ... . ... . . . . . . . . . . . . bw date and results must be checked for agreement with the existing drmostences,the standards and guidelines and must be checked for plausibWty. Viww,powemcorn-Powers Fasteners(see websfte for reglonal contact info. ••• • • • ••• • • r PDA Powers s Design' s i�Company name: �� Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 4/6 DESIGN PROOF TENSION LOADING: Reference Steel strength: Nsa = 10300 Ib D.5.1 4) * Nsa = 0 * Nsa= 0.65 * 10300 Ib = 6695 Ib D.5.1.2 Nva = 1129 Ib Design proof: Nca/(CO* Nsa) = 1129 Ib/6695 Ib = 0.17 :9 1.00 Concrete strength: hef = 1.425 inch kc =24.0 Nb = kc*fc 0.5* hefl•5=24.0 * 54.77* 1.701 = 2236 Ib D.5.2.2 ANcO = 18.15 inch ANc = 35.19 inch' Wec,N,x = 1.000 D.5.2.4 Wec N y = 1.000 D.5.2.4 Wed,N = 1.000 D.5.2.5 Wc,N = 1.00 D.5.2.6 cac =2.75 inch ca min = 3.00 inch Wcp N = 1.000 D.5.2.7 4) * Ncb9 =0*(ANC/ANcO)*tPec,N,x *Ulec,N,y *Wed,N*Wc,N*Wcp,N*Nb D.5.2.1 =0.65*(35.19/18.15)*1.000*1.000*1.000*1.00* 1.000*2236 Ib=2818 Ib Nua = 22581b Design proof: Nva/(4)* Ncb) =2258 Ib/2818 Ib = 0.80 5 1.00 DESIGN PROOF SHEAR LOADING: Reference Steel strength(without lever arm): Vsa =4825 Ib 4) *Vsa = 0.8 * (0 * Vsa= 0.8 * 0.60 *48251b =2316 lb D.6.1.3 .. ... . . . . . .. = 501b . Vua .. . Design proof Vua/(�:.Vsa) 50.1p 1-2114 U=•6.02 5 1.00 Steel strength(with lever arm,bending per ETAG 001,Annex C): . ... • •.• . . Vsa = 12419 19 • .' ••• ETAG .. .. . • input dam and rawks must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for pkwIbtiity. powers com-Powers Fasteners(see website for reglonai contact Irdo). • • . . • • Or0 000 • • . • . • • • . • . O Company name: Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 516 CO *Vsa = 0 *Vsa= 0.60 * 1240 lb = 744 lb Via = 50 Ib Design proof: Vua/(m*Vsa) = 50 Ib/744 Ib = 0.07 :9 1.00 Concrete breakout strength,direction x+: le = 1.43 inch D.6.2 do = 0.38 inch = 5.33 inch D.6.2.4 cal Vb = 7 * (le/d0)0.2* d00.5* fc'0.5* ca11.5 = 7 * 1.306 * 0.612* 54.772* 12.32 = 3777 lb AVCO = 128.00 inchz AVC = 149.54 inch2 4Ped V = 0.951 D.6.2.6 Wa V = 1.000 D.6.2.1 c Wec V = 1.000 D.6.2.5 Wc,V = 1.400 D.6.2.7 Wh,V 1.000 D.6.2.8 co *Vcj = 0 * (Avc/Avco) * 4fed,V* Wa,v* Wec,V* tPc,V` 4/h,V`Vb D.6.2.1 =0.70*(149.54/128.00)*0.951 *1.000*1.000.1.400*1.000*3777 Ib=4112 Ib Via = 100 Ib Design proof: Vua/(4)* Vcbo = 100 Ib/4112 Ib = 0.02 5 1.00 Goo 00: . .. . . . . ••• . . ••• . ... • . . . . . . . . . . . .. .. • Input dem and resu@s must be checked for agreement with the existing dmasnsmn•es,the standards and guidelines end must be checked for plausibUity. powamxcm-Powers Fasteners(see website for regonal:ontact ink). • ••• • • • • • • • • • • • 000 0 0 0 ••• 0 0 F ,A Powers Design� ssislf Company name: Project: Date:31812014 Version:2.1.5172.24984 Project number: Page: 6/6 Pryout strength: hef = 1.425 inch kc =24.0 Nb = kc*fo 0.5* hefl•5=24.0 * 54.77* 1.701 = 2236 Ib D.5.2.2 ANc = 35.19 inch ANcO = 18.15 inch Wec N,x = 1.000 D.5.2.4 Wec N y = 1.000 D.5.2.4 Capin = 3.00 inch Wed N = 1.000 D.5.2.5 Wcp N = 1.000 D.5.2.7 Wc,N = 1.000 D.5.2.6 kcp = 1.0 D.6.3.1 4) *V =m*(A NC/ANCO)*W@C.N x *Wec.N.y *Wed.N*Wcp.N*Wc.N*Nb*kcp =0.70•(35.19/18.15)*1.000*1.000*1.000*1.000*1.000*2236 Ib`1.0=3035 Ib Vua = 100 Ib Design proof: Vua/((l)*Vcp) = 100 Ib/3035 Ib = 0.03 5 1.00 COMBINATION TENSION/SHEAR LOAD: Interaction: Design proof: (Nu/(0* Nn) +Vu/(4`Vn))/ 1.2 = (0.80 + 0.07)/ 1.2 = 0.72 5 1.0 Fastening okl WARNINGS/REMARKS: Attention: In case of anchor compression forces a proof for buckling may be necessaryl . .. . . . . ... . Input date and results must be checked for agrwment with the existing d.cLu.stances,the standards and guidef ms and must be checked for plausRA ty. Jmw.pwmmcom•Powem Fasteners(see webaite for reWonat contact Into). •• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • �TCompany name: PPA Powei-s Design=Assisf Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 2/4 GEOMETRY: loot � Tl A,` i T+�4v�T w x"f �� `�+ Biqa �d+ ��rt � '� � ��-�.` 'wswt•,t€��`+�'��r°�.� <� - '? ' I 4�, I IIS i I� LOAD ACTIONS: OW,Eft-JW Z Design loads/actions Nu 100 NO y VUx 0 MU: / V U Vuy 0 ' _....Y.................................................... Mux 0 M„y M uy 230 -'- - - - - -► X Muz 0 • •'' .'.MU., •• Eccentric rofie e — 0.00 inch; e — 0.00 inch .........................................................................._............. ..................................;,; Uqurt data and mwbs must be dwcked for awawrtem with the existing dm m,smrx;ea•the standards and guideUm3s and must be dwcked for plawbOfty. powemcom-Powers Fasteners(see website for c�ta,t IMoi. •. .• . . .. .. g� ... . . . ... . . �..L.i ign +sisCompany name: NA ers Def ' Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 3/4 SUMMARY: Selected anchor: Wedge-Bolt+-3/8"(1.426);hnom 2-1/8",Grade , w 2 � �, Effective embedment depth: hef= 1.425 inch Approval: ESR-2526(7/1/2012) Issued:7/1/2012 Basic principles design: Design method: ACI 318-08(Appendix D) Concrete: Normal weight concrete, uncracked concrete, f'c= 3000 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or<#4 bar Condition B Stand-off: underlayed, ec= 0.00 inch, am = 1.0 Seismic Loads: No Resulting anchor forces/load distribution: Anchor No. Tension load Shear load #1 836 Ib 0 Ib #2 836 Ib 0 l Y 01 CO2 Maximum 836 lb 0 l 7777W777�11—7 Re Max.concrete compression strain: 0.16%o Max.concrete compression stress: 698 psi Resulting tension fon : 1673 Ib Resulting compression force: 1572 Ib Calculations: Design proof Demand Capacity Status Tension load 1673 Ib 2085 Ib 0.80:9 1.0 Shear load - - - OK Interaction - - - Anchor plate: Material: fyk= 36000 psi Length x width: 6.00 inch x 4.00 inch Actual plate thickness: 0.375 inch CalgGlatdd al4eri4.ltge1s:: ••• not calculated Profile: none•seleeed.•: : : :.: . • • . . ... . ... . . . . . . . . . . . . . . ... . ... . Input data and resuks must be checked for agreement wits tie existing d w,sta mss,the standards and guideWres end must be dmd(9d for piausibtiily. powemcom-Powers Fasteners(see website for regional contact info►. • • • . • • • • • • O JPPACompany name: .i Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 4/4 DESIGN PROOF TENSION LOADING: Reference Steel strength: Nsa = 10300 Ib D.5.1 0 * Nsa = 0 * Nsa= 0.65 * 10300 Ib = 6695 Ib D.5.1.2 Nua = 836 Ib Design proof: Nua/(4)* Nsa) = 836 Ib/6695 Ib = 0.12 :5 1.00 Concrete strength: hef = 1.425 inch kc =24.0 Nb = kc*fc'0.5* hef1.5= 24.0 * 54.77* 1.701 =2236 Ib D.5.2.2 ANcO = 18.15 inch ANc = 34.11 inchz Wec,N,x = 1.000 D.5.2.4 Wec,N,y = 1.000 D.5.2.4 Wed,N = 0.982 D.5.2.5 tPc,N = 1.00 D.5.2.6 cac =2.75 inch Capin =2.00 inch Wcp,N = 0.777 D.5.2.7 (1) * Ncbg =0*(ANc/ANcO)*tPec,N,x*Wec,N,y *Wed,N*tPc,N*Wcp,N*Nb D.5.2.1 =0.65*(34.11 /18.15).1.000`1.000`0.982.1.00`0.777`2236 Ib=2085 Ib Nua = 1673 Ib Design proof: Nua/(4)* Ncbo = 1673 Ib/2085 Ib = 0.80 5 1.00 Fastening okI WARNINGS/REMARKS: Attention: In case of anchor compres31op fprcps a pgoof job bugYing may be necessary! •. . .. . . . • • . • • • • •.. . Goo 99 0 0 00 . .