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DGT-17-2681C Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Parcel Number Permit NO. DGT-11-17-2681 Permit Type: Decks/Gazebos/Trellises ' Work Classification: Trellise Permit Status: APPROVED Issue Date: 12/1/2017 1 Expiration: 05/30/2018 Applicant 1460 NE 103 Street 1132050310060 Miami Shores, FL Block: Lot: CHRISTOPHER SAVITS Owner Information Address Phone CHRISTOPHER SAVITS 1460 NE 103 ST MIAMI SHORES FL 33138-2626 Contractor(s) Phone Cell Phone ALL DADE FENCES, INC., 786-229-8223 In Review (Comments: Date Approved:: In Review Date Denied: Tvpe Const: Trellise lassification: Residential canning: 3_ Fees Due Amount CCF DBPR Fee DCA Fee Education Surcharge Permit Fee - Gazebo/Trellise/Pergola Plan Review Fee (Engineer) Revision Fee Scanning Fee Technology Fee Total: $0.00 $0.00 $0.00 $0.00 $0.00 $80.00 $75.00 $0.00 $164.00 Cell Valuation: $ 0.00 Total Sq Feet: 0 Additional Info: SHOP DRAWINGS FOR TRELLIS PA Scanning: 3 Pay Date Pay Type Amt Paid Amt Due Invoice # DGT-11-17-65621 12/01/2017 Credit Card $ 114.00 $ 50.00 11/09/2017 Credit Card $ 50.00 $ 0.00 ,avauame Inspection Type: Slab Final Review Structural Review Planning In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFID ify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction a zoning. hermore, I authorize tyke above-named contractor to do the work stated. December 01, 2017 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy r 01, 2017 Miami Shores Village 'av7 oMi7 N Building Department 10050 N.E.2nd Avenue Miami Shores Florida 33138 B� Tel: (305) 795-2204 Fax: (305) 756-8972 �- INSPECTION LINE PHONE NUMBER: (305) 762-4949 S FBC 20 ((`-{ BUILDING Master Permit No. /6 — 45-zo PERMIT APPLICATION Sub Permit No. TY�� 13— Ckaba GILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS [:]CHANGE OF ❑ CANCELLATION "SHOP y�J% CONTRACTOR DRAWINGS JOB ADDRESS: ;146o OF— to 3 `"4 - City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: f!_ �+- 3 1 -OA — © 3 1 — D 2:1� a Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): L -k r, i _.:0 k o n r cu Sa ,t-7 Phone#: O ti_— -71 a24 9�`— Address: (4 % c7 Q e (O ?4 - - City: I/N t a i i �� SIS State: Zip: 331 3 Tenant/Lessee Name: &) • 4- • Phone#: Email: giri -kpr--ebb- 0 -0_0( co -u-, CONTRACTOR: Company Name: Address: f��11G� S ZNc. hone#: City:---tt- (c�X1Z,'� Q� State: Zip: 3 �D i Qualifier Nam : tet- I' S iCv (l r+:o- a t••- Phone#: 3�S S �" State Certifica ' or Registration #: Certificate of Competency #: 9 g Sn O t DESIGNER: Architect`/Engineer: --To 94. 4r 1" £- Phone#:% C f 19$7— 4j Address: Z t- S-* a• -io City. ! , State: CT- Zip: a 3010 Value of Work for this Permit: $ r Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: S Specify color of color thru tile:, ell Submittal Fee $ • Permit Fee'-', J 4 Scanning Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Vu .0� ❑ Demolition (Revised02/24/2014),.C/ ,/�"�'", • l ��C/�r1J3lZ GG s{4. ZK_ C"_ r wT._IL- - Double Fee $ Bond $ TOTAL FEE NOW DUE $ CCF $ DBPR $ Notary $_ (Revised02/24/2014),.C/ ,/�"�'", • l ��C/�r1J3lZ GG s{4. ZK_ C"_ r wT._IL- - Double Fee $ Bond $ TOTAL FEE NOW DUE $ c�T V Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip a 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. , "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE- RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. zyl�2; Signatur Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 40 ✓�e20 J�J by day of l J(��y1 20 by /jVJ�►P/� S,Oc• C , �-rT— ';whowh s personaowos ersonall kn p me or w{ho hajproducecl i , as mj qr who,. has. produced . di•5 r as ^'%..�►.rk Gam`. ` L •.R, ..:iOE'-i .{ �"'k.'':i.. o, .w . ..an. i en i ica ion and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: j (� tint: Print: _ dontcdy���rnG1,i� JP�e, JAY S GOLDMAN Seal: A° « (c Notary Public - State of Florida Seal: �P.,, JANICELGIACAMAN ' + ; Commission # FF 228649'2°,�: `: NcayPJO c S�8teofFlonda Nig ZO�•' My Comm. Expires May 10, 2019 Commsso-GG083425 Bonded through National Notar Ass + MY Comm. Exares Jui 10,2,024 APPROVED BY 1"- Plans Examiner Id / Structural Review (Revised02/24/2014) Zoning Clerk o- t Id i 1 r EXISTING STEEL BEAM C 13'-71 ' s PERMIT #: Miami Shcres Village APPRIDIVED DATA ZONING DEPT Wv BLDG DEPT l IJE TYO CCNIPUF_ WITH ALL EDER: STATE ANL) C(_IjN-i'f ,bL-:S AND REGULATIONS 1-4"x 1'%" z 0'=3" SEE NOTE #5 FOR — WELDED TO LOUVER ALUMINUM MEM1:&IN PANEL AND (2) #10-18 CONTACT WTTH H.W.H. STAINLESS STEEL DISSIMILAR MAT ' IAL A- HILT] KWIK SEAL TO STEEL BEAM ALLOY %" BENT PLATE LOUVER " 5356 �%tFO. O ALUMINUM ALLOY o 6061-T6 Y2" BENT PLATE (LOUYVERS) @ 6" c/c ALUMINUM ALLOY 6061-T6 It EXISTING STEEL BEAM >1 EXISTING STEEL BEAM T.O. STL. BM. 8'-6" EXISTING STEEL BEAM EXISTING STEEL ANGLE SUPPORT TO REMAIN �v STEEL BEAM BEYOND R E C E' V 0,61 T6 ATTACHED TO STIEEL BEAM ED BEYOND WITH (2) #10-18 x 4" EXISTING STEEL COLUMN Nov Q 9SEAL. STAINLESS STEEL H.W.H. HILTI KWIK A SECTION 17 SD -1 B SECTION f SD -1 Qil t REVISIONS I BY] t` °� zM wMO� NV) � C) C) 3w�W H1-4-1 .4 �NQr�V` °O o Ll1 00 M 13'-92-1" M• 10'-8„ 4" �. Existing House E Ao MARTINEZ, 2E. �w W° CIVIL A, ND STRUCTURAL ENGINEERS TRELLIS PLAN LICENSE N0: PE 0031509 en 24 East 51h Street, Hialeah, Florida 33010 SCALE 74" = P-0" 305-887--4417 F POP0 70--liIENT REVIEW Hese doCumett0W t -w . onformance with the desgn concept and iNW&W g ,v th the or, ractl consinxtion doamanls V s respors ble for confirming and calculating all gtsnlit j t -,.wn construct,on methods andcoordirtabor +� r r'tack trades. NO EXCEPTIC "Et I-- /MAKE MAKECORRE f REJECTEDIRL _ DATE(� (% _ 6" (TYP.) SD -1 T.O. STL. BM. 8'-6" EXISTING STEEL BEAM EXISTING STEEL ANGLE SUPPORT TO REMAIN �v STEEL BEAM BEYOND R E C E' V 0,61 T6 ATTACHED TO STIEEL BEAM ED BEYOND WITH (2) #10-18 x 4" EXISTING STEEL COLUMN Nov Q 9SEAL. STAINLESS STEEL H.W.H. HILTI KWIK A SECTION 17 SD -1 B SECTION f SD -1 Qil t REVISIONS I BY] t` °� zM wMO� NV) � C) C) 3w�W H1-4-1 .4 �NQr�V` °O o Ll1 00 M M• �w • . A . cd � �' • U IW en W ►-� O z Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD - ll Shoots J ll A11 I 71 All I 71 All R.T. 2 %" x 2 Y2" x %6" J ALUMINUM POST, 3'-6" HIGH @ 4'-0" MAX. (TYP.) ALUMINUM LOUVERS AT 3" c/c R.T. 3" x 3" x %" ALUMINUM COLUMN, 6'-0" HIGH @ 4'-0" MAX. (TYP.) i ! i II TRELLIS'A�tEA, S] I II CNRRW 1%2' I ' I L! li'2 M ! , ! I II F ELEVATION SD -3 (TYPICAL) I I C ELEVATION SD -3 (TYPICAL) I I NOTES: 1. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD AND WITH ARCHITECTURAL DWGS. PRIOR TO STARTING OF WORK NOTIFY ARCHITECT/ENGINEER IN WRITTING BEFORE PROCEDING WITH THE WORK. 2. THE STRUCTURAL FRAMING WAS DESIGN USING SUPERIMPOSED LOADS AS PER 1618.4.6 FROM F.B.C. 2014. 3. ALL STRUCTURAL ALUMINUM SHALL BE 6061 T6 OR APPROVED EQUAL. 4. ALL ALUMINUM WELDED SHALL BE 5356 FILLED WELD, Fy= 17 Ksi. 5. ALL ALUMINUM MEMBERS IN CONTACT WITH DISSIMILAR MATERIAL AS STEEL OR CONCRETE SHALL BE PROTECTED WITH HEAVY -BODIED BITUMINOUS PAINT SUCH AS ISAMITE BITUMINOUS PAINT BY MAPEI MANUR OR EQUAL 6. GENERAL DESIGN LOADS: RAILING: LL= 50 #/ft HANDRAIL: LL= 200 # BALAUSTERS: LL = 25 PSF PICKETS: LL = 25 PSF 7. RAILING, STAIR RAILING, AND OTHER SIMILAR SAFEGUARDS SHALL BE BUILT TO RESIST A LOAD OF 50#s PER LINEAR FOOT APPLIED IN ANY DIRECTION. AT THE TOP OF SUCH BARRIERS. INTERMEDIATE RAILS, BALUSTERS AND PICKETS SHALL BE CAPABLE OF RESISTING A UNIFORM LOAD OVER THE GROSS AREA OF NOT LESS THAN 25 LBS. PER SQUARE FOOT, WITHOUT RESTRICTION BY DEFLECTION, BUT NOT LESS STRENGTH THAN REQUIRED TO RESIST APPLICABLE WIND LOADS AS DEFINNED IN THIS DRAWING. HANDRAILS SHALL RESIST A LOAD OF NOT LESS THAN 200 LBS. PER SQUARE FOOT, APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL. HANDRAILS SHALL BE M.D.C.P.C.A. ALL CONNECTIONS BETWEEN SHAL BE WELDED. 8. PROVIDE A CLEARANCE OF AT LEAST 1-1/2" BETWEEN THE HANDRAIL AND THE WALL TO WHICH THE HANDRAIL IT IS FASTENED. HANDRAILS SHALL HAVE A CIRCULAR CROSS SECTION WITH AND OUTSIDE DIAMETER OF AT LEAST 1/1/4" AND NOT GREATER THAN 2". THE HANDRAIL SHALL BE CONTINOUSLY GRASPABLE ALONG THE ENTIRE LENGTH. HANDRAIL ENDS SMALL BE RETURNED TO THE WALL OR FLOOR OR SHALL TERMINATE AT NEWEL POST. THE HANDRAIL ON OPEN SIDES OF STAIRS.SHAtk HAVE INTERMEDIATE RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE OF 4" IN DIAM. CANNOT PASS THROUGH M4Y OPENING IN THE HANDRAIL. RAILS AND SAFEGUARDS SHALL COMPLY F.B.C. *so: • • 0000•• H 000000 •• 'rlSD-4v 18'-9" •.•00. 000 • . • --------17�-9"LOUVERS_ _ _ _ --------- —� •. .• 2'-9" 2'-9" 2'-9" 2'-9" 2'-9" T-10" / I'ta. fir' JOSE t�,. MAR y� • N I CIVIL '3TWC 14• •• • v / I ISE Ni s East treet \ / 305-4;;, \ 4 \ / I / SD -4 RAILING / LOUVERS PLAN SCALE %4' = F-0" 2' / N N / O / I N c_tn ?been(eviewe:. , ,,onbmranrEl genylcomp':an a WOR* :C,' L R*0m1m&c' !s re3'pOfgb(r Wokdmens faUxmkm on dlhe traoi _ aB 0#w c. IONS TAK':, LECTION:' AS INDICA i E DA4 `_._. REVISIONS I BY 0 WM�O C) A�dgC7 w AW Date ! --o6/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD -2 )f Sheets 00 coo rn ••moi•• •Q ••N•• • • •a ..o. • • • � o � az b Date ! --o6/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD -2 )f Sheets RT 3 "x3 "x Y4' ALU U NU] POST @ 4'-0" MAX. ALL 6061-T6 RT 3" x %6" ALUMNIUN BENT Z -BAR W/ RETUI FIANGE LOUVERS @ ALLOY 6061-T6 (TYPIC SD -3 2" MAX 4'-0" MAX. 4'-0" MAX. RT 2 