•. • ••• . . • • . . . • :0: . . . . . . . . • •• • .. • . . ... . ... . Input dam arxt results must be checked for agreement with the existing clm msWm,the standards end guideUrm and must be checked for plausUity. poweracom-Powers Fasteners(see webW%021*nat n o� • • • • • • • :00.: ALUMINUM RAILING DESIGN FOR STAIR (ZONE 3) AND TERRACE ZONE 2 ELEVATION .. •.. • . . • Y •• . •• • • • • • a •• •Y• •• • • • •• 0.0 • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • ! •• •f ••• • • • ••• • • 1.) MATERIALS 1.a)Members:Aluminum Alloy 6061-T6 Reference:Aluminum Design Manual 2005 Edition Table 2-22 • 6061 -T6 Allowable Stress for components: Bending: -Round or oval tubes: Fb= 24000 psi Unwelded Metal Fb= 10500 psi Welded Metal -Symetric Shapes: Fb= 28000 psi Unwelded Metal Fb= 12000 psi Welded Metal Shear Fs = 12000 psi Unwelded Metal Fs = 5000 psi Welded Metal Elasticity Modulus E = 10100 Ksi 1.b)Welding:Aluminum Filler Alloy 5356 Allowable Stress for Welding: Fw= 7000 psi . .. . . . . ... . • . .. .. . . . .. .. ... . . . ... . . 2.) DESIGN INFORMATION -Florida Building Code 2010 Alumninum Design Manual, 2005 -Minimum Design Loads for Building and Others Structures,ASCE 7- 10 ACI 318-05 Appendix D 3.) DESIGN LOADS -Uniform Stair Live Load= 100 psf(FBC 2007 Table 1615) -Handrail Design Loads: (FBC 2010) Concentrated Load= 200 lbs applied at any point in any direction. Uniform Load= 50 pif applied in any direction -Guardrail System Loads: (FBC 2010) Uniform Hor. Load= 25 psf over the gross area of the guard, including the area of any openings in the guard. . .. . . . . ... . • . • . • .. ... .. . . . .. lb lb _ lb 0:0 . ... . . . fir= ft '8 " 2 �OGKAv� 2 ... . . . . in ft . . . . . . • •• . •• • . . ... . ... . 0:0 . . . . 0:0 . . . . • •.• .. • . O . . S ... . . 000 ... . . 4.) HANDRAIL DESIGN Consider three equal continuos Span 4-ft (Maximum Span) L L L 4.a)Maximum Moment: Concentrated Load P:= 200-lb Mpmax:= PP—L Mpmax= 160 ft• b 5 Uniform Load w:= 50•plf Mwmax:= 0.1012w•L2 Mwmax=80.96ft.lb Mmax:= max(Mpmax,Mwmax) IMmax= 160 ft•lb 4.b)Maximum Shear: Concentrated Load ;- 200.1b Vpmax:= P jVpmax=200 lb Uniform L2Vd... ., ' Sfl N£ •. . .. . . . . ... . iJ�imux o-- 04w jkkZmax= 1201b . ... . ... . . .ym&:= max Vp�ax,Vwmax) jVmax=200 lb . . . . . . ... . . . . ... . . ... . . . ... . . 4.c)Section Required: Bending Design: Fb:= 16000•psi Section Modulus Required: Shr:= Mmax Shr=0.12•in Shear Design: Fs:= 5000-psi Section Modulus Required: 1.SVmax Ahr:= Ahr=0.06-in Fs 4.d)Section Provided: 2 5/8"X 1" DIXIE CAP PLUS 1 3/4"X3/4" CHANNEL Section Provided: Sprov:= 0.143-mi 3 Sprov=0.14-in 3 Aprov:= 0.54,in2 Aprov=0.54•in2 Control:= if(Shr>Sprov,"NOT O.K.","O.K.") lControl="O.K." = if(Ahr>Aprov,"NOT O.K.","O.K.")lControl="O.K. r• ••• • . . • . •• SE ALUMINUM DDOE 2 " 1 ';4.3 4a'X 3/4"ALUMINUM CANNEL •r• • r r • •r• • • 5.) POST DESIGN FOR STAIR LOAD CASES snow hp Vertical Load Horizontal Load 5.a)Maximum Reaction Concentrated Load Rpmax:= p Rpmax=200 lb Uniform Load Rwmax= w•L Rwmax=200 lb Rmax:= if(Rpmax>Rwmax,Rpmax,Rwmax) iRmax=2001b 5.b)Maximum Moment := 42-in Mppgt:i:.gnpx hp. JNVpst=8400lb-i . .. . . . . ... . . ... . ... . . . . . . . . . . . . ... . . . . ... . . . .. .. . . . .. .. ... . . . ... . . 5.c)Maximum Shear Vpost:= Rmax lVpost=200 lb 5.d Section Required: Bending: , ,�_`12000-psi Fly:= 5000-psi Spostreq= Mpost Fb Spostreq=0.7-in Shear. Apostreq:= 1.5 Vpost Apostreq=0.06•in2 Fv 5.d Section Provided: Square Section Tube exterior t:= 2 in tw 3 in 16 Ipt:= •[t4—(t—2tw)4] Ipt=0.752 in4 12 Spt:= Ipt Spt=0.752 in3 t 2 Apt:= t2—(t—2•tw)2 Apt= 1.36 int Aptw:= 2•t•tw Aptw=0.75 int Sprov = 0.752 in3 Aprov = 0.75 int USE 2"X2"X3/16"ALUMINUM TUBE . .. . . . . ... . . ... . ... . . . . . . . . . . . . . . ... . ... . ... . . . . ... . . . . . . . . . . . . ... . . . ... . . r r 5.) POST DESIGN FOR TERRACE LOAD CASES MEMO hp Vertical Load Horizontal Load 5.a) Maximum Reaction Concentrated Load amu ;= p Rpmax=200 lb Uniform Load W= w•L Rwmax=200 lb AM= if(Rpmax>Rwmax,Rpmax,Rwmax) IRmax=200 lb S.b)Maximum Moment :_ 52-in �Aa;•hP : Wost= 10400 lb.id . .. . . . . ... . . . .. ... .. . . . .. 5.c)Maximum.Shear. ... 068 000 . . . . . . . 0. . . . . ... . ... 000 . . . . . . . . . . /--p Rmax lVpost=200 Ib 5.d Section Required: Bending: , ,;_'12000-psi F,v:= 5000•psi Mpost a't13n= Spostreq=0.87•in Fb Shear. �Ae = 1.5 Vpost Apostreq=0.06•in2 Fv 5.d Section Provided: Square Section Tube exterior = 2 in I in At� 8 Imo:= 12•[t4-(t-2tw)4] Ipt=0.552 in4 -pt- Spt=0.552 in3 2 At�= t2—(t—2•tw)2 Apt=0.94 int := 2•t•tw Aptw=0.5 int Sprov = 0.55 in3 Aprov = 1.73 int ROUND TUBE 1.5" SCHED.40 INTERIOR Sprov = 0.326 in3 Aprov = 0.799 int For 1.5" Exterior Maximum Capacity= 0.55"12000= 6624 Ib-in Length of Interior Pipe= 52-6624• 52 = 18.88 10400 in USE 19" OF INTERI®R• -1-4 1111,14 ENIbEbAlEeN = 24" INTERIOR USE 2"X2"1118"'ALUMINI3MrbBE.Wi 1.5: SCHEDULE 40X24" LENGHT INWOdR • •• •• 6.) PICKET DESIGN: hpk:= 40-in hpk=40.in Loaded Area hp M , 2" 4" 25 psf hpk lb ft2 w:= 25•psf•4.75•in w=0.82•lb in Mma�.k 1 :-hpk .. Mmaxpk= 164.93-lb-in . .. . . . . ... . w•hpk Vmaxpk: 2 . Vpk= 16.49.lb lb • max in ... . . . ... . . Section Required: l := 12000-psi Lv:= 5000-psi . Bending Design: Section Modulus Required: Spkreq:= Mmaxpk Spkreq= 164.93 =0.01 in Fb 12000 Shear Design: Area Required: A 1.5•Vmaxpk Apktreq= 1.5.16.49 =0.0049 p _ Fv 5000 Section Provided: FLAT PLATE 1 1/4"X 3/8"ALUMINUM Sprov= 0.098 in3 Aprov = 0.469 int SE FLAT BAR PICKET 1 1/4"x 3/8"ALUMINUM • ••• • ••• • • • • • • • • • • • • . .. .. . . . .. .. ... . . . ... . . 7.) BOTTOM RAIL DESIGN Tributary Area hp �p '4 hpk 2" L Bottom Rail p Load Case 1 Live Load Horizontal pwind Load Case 2 Wind Load Horizontal Load Case 1 Live Load (Horizontal) u:= 25•psf ;= 50-in = 12000-psi Lv.= 5000-psi P:= w•hpk p=52.08 l ft Mpbrail:= 50•l 8 p•L2 Mpbmil= 12b•i Vpbrffil:=.FCL; ;M�- r�i1= 104.17 lb .. .. .. . . . .. Section Required . ... . ... . . . . . . . . . . . . . . ... . ... . ... . . . . ... . . . . . . . . . . . . ... . . . ... . . Bending: Sreg1:= Mpbrail Sregl =0.104-in Fb Shear. Areql := 1.5 Vpbrail Areg1 =0.031•in] Fv Load Case 2 Wind Load (Horizontal Load) &.= 12000-psi jFb= 12000•ps := 5000-psi Wind Pressure pwind:= 30•psf Wind Uniform Load wwind:= pwind•hplc wwind=62.5 pl 2 Mwindhor= 1•wwind•L2 Mwindhor= 125 ft.lb 8 Vwindhor:= 1 2 wwind•L jVwindhor= lb Section Required Bending: Sreg2:= Mwindhor Sreg2=0.125•in Fb Shear. Areg2:= 1.5 Vwindhor Areg2=0.038-in Fv Sreq:= max(Sregl,Sreg2) Sreq=0.125•in3 Areq:= max(Aregl,Areg2) Areq=0.038•in2 Section Provided: TRY TUBE 2'X VX 1/8" Sprov =0.210 if►; Ap=o,4',8OV8V f:: . .. ... .. . . . .. USE 2"X1"X1/8"j4LUrjjK. JM TUVE . . . . . . . . . . . . ... . ... . ... . . . . ... . . . .. .. . . . .. .. ... . . . ... . . 8.b) POST- BOTTOM RAILING CONNECTION Try 1/8"Weld Aluminum Filler Alloy 5356 Kv:= 7000•psi Effective Width= 1.0.707in=0.09•in 8 (2-2-in 1Area of Welding Aw:= + 1.75•in I.0.088•in Aw=0.308•in2 8 J Allowable Shear Vallow:= Aw•Fv Vallow=21561b > 200 Ib O.K. USE 1/8"WELD SIZE ALUMINUM FILLERALLOY 5356 . .. . . . . ... . . ... . ... . . . . . . . . . . . . . . ... . ... . ... . . . . .. . . . .. .. . . . .. .. ... . . . ... . . •o Design Company name: Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 1/4 PROJECT DATA: Company name: Project name: S-� J . Name of the project engineer: Topic: Project description: � �»�nu� /�pCj�tQ�Orc, �Qfa1 L �°�� Remarks: Zeo .r-+► S'ZIV zoo 06 gpxl�hx 3�y • •• • • • ••• • • • • • • • • • • • • • ••• • ••• • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility, powemcom-Powers Fasteners(see wehaite for regional cqp fpyt Irhjo). • • • ••• • • • •• •• • • • •• •• ' r J;,� •' 'I, Company name: Project: Date:3/8/2014 Version:2.1.6172.24984 Project number: Page: 2/4 GEOMETRY h ssl Y ' I j&11 1 dtY'i'x'tN I—, 5 I . i, LOAD ACTIONS:M.MAW Z Design loads/actions NU 200 N. JAY VUx 0 t>muz / Vu vUY ' y................._.._...................._.._.... M 0 �� M Uy 867 MUz 0 64 M :-`• • • • • • • Eccentric profile ,�.._.__.....__ _....W,..._......._...�.........-_—.�..._. ••. ,: . . . . . . . ex= 0.00 inch; ey= 0.00 inch ....................................................................................... _..........•..........: • • • • • • • • • • • • ••• • ••• • Input date end results must be crecked for agreement with Ove existing dmumstances,the standards and guidelines and must be checked for plausibUtty. poweracom-P—re Fasteners(see websRe for regional ca"hgol, • • • ••• • • ... . . . ... . . 1 , Powers , Company name: EProject: Date:31812014 Version:2.1.5172.24984 Project number: Page: 3/4 SUMMARY: Selected anchor: Wedge-Bolt+-3/8"(1.425); hnom 2-1/8", Grade 2 Effective embedment depth: hef= 1.425 inch -" Approval: ESR-2526(7/1/2012) Issued:7/1/2012 Basic principles design: Design method: ACI 318-08(Appendix D) Concrete: Normal weight concrete, uncracked concrete, f c= 3000 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or<#4 bar Condition B Stand-off: not existent Seismic Loads: No Resulting anchor forces/load distribution: Anchor No. Tension load Shear load 01 o2 #1 923 lb 0 l #2 923 Ib 0 l Y #3 5 l 0 l XT #4 5 Ib 0 Ib 04 _ Maximum 923 lb 0 l Max.concrete compression strain: 0.09%0 Max.concrete compression stress: 375 psi Resulting tension force: 1847 Ib Resulting compression force: 1657 ib Calculations: Design proof Demand Capacity Status Tension load 1847 Ib 2085 Ib 0.89:9 1.0 Shear load - - - OK Interaction - - - Anchor plate: Material: fyk= 36000 psi Length x width: 6.00 inch x 8.00 inch Actual plate thickness: 0.375 inch CaIcu1pted plate ki*ekmess:* not calculated Profile: none selected; ••• • . . . ... . ... . . . . . . . . . . . . . . ... . ... . Input date and rewb must be checked for agreement with the existing dreumstimm,the standards and guidelines and must be checked for plausibility. Powers com-Pothers Fasteners(sae website for#vpnalcontaq inp. 000 0 0 0 000 0 0 0-4q • •• •• • • • •• •• 1 , Company name: Project: Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 4/4 DESIGN PROOF TENSION LOADING: Reference Steel strength: Nsa = 10300 Ib D.5.1 0 * Nsa = (1) * Nsa= 0.65 * 10300 Ib = 6695 Ib D.5.1.2 Nua = 923 Ib Design proof: Nua/(4)* Nsa) = 923 Ib /6695 Ib = 0.14 :9 1.00 Concrete strength: hef = 1.425 inch kc =24.0 Nb = kc*fc'0.5* hef1.5=24.0 * 54.77* 1.701 = 2236 Ib D.5.2.2 ANcO = 18.15 inch ANc = 34.11 inch Wec N,x = 1.000 D.5.2.4 Wec N y = 1.000 D.5.2.4 Wed,N = 0.982 D.5.2.5 Wc,N = 1.00 D.5.2.6 cac =2.75 Inch ca,min =2.00 inch Wcp,N = 1.000 D.5.2.7 4) * Ncb9 =0)*(ANc/ANcO)*Wec,N x*Wec,N,y *Wed,N*Wc,N*Wcp,N*Nb D.5.2.1 =0.65*(34.11 /18.15)*1.000*1.000*0.982*1.00*1.000*2236 Ib=2085 Ib Nua = 1847 Ib Design proof: Nua/(4)* Ncbg) = 1847 Ib /2085 Ib = 0.89 5 1.00 Fastening oki WARNINGS/REMARKS: .. ... . . . . . .. •• . . .. . . . . ... . 0.0 • . • • . . . ••• • ••• . . . . . . . . . 0. . . . . ... . ... . InpLG data end results must be checked for agmemerd whir Um exMm circumstances,the standards and guidelines and must be chedced for plausibility. �wcpwmemcom-Powem Fasumem(see mwte formg(prw contso 1r4q. ••• • • 000 0 0 • 000 0 0 OA ALUMINUM STAIR DESIGN ZONE 3 1.) MATERIALS 1.a)Members:Aluminum Alloy 6061-T6 Reference:Aluminum Design Manual 2005 Edition Table 2-22 6061 -T6 Allowable Stress for components: Bending: -Round or oval tubes: Fb= 24000 psi Unwelded Metal Fb= 10500 psi Welded Metal -Symetdc Shapes: Fb= 28000 psi Unwelded Metal Fb= 12000 psi Welded Metal Shear Fs = 12000 psi Unwelded Metal Fs = 5000 psi Welded Metal Elasticity Modulus E = 10100 Ksi 1.b)Welding:Aluminum Filler Alloy 5356 Allowable Stress for Welding: Fw= 7000 psi .. •.• . . • . . •• . . • • • 0 00 . 0 • . • 2.) DESIGN INFORMATION -Florida Building Code 2010 Alumninum Design Manual, 2005 -Minimum Design Loads for Building and Others Structures,ASCE 7-10 ACI 318-05 Appendix D 3.) DESIGN LOADS -Uniform Stair Live Load= 100 psf(FBC 2007 Table 1615) -Handrail Design Loads: (FBC 2010) Concentrated Load= 200 lbs applied at any point in any direction. Uniform Load= 50 plf applied in any direction -Guardrail System Loads: (FBC 2010) Uniform Hor. Load= 25 psf over the gross area of the guard, including the area of any openings in the guard. _ lb _ lb _ lb in •• ••. . .��" ft fin' . 2 " 2 • • • ••• • • ..• • • 0 806 • 0 ALUMINUM STAIR DESIGN 1 J ALUMINUM STRINGER DESIGN Stair Span Span:= 16.83-ft Stair With B:= 3.5-ft TRY C 10x8.64 ALUMINUM CHANNEL Fb:= 12000-Psi Sprov:= 18.2•in3 Iprov:= 91.2•in4 LOADS : (Consider Half Stair) Stringer DL StringerDL:= 8.64•plf jalum:= 165•Pcf Railing DL RailingDL:= 15•plf StepDL:= 15• lb B StepDL=26.25•plf ft2 2 SDL:= 15•psf B SDL=26.25•ft StairLL:= 100•Psf•B StairLL= 175•plf TotalLoad:= StringerDL+ RailingDL+ StepDL+ SDL+ StairLL TotalLoad=251.14•plf Bending : Mmax= 1•TotalLoad•Span2 Mmax= 8891.9-lb-ft 8 Sreq:= Mmax Sreq=8.892•in3 Fb Check:= if(Sreq<Sprov,"OK","NOT OK") Check="OK" Shear: Smax:= 1•TotalLoad•Span Smax=2113.3•lb 2 Deflection : p:= 5 TotalLoad•Span4 p=0.492-in 384 5 Ipro101.10 v Psi • Aallow=• . ••i •i e•* i•:A&w=0.561•in • ••• • ••• • • .(A:<Dall�; "dK"J" dr Wit,) % .• • : • • • ••• • ••• • Check= "O.K" ••• • • • • ••d • • USE C10x8.64 ALUMINO b`T-RAVt~M ALLbY.6461 .•. . • . ••. . . 2.)ALUMINUM STEP DESIGN Span := 3.5ft TRY 14 GAUGE Z PROFILE TREADS AND RISERS 2X.= 12000•Psi n gW.= 2.57•in3 �= 16.6•in4 LOADS = 15•psf•1•ft SDL= 15•plf 100•Psf•11•in StairLL=91.667•plf ImV SDL+ StairLL TotalLoad= 106.667•plf BENDING : x = 8•TotalLoad•BZ Mmax= 163.333-lb-ft = Mmax Sreq=0.163•in3 Fb ":= if(Sreq<Sprov,"O.K.","NOT O.K.") Check= "O.K." DEFLECTION : 5 TotalLoad•B4 —4 A"• 384 6 0=7.481 x 10 n Iprov29.10 Psi i MOW= 360 Hallow=0.117•in Q":=:= if(0<Dallow,"O.K.","NOT O.K.") Check="O.K." .00 ... . .. . . . ... . . . . .. ...