Y2 O.D. x 0.0165" WALL ALLOY 5183 ALUMINUM TOP RAIL ALLOY 6(TYP.) 6061 T6. RT 2 Y2"x2 X2"x %6' ALUMINUM POST @ 4'-0" MAX. ALLOY 6061-T6 RT 1" x 1" x 0.065" ALUM. ;o PICKETS @ 4" c/c ALLOY 6061 T6 TOP OF EXISTING WOOD I I FLOOR SHEATING AND FRAMING. _ F ELEVATION SD -3 I• I I .I \ I• ., EXISTING 2 x 10 WOOD JOIST TO REMAIN (V.I.F.) ADD ONE 2x10 x 2'-0" WOOD PLATE EACE SIDE OF EXISTING JOIST, BELOW POST LOCATION WITH (4) X"O x 3" LONG LA SCREW EACH PLATE F, R-1 '�� 1. 11-- Pi - - - - Z A A. MARTINEZ.. F,),, C.. STRUC7 AL EN( -,t. ;-, RS BE NC 0031v street, ! A% Fl., ..tea 330" 305-E 4417 SHOP DRAVlrIG DOCUMENT REVIEW These dxunenis 'r., e tti� n -+ > �,v f, , onforma" with the deSigp Concept and intern : -a c. ,-c,.ance with the JOntracl/ const: uaor dccj-,E-is ,-tr ,t:..- ;s responsble (or confirmirV o — , ZI rs fabs ca&m, construction methods and a_ h" ,' •n x w:h al ofttrades. NO EXCEP"Ic I._'I -[ NA^ _\lmm Cl'Rr7f ? a,S INDICATEDEl DATE I01f( ��� F2 IEMW _ REVISIONS I BY I` WM(=O �QrO� r � rn0 °1a WO �w�W 00 O Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD -3 Of Sheets 00 fel • •r_+? • • M• . V1 ...,. • 6"6 .. cd• cd w W Z O �--� 0 Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD -3 Of Sheets 3" x %6' ALUMINUM RT 4" x 2" x %6' CONT. ALUMINUM LOUVER RT 4" x 2" x %6" VERT. POS LOUVERS PANELS @ 6" c/c, FRAME TOP AND BOTTOM W/ #10-18x1" WITH #10-18x1" STAINLESS I (TYPICAL) — — STAINLESS STEEL SELF DRILLING SCREW BY STEEL SELF DRILLING . . — .. SDA — • . — • • — . HILTI @ 4" FROM EDGE AND BALANCE @ 12" c/c SCREW TO STEEL COLUMN ' — .. — . — .. — .. — .. — .. — .. — .. — .. — 4" EXISTING STEEL BEAM EXISTING STEEL COLUMNS � XISTING STEE EAM �� T-10" 2_— — — 2.-9' 2"2" 2" T-6" MAX. RT 4" x 2" x %6" ALUM. MULLION WELDED EACH END AS SHOWN 2.9"— \ I.[ 2.9.—..7.I. T-9". — 2"` 2 2" 2" SEE NOTE #5 FOR ALUMINUM IN CONTACT 1T-9" WITH DISSIMILAT MATERIAL (TYP) H ELEVATION SD -4 ;TING ROOF FRAMING ;TING STEEL BEAM RT 4" x 2" x %6" ALUM. S TR U C 1-� ORAL MULLION WELDED EACH END ALLOY 5183 is APP6�,--V r) 3" x %6' ALUMINUM LOUVERS . �... ALLOY 5183>T—X7,,19,,_ PANELS @ 6" c/c, WELDED EACH END TO MULLION I SECTION SD -4 ;TING STEEL BEAM A 11 JOSE A. MARTINE�;••:�a STRUCTURAL ENGIN i • 'ISE NO: PE 0031509:••••; treet, Hialeah, Floris _ 0`0 �5-887-4417 SHOP D_ R'y'4';"0 DOCUMENT REVIEW These docuneot_i .,e t•f wed wnfntormanc•e with the design concert and irA r an g ,= nphance with the rontracf/ construc'!on co-urne,', tr; ctor is respons+ble for confirming and ca: dace I a+ 4. ::ns ons, fabrication, construction rLe; ;ass art' a: ,. rade with all other apo4cable trade•. NO EA.Ci = r KEN [Y' N'G.';E CCS:.; :. .SVS AS INDICATED ZI _ Rc-L C_ i E.. ' ,bVff DATE J� / / i ► / 1 t 7 REVIEWED: REVISIONS I BY Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD -4 Of Sheets 00 so a• Mf • f •! •eqf so ..> w • .