• ..• .• . . .. USE 14 GAUGE Z STEELPROFILE TREADS AND RISERS . ... . ... . . . . . . . . . . . . . . ... . ... . ... . . . . ... . . ... . . . ... . . 3 .1 LANDING DESIGN Landing Span L1:= 3.5-ft Consider Continuos Steel Plate t:= 3 in 16 Supported at Equal Span nspan:= 3 Plate Span Lplate:= Ll Lplate= 1.167•$ nspan LOADS : Consider 12"Strip alumPIDL:= t•1•ft••yalum alumPIDL=2.578•plf 5 �= 15•psf•1•ft SDL= 15•plf Tota1DL:= alumPIDL+ SDL Tota1DL= 17.578•plf Liveload:= 100•Psf•1•ft Liveload= 100•plf Z501 := Tota1DL+Liveload TotalLoad= 117.578•plf By RIS C page 2-308 80 2-309 Ninth Edition Maximum Moment ham= 0.1205•TotalLoad•Lplate2 Mmax= 19.284-lb-ft Maximum Reaction Rmax:= 1.223•TotalLoad•Lplate Rmax= 167.764•lb BENDING : AM= Nlmax Fb Sreq=0.019•in3 AAW-= 6.12•in•t2 Sprov=0.07•in3 PNXn: 2RW,v.;= 12 12 in t3 Iprov=0.007-in DEFLECTIONS 5 TotalLoad•Lplate4 ^�^ 0=0.026-in 384 6 Iprov29.10 Psi ,l 11 v Ll Hallow=0.117•in 360.. ... . . . . . .. . . if(0<Dallow,"O.K.","NO1:0.X.:): . .. .... .. . . . .. Check= "O.K." . ... . ... . . . . . . . . . . . . USE 3116"ALUMINUM PLATE FOR CAWNG i.. :.. ... 0 0 ... . . . ... . 0 ' ALUMINUM ANGLE SUPPORT DESIGN Spanl := 3.5-ft TRY 2"x2"x1/4°°ALUMINUM ANGLE I:= 0.41•in4 0.295•in3 Area:= 0.94•in2 LOADS LOADS : Consider 12"Strip ► �:= Area•7alum alumPIDL= 1.077•plf = 15•psf•1•ft SDL= 15•plf Steelangle:= 3.9•plf Z J ,.= alumPIDL+ SDL+ Steelangle Tota1DL= 19.977•pif 100•Psf•1•ft 51 = Tota1DL+ Liveload Liveload= 100•plf TotalLoad= 119.977•plf Maxm:= 1•TotalLoad•Span12 8 Maxm= 183.715-lb-ft _ Maxm " 3 Fb Sreq=0.184-in control:= if(Sreq<Sprov,"OK","NOT OK") control= "OK" Check Deflections _ 5 TotalLoad•(Span 1)4 �1 384 1.29000000•Psi Dallowl := Spanl 360 Al =0.03•in Dallowl =0.117•in if(Ol S Dallowl,"O.K." VQT.04C.") .. Check="O.K." . .. . . . . ... . USE 2"x2"x1/4°°ALUMINUM AIDLE•;• •;• . . . . . . . . . . . . ... . ... . ... . . . . ... . . . .. .. . . . .. .. ... . . . ... . . �� Design Company name: Project:Assisf Date:3/8/2014 Version:2.1.5172.24984 Project number: Page: 1/5 PROJECT DATA: Company name: Project name: NF c�-� ST �I�a rr)) Sr�iL 6 . Name of the project engineer: Topic: Project description: Remarks: St�uar��r tz x.�Z X 12- .. ... . . . . . .. . .. . . . . . . . .. . . . . ... . . . . . . . . . . .. ... .. . . . .. . .•. . ••• . . ... . . . • • . . . . . . . . . . .. . •• . . • . . ... . ... . Input dem and results must be checked for agreement with the existing dreumstmm,the standards and guidelines and must be checked for plausibility. powers.can-Powers Fasteners(see website for regional contact info ••• 0 0 0 000 0 0 „ , Company name: Project: Date:3/9/2014 Version:2.1.5172.24984 Project number: Page: 2/5 GEOMETRY: *� �/ LOAD ACTIONS: h].Lft-Ib] Z Design loads/actions Nu 0 NQ JIj/ Vux 2500 M.: / vU. V uy 0 Y Mux 0 Muy M uY 0 M Liz 0 V. .:. Mux •: • • • • • • • • tccL-ntrIc profile _._ �• i ••i i i i•i ••e X .::_..._�.......__.�..._...___......W_.._......�...........__.�.....�._. = 0.00 inch; e = 0.00 inch ............................._............................................................................................r Input date and results must be checked for agreement with the exismv cirmunsuwms,the standards and guiddrw and must be checked for plawfbifdy. �AMPOWWMCOM-Powers Fasteners(ww weWte for regional contact info). ••• 0 0 0 ••• • • s • ,APowers Design Company name: T-z ��Sslsfll Project: Date:3/9/2014 Version:2.1.5172.24984 Project number: Page: 3/5 SUMMARY: Selected anchor: Power-Stud+SD2-1/2"(3.25) ;hnom 3-3/4", Grade 2 Effective embedment depth: hef= 3.250 inch Approval: ESR-2502(5/1/2012) Issued:5/1/2012 Basic principles design: Design method: ACI 318-08(Appendix D) Concrete: Normal weight concrete, untracked concrete, f'c= 3000 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or<#4 bar Condition B Stand-off not existent Seismic Loads: No Resulting anchor forces/load distribution: Anchor No. Tension load Shear load #1 0 lb 625 lb 01 02 #2 0 l 625 lb Y #3 0 l 625 lb IN 04 X #4 0 l 625 lb o Maximum 0 l 625 lb Max.concrete compression strain: 0.00%0 Max.concrete compression stress: 0 psi Resulting tension force: 0 Ib Resulting compression force: 0 Ib Calculations: Design proof Demand Capacity Status Tension load - - - Shear load 2500 lb 5151 Ib 0.49:5 1.0 OK Interaction - - - Anchor plate: Material: fyk= 36000 psi Length x width: 10.00 inch x 10.00 inch Actual plate thickness: 0.500 inch Calculated plate thickaggs.": .'pot 41cyNted Profile: none selected •• • • ... . • • • • • . • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • e• • •• • • •• • • ••• • ••• Input date and resub must be checked for agreement wkhh the existing circumstances,the standards and guidelines and must be checked for pk-bility. powsmcom-Powers Fasteners(see webafts for regional contact info). ••• 0 0 0 ••• 0 • PDAi Design-Assisf Company name: t Project: Date:3/9/2014 Version:2.1.5172.24984 Project number: Page: 4/5 DESIGN PROOF SHEAR LOADING: Reference Steel strength(without lever arm): Vsa =4815 Ib D.6.1 4) *Vsa = 4) *Vsa= 0.65 *48151b = 31301b D.6.1.2 Vua = 625 Ib Design proof: Vua/(0*Vga) = 625 Ib/3130 Ib = 0.20 :5 1.00 Concrete breakout strength,direction x+: le = 3.25 inch D.6.2 do = 0.50 inch cal =4.00 inch Vb = 7 * (le/do)0.2* do0.5* fc'0.5* ca11.5 = 7 * 1.454 * 0.707* 54.772* 8.00 = 3154 Ib AVc0 = 72.00 inch AVC = 120.00 inchz Wed V = 1.000 D.6.2.6 Wa V = 1.000 D.6.2.1 c Wec V = 1.000 D.6.2.5 Wc,V = 1.400 D.6.2.7 Wh,V 1.000 D.6.2.8 4) *Vcbg = 4) * (AVc/Avco) * Wed,V* Wa,V* Wec,V* Wc,V* Wh,V* Vb D.6.2.1 =0.70*(120.00172.00)*1.000'1.000*1.000*1.400'1.000*3154 Ib=5151 Ib Vua =2500 Ib Design proof: Vua/(0*Vcbg) =2500 Ib/5151 Ib = 0.49 5 1.00 00 GOO •• . • . . • • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • ••• • ••• • Input dam mid results must be&odwd for agreement with the existing dmumstar=s,the standards and guidelines and must be chocked for plawib8ty. powe com-Powers Fastenars(sea website for regional contact info). • PDA Powers Company name: - Project: Date:3/9/2014 Version:2.1.5172.24984 Project number: Page: 515 Pryout strength: hef = 3.250 inch kc = 24.0 Nb = kc*fc 0.5* hefl•5= 24.0 * 54.77* 5.859 = 7702 Ib D.5.2.2 ANc = 213.00 inchz ANcO = 95.06 inch Wec,N,x = 1.000 D.5.2.4 Wec N y = 1.000 D.5.2.4 Capin =4.00 inch Wed N = 0.946 D.5.2.5 Wcp,N = 0.488 D.5.2.7 Wc,N = 1.000 D.5.2.6 kcp =2.0 D.6.3.1 4) *VCp9 =4)*(ANc/ANco)*Wec.Nx *Wec,N.y*Wed,N*Wgr,N*WC.N*Nb kcp =0.70*(213.00/95.06)*1.000*1.000*0.946*0.488*1.0007702 Ib'2.0=11144 Ib Vua = 2500 Ib Design proof: Vua/(4)*Vcp) = 2500 Ib/11144 Ib = 0.22 5 1.00 Fastening okl WARNINGS/REMARKS: •• ••• .• . . • .. • ••. . ... . • ••• • . • • • Input data and results must be dmcked for agreement with the existing cirmimstances,the standards and guidelines end must be checked for pkwflAity. powers.eom-Powers Fasteners(sea website for regional contact Info). Miami Shores Village Building Department AUG -12 2014 hQJ 10 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.4949 an FBC 20(b BUILDING Permit No. PERMIT APPLICATION Master Permit No. (- Z/�3 9 Permit Type: JOB ADDRESS: 361 NE 97 Street City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): Jim Holt Phone#: Address: 361 NE 97 Street City. Miami Shores Smm. FL. Z;p. 33137 Tenant/L.essee Name: Phone#: Email: CONTRACTOR:Company Name: F&S Contractors, LLC. Phone#: (305)466-9308 Address: 21006 West Dixie Hwy., City: Miami State: FL. 33180 Qualifier Name: Samuel Fleischer Phone#: (786)357-0879 State Certification or Registration#: CGC 1510983 Certificate of Competency#: Contact Phone#: (786)357-0879 E,nailAddress: samuel.fleischer@gmail.com DESIGNER:ArchitecdEngmeer. Phone#: Value of Work for this Permit.$ Square/Linear Footage of Work: Type of Work: ❑Address OAlterati ONew ORepair/Replace ODemoliti n Description of Work P 1CN� I\ f C- etc . Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Seaming Fee$ 9 . LO Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee Technology Fee$ Double Fee$ Straetoral Reeiew$ X0.03 TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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. 1 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 a nt. Also, a certified copy of the recorded notice of commenc " nt must be posted at the job site for the first inspection which c urs seven (7) days after the building permit is issued. In th bsence o such posted notice, the inspection will not be approv d a e. pection fee will be charged Signature Signature er r gent Contractor The foregoing instrument 'acknowledged before me this 12th The foregoing instrumeaf was acknowledged before me this 12d day of August ,2011—by Samuel Fleischer day of August ,2014 ,by Samuel Fleischer who is-1personally known to me or who has produced who is p5MMU known to me or who has produced As identification and who d' as i NOTARY PUBLIC: '` ` KAREN ROGGIERO `�`°8�= KAREN ROGGIERO NOTARY PUB m MY C MISSION#FF001475 t COM SIGN#Ff001475 ]RES March 25.2017 P EXPIRE March 25,2017 / I 01 F dallotaryService.com Sign: FloridallotaryService.com Sig : Print: Ka og iero grin. og My Commission Expires: 03-25-17 My Commission Expires: 03-25-17 APPROVED BY Plans Examiner Zoning l® � Structural Review Clerk (Revised 3/12/2012)(Revised 07/IQW)(Revised 06/10/2009)(Revised 3/15109) Sky Rock-Engineering , Onc www.skyrockeng.com K October 3, 2014 E To: Building Official(s) n ''e _ Miami Shores Village Building Department Re: Remodeling &Addition Project 361 NE 97th Street, Miami Shores, Florida Terrace Deck Repair •000.0 • • • 0000•• •• • 0000 e 0000•• 0000 0000•• Dear Sir: 000 00 0.00•• 0000 0000 . . Please, find attached repair drawings and calculations for the terrace deet?repair`ar the abCM••. mentioned property. Please, kindly review attached documents. 60:69: •0 0 e•• 00000 0••• •• e0 s• • sees:* •se•e• • 04, Please, if you have any question or need additional information, do not hesitate to cont=Md at your..: convenience. •ss• : 0000 ;0000 ; 00 • Thanks for your attention. Sincerely, / 3 . Aimee Rodriguez, PE 69701 Phone:786.285.7157 Fax:305.258.3345 Email:aimee@skyrockeng.com JOB:-. CA No.2W52 www.skyrockeng.com SHEET No.: 1157 OF C-- CA almeeQskyrockerig.com CALCULATED BY: DATE-- 6A Phone:786 285 7157 Fax:305.258 3345 (", z ------- 6Y, 7 -P _ _. / -� � � � � Vit, � _ �.�i, �� ,,, Iz- 00 0.0. 0 0 0 0 0 0 0 0 •0 0 0 0 0 0 ------ 0/0 f000 0 000. 000 0 41- 600000 • ::0: 00:000 00:96: 0 0•0 00000 0 ::0::. •00.0 0000:0 0• �o ,0 0 0 0,0 !!�ff- :�:c 0,*0 " 1� 4�0: 00 0 0 00 S 0 0 0 12 GAJ of nk En inc JOB: IV r 7/ All: -?��Z 114 91� 46 No.29652 www.skyrockeng.corn SHEET No.: I --I OF EMAIL:aimee@skyrodcerig.com CALCULATED BY: DATE- Phone:786 285 7157 Fax:305.258 3345 e' -rcl MIAMI,-D MIAMI-DARE COUNTY,FLORIDA METRO-DARE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE MCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISIONMIAMI,FLORIDA 33130-1563 0 T (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE OA Sealoflex Waterproofing Systems,Inc. 2516 Oscar Johnson Dr. Charleston,SC 29405 SCOPE: This NOA is being issued under the applicable" g> 'ons erring the use of construction materials.The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date star below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product gr material fails to perform in the accepted manner,the manufacturer will incur the expense of such:8AVg .•.• . and the AHJ may immediately revoke, modify, or suspend the use of such productrr'mkerial within .' their jurisdiction. BORA reserves the right to revoke this acceptance,if it is determin@db'oMiami�ade• .••.:. County Product Control Division that this product or material fails to meet the dents of the •••• applicable building code. 000000 •••• • 00000-.0 0000. This product is approved as described herein,and has been designed to comply with the ¢da Buj V0hligg• ••'•• Code and the High Velocity Hurricane Zone of the Florida Building Code. ••'••• 0000.. DESCRIPTION: Sealoflex Waterproofing System for Wood Decks •••• • 0000.. . . 0000.. LABELING: Each unit shall bear a permanent Iabel with the manufacturer's name orlogo,city,st Dose o•• • and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No.05-0901.04 and consists of pages 1 through 10. The submitted documentation was reviewed by Jorge L Acebo NOA No.: 10-0608.02 Expiration Date: 10/13/15 M c Approval Date: 11/04/10 Pagel of 10 dr ROOFING ASSEMBLY APPROVAL Cateeory Roofing Sub-Category: Waterproofing Materials: Elastomeric Maximum Pressure: -82.5 psf TRADE NAMES OF PRODUCTS MANUFAcTuRED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Cemflex Concentrate 1 or 5 gal. TAS 114 Additive used to produce Cemflex Slurry, a base liquid coat for use over concrete substrates. Sealoflex Pink® l or 5 gal. TAS 143 Base and saturation liquid coat. Metal Etch Primeim 1 or 5 gal. Proprietary Primer for all unprotected metal surfaces. Sealobond Primer 1 or 5 gal Proprietary Primer for use over painted concrCV..: WBTM wood or steel,or unl$iinUO masoitry ••••:• substrates. •• ••••- • ...... .... ...... Sealoflex FabricTm or Proprietary Non-woven polyester tainfdreing fabAc Sealoflex Deck for use in the Sealofle3t'tb8f systelrf.0 0 0 ' FabricTTM 6899 0090 .•••. •0:666 000000 96%0 Sealoflex Finish I or 5 gal. TAS 143 Top waterproofing carting 9 *00006 CoatTM :06:0: . 0' . . 0 6 ...... Sealoment PlusTM 50#bags Proprietary Primer for concrete yr lightweights'0 6 0 0 0 0 0 0 0 concrete. 