� Fes• • • CC3 ••f •�•U -d & ~ z o w Q z zO �o - 0 Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD -4 Of Sheets L1/"x 3" x 3" x 0'-7" LONG STEEL— ANGLE WITH (4) 8"O x 2" LAG CREW EACH SIDE (TYPICAL EACH END, EACH SIDE) STAINLESS STEEL 4-3/8" THREADED RODS PER PLATE WITH NUTS AND WASHERS EXISTING 2x10 WOOD JOIST (V.I.F.) TO REMAIN TOP OF EXISTING CONCRETE TIE BEAM TO REMAIN RT 2 y" x 2 y" x t/4' ALUM. POST, ALLOY 6061-T6 @ 4'-0" MAX. ALUMINUM POST BASE EXISTING 2x10— WOOD JOIST TO REMAIN (TYP) EXISTING CONCRETE TIE BEAM TO REMAIN y"x4y"x5y" ALUMINUM PLATE WITH (4) %" x 5" LAG SCREW TO WOOD PLATE EXISTING 2x10 WOOD JOIST (V.I.F.) TO REMAIN EXISTING ROOF SHEATHING TO REMAIN NEW (2) 3x8 P.T. WOOD JOIST W/ Al--- ONE 2x8 FILLER BETWEEN EXIST. _ __ __ = JOIST W/ (4) %"O x6" LAG SCREW STAGGERED PROVIDE 2"0 x Yg" PLATE WASHER DETAIL D SCALE: 1 1/2" = F-0" SD -5 D I -- SD-5 L 1/4'x 3" x 3" x 0'-7" LONG STEEL ANGLE WITH (4) 8"O x 2" LAG CREW EACH SIDE (TYPICAL EACH END, EACH SIDE) k 0 0 ' ' ADD (2) 3x8 BLOCKING W/ r ----E ----- - - 1 2x8 FILLER, PROVIDE 4) - %"O x6" LAG SCREWS 0 o I STAGGERED I I EXISTING 2x10 WOOD JOIST TO D REMAIN —� PARTIAL FLOOR PLAN SCALE: 1 1/2" = 1'-0" RT 2 y" x 2 y" x K" ALUM. POST, ALLOY 6061-T6 @ 4'-0" MAX. - DETAIL SCALE: 1 1/2" = 1'-0" ALLOY /4, %6' 5183 �13" EXISTING ROOF SHEATHING TO " Al A / REMAIN — ADD ONE 2x10 x 2'-0" WOOD PLATE EACH SIDE OF EXISTING A JOIST, BELOW POST LOCATION WITH (4) %"O x 3" LONG LAG SCREW EACH PLATE 2" a"x6"x6" BASE PLATE OF ALUMINUM ALLOY 6061-T6 WITH (4) %"O STAINLESS STEEL THREADED RODS A193 GR B7 STAINLESS STEEL 4-3/8" THREADED RODS PER PLATE WITH NUTS AND WASHERS, A193 GR B7 DETAIL SCALE: 1 1/2" = F-0" • RT 2 y" x 2 y" x y" ALUM. 51/" POST, ALLOY 6061-T6 @ 4'-0" MAX. '�,� '�,� Y4 r4" 72" x 4 72" x 5 72" ALUMINUM PLATE WITH (4) %" x 5" LAG SCREW T WOOD PLATE NQ -(- EXISTING 2x10 WOOD JOIST (V.I.F.) TO \ I REMAIN F-8" 2" 1 ' SECTION A -A ADD ONE 2x10 x2' -O" WOOD PLATE EACH SIDE OF EXISTING JOIST, BELOW POST LOCATION WITH (4) "O x 3" LONG LAG SCREW EACH PLATE RT 3"x3" x y" ALUM. POST, ALLOY 6061-T6 @ 4'-0" MAX. ALLOY %6' 5183 1" EXISTING ROOF SHEATHING TO REMAIN i 1`Z— NEW 4x8 x 16" P.T. WOOD FILLER BETWEEN EXIST. JOISTS W/ (4) %"0 x8" LAG SCREWS �L PROVIDE 2"0 x y" PLATE WASHER JOSE A. rP VIMT: ; � • CIVIL AWc ` ,,; 'j1NEEks u9 Str,,, <<, rida 33010 • SHOP DRAWING DOCUMENT R _�.�. i •' • • • • These d-ocunents I;aae teen -re -viewed f.', 'anfo•manre wdh ihe d 0 0.00• concept and intent ar d general cornphance w tti 1:.a ontracbr • • • • construction docu^ eats The contractor is r Y 0000 and C. kt;la-Q 2"1.- i^'...e° - • • • • 0: methods and cw_fdrat " .+ ' tra ' w'h a • NO_EXCEr ,Ih'";� iA+ �t •• •• 1— '.� F n 0000•• MAKE CCRRE.' V AS I.+� REJECTED i Rt: -'� `I' �- EDG MA ONRY WALLS 5/ x2" LONG TAPCONS. 1 3 4" EMBEDMENT -i F-u';TUf'.taLVRENV IEW i ALUM. TO RAIL. ,APPROVED DATE_ ALUM. JOP RAIL. / I—EDGE OF MASONRY WALL ALLOY 5356 "x2"x5/8" LONG TAPCONS, 13/4" EMBEDMENT PLAN VIEW DETAIL J SCALE: 1 1/2" = F-0" SD -5 4 oq,�l�r REVISIONS I BY O rn0 C) �w�w c C7 0 Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD -5 Of Sheets ,*t7, -/,1D Z, 0 "/7 A, PRUDLV 204-1 ISimQk Sket) 205-1 ftdom .10a ol. ...... .. . .... .. ....... .... 419 r, ....... ....... .. .......... ..... ...... . .... ....... s4 .......... AV .. ........... ... .. ...... . .... .... . ...... .. .. . .......... — .. ......... .. ........ ......... . ..... . ...... ..... ...... .... ........... . ......... ......... .. . ......... ..29 ....... ... .......... .............. .. .. ...... ........... ......... ......... . . ......... .... ... ... .... ... . ........ .... ...... .... .. . ... .... .... .... .... . ............. We 0 0. .. .. ........ ... ... .. ...... .......... . .. .. ........... . .......... . .... ... ... -7/ .... .. .... - - . .......... .. .......... A 0 of .. . .... ...... . . ............ ......... . . ............. . . ........... .. . .......... ...... . ......... .. . .. .... ......... . .... ...... .......... ............ ..... . . ..... ..... ... .. . .. . .......... . . ............. ... ....... ........... . ...... ... . ...... ............. - ...... ...... ............ ........... .. ... .. .... ....... . .. ........ ... .... ....... ......... ........ ........ .. . .... . ........ .. . .. ........ . .... ... ... ... . ... . ........ ........... ... ......... ... .. . ........ . ........... .... ........... ... ........ . - .. . ........ . ..... . ......... ..... . .... ........ .. . ......... ............ . ............ .............. . ..... . . .......... . .... . . ............ . .......... ; . ... ....... .............. .......... . ......... ......... . .......... .. ....... ...... ............ ....... ..... ............... .......... ......... ... . ......... . . . .... ....... .......... .. ............. ...... ...... .......... ............ .. .... . ... ......... . .. . .... .. .......... . .. . ... . ........ ......... . .... .... ....... . .......... ... .. .... .... . Self -Drilling Screws 3.6.2 Ultimata Shear Strengths - Bearing (Shear), lb (M)'.2.3,4.5.0.7 Screw Nominal Thickness of steel member in contact Thickness of steel member not in contact with the screw head, ga (n.) Designation Diameter In. with screw head ga (in.) 20 (0.036) 18 (0.048) 16 (0.060) 14 (0.075) t 12 (0.105) 07 20 (0.036) 500 {2.22) 660 (2.94) 660 (2.94) 660 (2.94) 660 (2.94) 0.151 18 (0.048) 500 (2.22) 660 (2.94) 880 (3.91) 880 (3.91) 880 (3.91) Z! 16 (0.060} 500 (2.22) 660 (2.94) 890 (3.96) 890 (3.96) 890 (3.96) #6 20 (0.036) 525 (2.34) 715 (3.18) 715 (3.18) 715 (3.18) 715 (3.18) 0.164 18 (0.048) 525 (2.34) 605 (3.58) 955 (4,25) 955 (4.25) 955 (4.25) t 18 (0.060) 525 (2.34) 805 (3.58) 1120 (4.98) 1170 (5.20) 1170 (5.20) 20 (0.036) 565 (2.51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.69) 010.12 0.150 18 (0.048) 565 {2.51} 865 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) 16 (O.D60) 565 (2.51) 865 (3.85) 1210 (5.38) 1390 (6.18) 1390 (6.18) t 14 (0.075) 565 (2.51) 865 (3.85) 1210 (5.38) 1645 (7.32) 1645 (7.32) #10-16 20 (0.036) 565 (2.51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.69) 0.190 18 (0.048) 565 (2.51) 865 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) it 16 (0.060) 565 (2.51) 865 (3.85) 1210 (5.38) 1215 (5.40) 1215 (5.40) ZQ (0.036) 565 (2.51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.69) #10-18 0,190 18 (0.048) 565 (2.51) 865 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) 16 (0.060) 565 (2.51) 865 (3.85) 1210 (5.38) 1390 (6.18) 1390 (6.18) Z 14 (0.075) 565 (2,51) 865 (3.85) 1210 (5.38) 1645 (7.32) 1645 (7.32) 20 (0.036) 600 (2.67) 930 (4.14) 945 (4.20) 945 (4.201 • . M (4.20) #12-14 0.216 18 (0.048) 600 (2.67) 925 (4.11) 1260 (5.60) 1 1884 (5.601 1260 (5.