009 0 :900 • 9 Sealoflex CT Pink Tin 1 or 5 gal. Proprietary Solvent borne,base and saturation coat. Sealoflex CT Topw l or 5 gal. Proprietary Solvent borne,single components roof coating. CombaseT'N 50 lb.bags Proprietary Polymer modified Portland cement powder used as a file adhesive WearcoatTM 1 or 5 gal. Proprietary Liquid applied emulsion coating (available in smooth or non-skid version containing aggregate)for pedestrian traffic surfaces. CoraflexTM 1 or 5 gal. Proprietary Liquid applied,water dispursed resin based coating for pedestrian traffic surfaces. Dampseal 10ITm 1 gal.or 1 qt.kits Proprietary Two component epoxy primer for use over concrete. Sealoflex Flashing I gal.or I qt.kits Proprietary Trowellable or brushable waterborne Grade Tin pie NOA No.: 10-0608.02 Q TTtteCot Expiration Date: 10/13/15 Approval Date: 11/04/10 Page 2 of 10 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Sealoflex 1 or 5 gal. Proprietary Trowellable waterborne paste for Buttergrad&m surfacing irregular substrates. SealopatchTm 501b.bags Proprietary Portland cement based single component thixotropic patching and repair mortar. TRADE NAMES OF PRODUCTS MANUFACTURED BY OTBERS: Test Product Product Dimensions Specification Description Manufacturer Concrete Pavers Min.24"x 24"x 1-1/2" ASTM C902 4000 psi Min.Compressive Generic strength,5%water • • ::000:0 •••••• absorption max. • Ceramic Tiles Min. 12"x 12"x'/2" ASTM C902 Ceramic plaza deck walkidl':" Genefid"• '•••'• tiles,5%water absorption*::::* • i••••i 0000 • • max. • • • • 0000 0000 0000• PermaBase Min.32"x 48"x'/" ASTM C1325 A rigid substrate made of "Unfit,!$r..'e '•'••• portland cement,aggregate' •' •• •••• • and glass mesh. . • . . . ...... DensDeck Min.4'x 8'x'/4" TAS 110 Water-resistant gypsum : Georgia-'Pacific ..a�; board. C rati+oI 00 • • EVIDENCE SUBMITTED: Test Anncv Test Identifier Test Specification Date Celotex Testing Center,Inc. MTS Job No.258211 Physical Properties 05/20/98 TAS 143 Exterior Research&Design,LLC. #4213.07.97-1 TAS 114 10/20/00 4210.06.02 TAS 114-C/D/J 06/17/02 #4213.09.00-1R TAS 114-D&J/TAS 117-13 10/25/05 #4234.05.05 TAS 114-J/TAS 117-B 05/04/05 #4234.10.05 TAS l l4-J I TAS 117-B 10/20/05 Trinity(ERD S30750.03.10 ASTM D 6083 03/24/10 NOA No.: 10-0608.02 P"M o Expiration Date: 10/13/15 Approval Date: 11/04/10 Page 3 of 10 � r APPROVED ASSEMBLIES Deck Type 1 Wood Decks Deck Description: Min. 19/32"Plywood or Wood Plank attached to supports spaced maximum 24" o.c.with minimum 8d commom nails spaced 6"o.c. System Type A(1): Sealoflex or Sealoflex CT System with Hardwearing Finish Anchor Sheet: Miami-Dade Approved ASTM D4601,type 11 sheet mechanically attached with approved l'/4"annular ring shank nails and l%"tin caps spaced 6"o.c.in the lap and 6"o.c.in three equally spaced rows in the field of the sheet. One layer of the following insulation. Insulation Laver Insulation Fasteners Fastener Density/ft2 DensDeck N/A N/A Minimum%4"thick Note:All insulation shall be adhered to the anchor sheet in a fall mopping of approved asphalt within the EVT range at a rate of 2040 lbs/100 f12 or 1/4"to 1"diameter beads of Insta-Stik Roofing Adhesive spaced 6"o c.or 3"to 3%"wide ribbons of TITESET Roofing Adhesive spaced 6"o.c. Insta-Stik beads or TITESET ribbons shall be placed atop anchor sheet fastener rows. Refer to Roofing Application Standard RAS 117 for insulation attachment Membrane All cracks,expansion joints,base flashings,penetrations and junctures at %69:9 Flashing: horizontal/vertical changes in plane shall be flashed with SealeflexY:abric * d 0000:0• Sealoflex Pink or Sealoflex CT Pink in accordance with SealoA%12gblishetL...• ; details. • For vertical surfaces the Sealoflex Fabric shall extend at least 6:'.isio the ..9 a :'••• horizontal surface. At field and wall expansion joints,install gealettex Fa&%6V 0 **Vee ...... .. . to both sides of the joint ..... All drains areas shall be pre-detailed with Sealoflex CT Pink Od 38aloflex?§bf1c "•'0• extending 6 inches beyond the drain flange on all sides and se&uita ]Oy the ' clamping ring to the drain. Drain must be maintained free to weep a{memiran ;• level. Do not mix Sealot lex Pink or Sealoftex Finish Coat materials with SeaMax CT Pink or Sealo®ex CT Top, Base Coat: Apply a moderate base coat of Sealoflex Pink or Sealoflex CT Pink to the Prepared area and embed Sealoflex Fabric directly into the wet base coat.Use a clean,dry brush to fully embed the fabric,removing any wrinkles or bubbles. Allow to dry until the fabric is firmly adhered(minimum 30 minutes).Apply a saturation coat of Seaflex Pink or Sealoflex CT Pink to fully saturate the fabric from above. Fabric joints shall be overlapped a minimum of 3". Integrity Test: Required,and shall be performed in accordance with ASTM D 5957.Water maybe maintained for a period longer than 24 hours if required. Top Coat: A.Apply two(2)coats of Sealoflex Finish Coat at a combined rate of 70 W/gal. OR B.Apply two(2)coats of Sealoflex Cf Top at a combined rate of 70 fP/gal. Inspection: Contractor and a representative of the membrane manufacturer shall inspect the waterproofing assembly and notify the contractor of any defects. All defects shall be corrected. Surfacing: Apply Wearcoat at a rate of 90 f12/gal.or Coraflex at a rate of 20 ftz/gal. (See General Limitation# 10) Maximum Design Pressure: -60 psf(See General Limitation#7) NOA No.: 10-0608.02 EcouNrr Expiration Date: 10/13/15 Approval Date: 11/04/10 Page 4 of 10 y, Deck Type 1 Wood Decks Deck Description: Min. 19/32"Plywood or Wood Plank attached to supports spaced maximum 24" o.c.with minimum 8d commom nails spaced 6"o.c. System Type A(2): Sealoflex CT System with Tile Finish(1.3.1.2) Anchor Sheet: Miami-Dade Approved ASTM D4601,type II sheet mechanically attached with approved 1%4"annular ring shank nails and 1%a"tin caps spaced 6"o.c.in the lap and 6"o.c.in three equally spaced rows in the field of the sheet. One layer of the following insulation. Insulation Laver Insulation Fasteners Fastener Density/ft2 DensDeck N/A N/A Minimum 1/4"thick Note:All insulation shall be adhered to the anchor sheet in a full mopping of approved asphalt within the EVT range at a rate of 2&Q lbs1100 ft2 or%"to 1"diameter bads of Insta-Stik Roofing Adhesive spaced 6"ox.or 3"to 3%"wide ribbons of TITESET Roofing Adhesive spaced 6"o.c. Insta-Stik beads or TTTESET ribbons shall be placed atop anchor sheet fastener rows. Refer to Roofing Application Standard RAS 117 for insulation attachment. Membrane All cracks,expansion joints,base flashings,penetrations and junctures at Flashing: • horizontal/vertical changes in plane shall Ire flashed with Sealpflelrkabric 8nd� •••••• Sealoflex CT Pink in accordance with Sealoflex published detEab. ••••• •, For vertical surfaces the Sealoflex Fabric shall extend at leastOMM the horizontal surface. At field and wall expansion joints,install%e oftex Fab� �6�` •••• to both sides of the joint. 6 6 •666 0060 0000. All drains areas shall be pre-detailed with Sealoflex CT Pink N4 Woflex f abpc 6.;6.• extending 6 inches beyond the drain flange on all sides and saand by the'6 0 0 0 Soso:* wat clamping ring to the drain. Drain must be maintained free to mp, membrane • level. 