("' 16 (0.060) 600 (2.67) 925 (4.11) 1290 (5.74) • 1570 (6.98:...$70 (6.98) t 14 (0.075) 600 (2.67) 925 (4.11) 1290 (5.74) " JDW (8.001 1880 (8.3tf 0 20 (0.036) 600 (2.67) 830 (4.14) 846 (4.20) "!' (4.20) 945 (4. • • 18 (0.048) 600 (2.67) 925 (4.11) 1260 (5.60) ' 1ri8Q (5.60)1 *1160 #12-24 0.216 16 (0.080) 600 (2.67) 925 (4.11) 1290 (5.74) `1✓ fO (6.98) 1570 (6.98) 14 (0.075) 600 2.6 ( 7) 925 (4.11) Y290 {5.74) • *4&9 • f8dp (8.00} . * 870 {8.76) L, 12 (0.090) 600 (2.67) 925 (4.11) 1290 (5.74) 18x0 (8.00) 2285 (10.16) 20(o.036) 645 (2.87) 1020 (4.54) 1090 (4.85) 16901 (4.85)0 1090 (4.8�L 18 (0.048) 645 (2.87) 995 (4.43) 1400(6.23) 1480 (6.49) • 4400 (6.49) 1/4 In. 0.250 16 (0.060) 645 (2.87) 985 (4.43) 1390 (6.18) (8.10) 18V {S.iQr • 14 (0.075) 645 (2.87) 995 (4.43) 1390 (6.18) 1940 (8.63) VJJ) (10.14) t 12 (0.090) 645 (2.87) 995 (4.43) 1390 (6.18) 1940 (8.63) 2440 (10.85) r ne rower of nle ultimate shear bearing and shear fastener strength of screw should be used for design 2 Load values based upon calculations done in accordance with Section E4 of AISI 8100. 3 AISI 5100 recommends a safety factor of 3.0 be applied for allowable strength design, a 0 factor of 0.5 be applied for LARD design or a 0 factor of 0.4 be applied for LSD design. 4 ANSVASME standard screw diameters were used In the calculations and are listed In the tables. 5 Load values In table are for Hex Washer Head (HWH and HHWH), Phillips Pan Head (PPH), Philips Truss Head (PT HL Phillips Pancake Head (PPCH), and Phillips Flat Truss Head (PFTH) style screws. Phillips Bugle Head (PBH) and Phillips Wafer Head (PWH) styles are not covered by this table because they are not intended for attachment of steel to steel, 6 The load data In the table is based upon sheet steel with F. - 45 ksi. For F. = 55 ksl steel, multlply values by 1.22. For F� = 65 ksi steel, multiply values by 1.44. 7 Refer to Section 3.6.2.5 to ensure drilling capacities. 3.6.2.4 Installation Instructions For general discussion of Hilt! screw fastener installation, download Hilti's Profis DF software at www.us.hifti.com/ reference Section 3.6.1.7, deddng (US), or www.hilti.ca (Canada). For allowable diaphragm shear bads and stiffness values To estimate the number of sidelap screws on a steel roof or for steel roof or floor deck utilizing Hifti self -drilling screws floor deck project, reference Section 3.5.1.6. as frame or sidelap fasteners, reference Section 3.5 and Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilti Technical Support at 1-877-749-6337. .• MIO. Inc. (US)1.800-879-8000 1 www.ue.hlltLoom I an espariol 1-800.879.5000 1 HIM (Canada) Corp. 1.800-363-4458 1 www.hiltLoa I Direct Fastening Technical Guide 2015 163 PRODUCT 204-1 (Sm* ShC05) 205.1 MUD . . . ....... ............. ...... . ... . . ........ ......... . . . .......... ....... .... .............. .......... 41-51 ... ....... ... - . ........ .. ... ........ ............ .......... ....... ..... . . . . ........ .......... ......... . X.. .... ....... ......... . ......... ..... ... .. ..... .......... .......... .. .. . .... ....... ......... ... . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . _. . .... ...... 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OF CALCULATED BY DATE CHECKED BY DATE SCALE d x 5 t X VI -34 January 2005 6 d d TABLE 23 - SQUARE TUBES Depth Thickness Area Axis x -x, y -y l,,, 11 S„ Sr I'll, width t Weight A J Designation d in. in. lb/ft int in4 in' in. n"RT RT1 x i x .065 1.000 0.065 0.286 0.243 0.0356 0.0712 -in,- 0.383 0.0531 RT 1 x 1 x .095 1.000 0.095 0.404 0.344 0.0475 0.0949 0.371 0.0704 RT 1 x 1 x .125 1.000 0,125 0.515 0.438 0.0570 0.114 0.361 0.0837 RT 1.25 x 1.25 x .065 1.250 0.065 0.362 0.308 0.0723 0.116 0.485 0.108 RT 1.25 x 1.25 x .095 1250 0.095 0.516 0.439 0.0982 0.157 0.473 0.146 RT 1.25 x 1.25 x .125 1.250 0.125 0.662 0.563 0.120 0.192 0.462 0.178 RT 1.375 x 1.375 x .125 1.375 0.125 0.735 0.625 0.164 0.239 0.513 0.244 RT 1.5 x 1.5 x .065 1.500 0.065 0.439 0.373 0.128 0.171 0.586 0.192 RT 1.5 x 1.5 x.078 1.500 0.078 0.522 0.444 0.150 0.200 0.581 0.224 RT 1.5 x 1.5 x .095 1.500 0.095 0.628 0.534 0.176 0.235 0.575 0.263 RT 1.5 x 1.5 x .125 1.500 0.125 0.809 0.688 0.218 0.291 0.564 0.325 RT 1.5 x 1.5 x.250 1.500 0.250 1.47 1.25 0.339 0.451 0.520 0.488 RT 1.75 x 1.75 x .125 1.750 0.125 0.956 0.813 0.360 0.411 0.465 .' • 0.536 ' RT 2 x 2 x.095 2.000 0.095 0.851 0.724 0.439 0.439 0.Z7A• • • • 0.657 RT 2 x 2 x.125 2.000 0.125 1.10 0.938 0.552 0.552 0. ZFb7. ; .. 0.824 RI 2 x 2 x.156 2.000 0.156 1.35 1.15 0.657 0.657 0.75 0.978 RT 2 x 2 x .188 2.000 0.188 1.60 1.36 0.754 0.754 0.1144 • 1.12 • • RT 2 x 2 x .250 2.000 0.250 2.06 1.75 0.911 0.911 0.7V 1.34 RT 2.25 x 2.25 x .125 2.250 0.125 1.25 1.06 0.802 0.713 0.rids • • 1.20 '. ..' RT 2.5 x 2.5 x .125 2.500 0.125 1,40 1.19 1.12 0.896 0.171' i i 1.67 ' RT 2.5 x 2.5 x .188 2.500 0.188 2.04 1.74 1.56 1.25 0.47 02.32 ' ' RT 2.5 x 2.5 x .250 2.500 0.250 2.65 2.25 1.92 1.54 0 0.:24 �' , 2.85 • RT 2.75 x 2.75 x .125 2.750 0.125 1.54 1.31 1.51 1.10 • • • • • • • 1.07 2.26 • RT 2.75 x 2.75 x .188 2.750 0.188 2.27 1.93 2.12 1.54 1.05 3.16 RT 3 x 3 x.095 3.000 0.095 1.30 1.10 1.55 1.04 1.19 2.33 RT 3 x 3 x .125 3.000 0.125 1.69 1.44 1.98 1.32 1.17 2.97 RT 3 x 3 x .188 3.000 0.188 2.49 2.11 2.80 1.87 1.15 4.18 RT 3 x 3 x .250 3.000 0.250 3.23 2.75 3.49 2.33 1.13 5.20 RT 3 x 3 x.375 3.000 0.375 4.63 3.94 4.61 3.08 1.08 6.78 RT 3.5 x 3.5 x .125 3.500 0.125 1.98 1.69 3-21 1.83 1.38 4.81 RT 3.5 x 3,5 x .250 3.500 0.250 3.82 3.25 5.76 3.29 1.33 8.58 RT 3.5 x 3.5 x .375 3.500 0.375 5.51 4.69 774 4.42 1.28 11.4 RT 4 x 4 x .125 4.000 0.125 2.28 1.94 4.85 2.43 1.58 727 RT 4 x 4 x.188 4.000 0.188 3.37 2.87 6.96 3.48 1.56 10.4 RT 4 x 4 x.250 4.000 0.250 4.41 3.75 8.83 4.41 1.53 13.2 RT 4 x 4 x.375 4.000 0.375 6.39 5.44 12.0 6.02 1.49 17.9 RT 4 x 4 x.500 4.000 0.500 8.23 700 14.6 7.29 1.4/ 21.4 VI -34 January 2005 6 121530. 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