6 • . . . . 0000.6 Base Coat: Apply a moderate base coat of Sealoflex CT Pink to the •�6• PP Y prepaped,�a and tsmbed :0000: Sealoflex Fabric directly into the wet base coat.Use a clean,*brulsh to full* ' embed the fabric,removing any wrinkles or bubbles.Allow to dry until the ia'ric is firmly adhered(minimum 30 minutes).Apply a saturation coat of Sealoflex CT Pink to fully saturate the fabric from above. Fabric joints shall be overlapped a minimum of 3". Integrity Test: Required,and shall be performed in accordance with ASTM D 5957.Water maybe maintained for a period longer than 24 hours if required. Top Coat: Apply two(2)coats of Sealoflex CT Top at a total rate of 70 f l/gal. Inspection: Contractor and a representative of the membrane manufacturer shall inspect the waterproofing assembly and notify the contractor of any defects. All defects shall be corrected. Surfacing: Concrete pavers(24"x 24"x 1-h")4000 psi minimum or ceramic plaza deck tiles(12"x 12"x%i")embedded into Sealoflex Corabase applied to the top Maximum Design Sealoflex-CT coating with a'/4"trowel.(See General Limitation# 10) Pressure: -60 psf (See General Limitation#7) NOA No.: 10-060802 rarwrneweCOvt+rnr Expiration Date: 10/13/15 Approval Date: 11/04/10 Page 5 of 10 a Deck Type 1I: Wood,Insulated Deck Description: Min. 19/32"Plywood or Wood Plank attached to supports spaced maximum 24"o.c.with minimum 8d commom nails spaced 6"o.c. System Type A(3): All layers of insulation are adhered to a mechanically attached anchor sheet. Sealoflex System applied. All General and System Limitations Apply Anchor Sheet: Miami-Dade Approved ASTM D4601,type H base sheet mechanically attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 6"o.c.at the lap and 6"o.c.in three equally spaced rows in the field of the sheet. One layer of the following insulation. Insolation Fasteners Fastener Insulation Laver able 3 Density/ft2 PermaBase N/A N/A Minimum'/4"thick • Note: All insulation shall be adhered to the anchor sheet in a full mopping of apFroved Hpfiaft ...... within the EVT range at a rate of 20-40 lbs/100 ft2 or%"to 1"diameter beads of Inesta;Stik 4sefing • Adhesive spaced 6" o.c. or 3" to 3'h"wide ribbons of TITESET Roofing Adhefte Weed @"Vc. *0000* Insta-Stik beads or TITESET ribbons shall be placed atop anchor sheet fastedif 1 bIvs. Refef to :ease: Roofing Application Standard RAS 117 for insulation attachment. a" ." ' .... sees eesea Membrane: Apply Sealoflex Pink at an application rate of 40 ftl/gal. •••••• •• ••••• es .. .. . sees.. Apply a single layer of non-woven polyester fabric to the wgt$gwpflex Pink. .• base coat. Fabric joints shall be overlapped a minimum of I'followed b ....:. saturation coat of Sealoflex Pink. ""' Apply two coats of Sealoflex Finish Coat at a rate of 70 W/gal. a•;• Integrity Test: Required,and shall be performed in accordance with ASTM D 5957.Water maybe maintained for a period longer than 24 hours if required. Inspection: Contractor and a representative of the membrane manufacturer shall inspect the waterproofing assembly and notify the contractor of any defects. All defects shall be corrected. Surfacing: (Optional)Apply Wearcoat at a rate of 90 fta/gal or Comflex at a rate of 20 ft'/gal.(See General Limitation# 10) Maximum Design Pressure: -60.0 psf(See General Limitation#7) NOA No.: 10-0608.02 Expiration Date: 10/13/15 JAPPROVE01 Approval Date: 11/04/10 Page 6 of 10 Deck Type 1L- Wood,Insulated Deck Description: 19/32"or greater plywood attached to supports spaced maximum 24"o.c.with #8 wood screws spaced 6"ox System Type A(4): All layers of insulation are adhered to a mechanically attached anchor sheet. Sealoflex System applied. All General and System Limitations Apply Anchor Sheet: Miami-Dade Approved ASTM D4601,type II sheet mechanically attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 6"o.c.at the lap and 6"o.c.in three equally spaced rows in the field of the sheet. One layer of the following insulation. Insulation Fasteners Fastener Insulation Laver able 3 Density/ft2 PermaBase N/A N/A Minimum 1/4"thick Note: All insulation shall be adhered to the anchor sheet in a full mopping o8 moved hsphalt *000:0 within the EVT range at a rate of 2040 lbs/100 fit or'/4"to I"diameter beads of Hsta=Stik Rba$hg Adhesive spaced 6" o.c. or 3" to 3%" wide ribbons of TITESET Roofing Adhe*s ve spaced b�o C. ••• • Insta-Stik beads or TITESET ribbons shall be placed atop anchor sheet fasteng;*jpws. R*F.to ;•••• Roofing Application Standard RAS 117 for insulation attachment • .... .... ..... Membrane: Apply Sealoflex Pink at an application rate of 40 ftz/gal. ":": .".'. "'•' Apply a single layer of non-woven polyester fabric to the we!Staluflex Pink- •• base coat. Fabric joints shall be overlapped a minimum of Y'follewed 4 •••• • saturation coat of Sealoflex Pink. • Apply two coats of Sealoflex Finish Coat at a rate of 70 fta/gal. ..:. Integrity Test: Required,and shall be performed in accordance with ASTM D 5957.Water maybe maintained for a period longer than 24 hours if required. Inspection: Contractor and a representative of the membrane manufacturer shall inspect the waterproofing assembly and notify the contractor of any defects. All defects shall be corrected. Surfacing: (Optional)Apply Wearcoat at a rate of 90 IP/gal or Coraflex at a rate of 20 ftz/gal.(See General Limitation# 10) Maximum Design Pressure: -82.5 psf(See General Limitation#7) NOA No.: 10-0608.02 Expiration Date: 10/13/15 MIAMI PPRO ED!, Y Approval Date: 11/04/10 Page 7 of 10 Deck Type 1 Wood Decks Deck Description: Min. 19/32"Plywood or Wood Plank attached to supports spaced maximum 24" o.c.with minimum#8 wood screws spaced 6"o.c. System Type C(1): Sealoflex or Sealoflex CT System with Hardwearing Finish One layer of the following insulation. Insulation Layer Insulation Fasteners Fastener Density/ft2 DensDeck #14 Roofgrip Fasteners and Flat Bottom Plates or 1.33 Minimum Y"thick Olympic HD Fasteners with Olympic Standard Plates or #14 Dekfast Fasteners and Hex Plates Note: All layers of insulation shall be mechanically attached using the fastener density listed above. The insulation panels listed are minimum sizes and dimensions;if larger panels are used,the number of fasteners shall be increased maintaining the same fastener density. Membrane All cracks,expansion joints,base flashings,penetrations and junctures at Flashing: horizontal/vertical changes in plane shall be flashed with Sealoflex Fabric and Sealoflex Pink or Sealoflex CT Pink in accordance with Sealoflex published details. For vertical surfaces the Sealoflex Fabric shall extend at least 6"into the ho&oa& surface. At field and wall expansion joints,install Sealoflex F c-6�to both si�s • of the joint. •• • .•• • All drains areas shall be pre-detailed with Sealoflex Pink or SeQ901cr Pink aad Sealoflex Fabric extending 6 inches beyond the drain flange on aibsides and .... :**so: secured by the clamping ring to the drain. Drain must be maintaisied free to seepsat 66:600 membrane level. 66:09: .. . ..... 00 00 Base Coat: Apply a moderate base coat of Sealoflex Pink or Sealoflex CT Aitftme,.the prepared •, area and embed Sealoflex Fabric directly into the wet base coat'Use aclean„dw•:. :800': brush to fully embed the fabric,removing any wrinkles or bubbles..Allow to dry :*see: until the fabric is firmly adhered(minimum 30 minutes).Apply a satu;ation coatof • Sealoflex Pink or Sealoflex CT Pink to fully saturate the fabric from above. Fabric joints shall be overlapped a minimum of 3". Integrity Test: Required,and shall be performed in accordance with ASTM D 5957.Water maybe maintained for a period longer than 24 hours if required. Top Coat: A.Apply two(2)coats of Sealoflex Finish Coat at a combined rate of 70 ftz/gal. OR B.Apply two(2)coats of Sealoflex CT Top at a combined rate of 70 ft2/gal. Inspection: Contractor and a representative of the membrane manufacturer shall inspect the waterproofing assembly and notify the contractor of any defects. All defects shall be corrected. Surfacing: Apply Wearcoat at a rate of 90 fta/gal.or Coraflex at a rate of 20 ffz/gal. (See General Limitation#10) Maximum Design Pressure: -60 psf(See General Limitation 97) NOA No.: 10-0608.02 MuvueCounrrlr Expiration Date: 10/13/15 !ArrKUVtUl__ Approval Date: 11/04/10 Page 8 of 10 s • Deck Type 1 Wood Decks Deck Description: Min. 19/32"Plywood or Wood Plank attached to supports spaced maximum 24" o.c.with minimum#8 wood screws spaced 6"o.c. System Type C(2): Sealoflex CT System with Tile Finish(1.3.1.2) One layer of the following insulation. Insulation Laver Insulation Fasteners Fastener Density/= DensDeck #14 Roofgrip Fasteners and Flat Bottom Plates or 1.33 Minimum ''/a"thick Olympic HD Fasteners with Olympic Standard Plates or #l4 Dekfast Fasteners and Hex Plates Note: All layers of insulation shall be mechanically attached using the fastener density listed above. The insulation panels listed are minimum sizes and dimensions;if larger panels are used,the number of fasteners shall be increased maintaining the same fastener density. Membrane All cracks,expansion joints,base flashings,penetrations and junctures at Flashing: horizontal/vertical changes in plane shall be flashed with Sealoflex Fabric and Sealoflex CT Pink in accordance with Sealoflex published details. For vertical surfaces the Sealoflex Fabric shall extend at least 6"into the :000:0 horizontal surface. At field and wall expansion joints,install kea llof;ex Fatric 6" 0 0 0 to both sides ofthejoint. . 0 4141....� 41.00 4141.... All drains areas shall be pre-detailed with Sealoflex CT Pink ad loflex Fabric . extending 6 inches beyond the drain flange on all sides and secarsW by the 4141.. 4141.... clamping ring to the drain.Drain must be maintained free to 4ap stmem&mn-` 0.0.0 level. 4141.00. 4141 . 41,41.. 41 Base Coat: fl Apply a moderate base coat of Sealoex CT Pink to the prepgW 0Kya and emlled •••41 41 41 Sealoflex Fabric directly into the wet base coat.Use a clean,dry"h to fall embed the fabric,removing any wrinkles or bubbles.Allow to dry until theab'ric is firmly adhered(minimum 30 minutes).Apply a saturation coat oAealoflej OFF �Lose: Pink to fully saturate the fabric from above. Fabric joints shall be overlapl%Vff minimum of 3". Integrity Test: Required,and shall be performed in accordance with ASTM D 5957.Water maybe maintained for a period longer than 24 hours if required. Top Coat: Apply two(2)coats of Sealoflex CT Top at a combined rate of 70 fI2/gal. Inspection: Contractor and a representative of the membrane manufacturer shall inspect the waterproofing assembly and notify the contractor of any defects. All defects shall be corrected. Surfacing: Concrete pavers(24"x 24"x l%2")4000 psi minimum or ceramic plaza deck tiles(12"xl2"x%2")embedded into Sealoflex Corabase applied to the top Sealoflex-CT coating with a V4"trowel.(See General Limitation# 10) Maximum Design Pressure: -60 psf (See General Limitation#7) NOA No.: 10-0608.02 MI I�ADECOIA�rTtf Expiration Date: 10/13/15 Approval Date: 11/04/10 Page 9 of 10 GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance,refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Required integrity flood testing shall be provided to the Building Official for review at time of final inspection. 3. All work shall be performed by a Contractor licensed to do roofing/waterproofing. Contractor shall be approved by Sealoflex Waterproofing Systems,Inc. Sealoflex Systems shall be installed solely by approved applicators and only with applicator's equipment approval by Sealoflex Waterproofmg Systems,Inc. 4. Flashings shall be installed according to the manufacturers published standard details,specific details,approved by Sealoflex,shall be submitted to the Building Official for review. 5. Sealoflex Waterproofing Systems shall not be installed without consultation with Sealoflex,Inc.if ambient or surface temperature is below 50•F. Do not apply to wet or frozen concrete surface. 6. All attachment and sizing of perimeter nailers,metal profile,and/or flashing termination designs shall conform with Roofing Application Standard RAS 111 and the wind load requirements of applicable Building Code. ;000;0 0000.. 7. Perimeter and comer areas shall comply with the enhanced uplift pressure rfgWleibents of 44se .• areas. Fastener densities shall be increased for both insulation and base sbaet.a&calculated0in 0006:6 compliance with Roofing Application Standard RAS 117.Calculations preparech4gwA and sealed • by a Florida registered Professional Engineer,Registered Architect,or RegistedEd'itgof CoSISAltd➢t • (When this limitation is speeifically referred within this NOA,General UmW ion#9 VM01tot ••;••o be applicable.) 06:06: 000"0. 00000 66 •. 66 6 0006.. 8. Installation must be by a Factory Trained'Qualified Applicator'approved and lioeuasd by 6 00 Sealoflex,Inc. Sealoflex,Inc.shall supply a list of approval applicators to the 6d;oAty ha*g.:. :0000• jurisdiction 0 9. The maximum designed pressure limitation listed shall be .. . .066 gn press applicable to all ref pressure zorg4i.e. field,perimeters,and comers).Neither rational analysis,nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones(i.e.perimeters,extended corners and comers). (When this limitation is specifically referred within this NOA,General Limitation#7 will not be appfleable.) 10. A non-skid surfacing is required for all pedestrian areas,plaza decks or balconies. 11. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo and following statement: "Miami-Dade County Product Control Approved"or the Miami-Dade County Product Control Seal as shown below maanumm cauarrr • END OF THIS ACCEPTANCE NOA No.: 10-0608.02 Expiration Date: 10/13/15 JAPPROVEDwauPou:caI_ Approval Date: 11/04/10 Page 10 of 10