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REV-16-503 RECTA,_ ' Miami Shores Village FEB 242016 " " Building Department LBY: 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 TV INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No.2G PERMIT APPLICATION Sub PermitNo.V�3j 1C_5d3 ❑BUILDING ❑ ELECTRIC • ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS I JOB ADDRESS: IOS�`.� 00q�j S I City: Miami Shores County: Miami Dade zip: '33i J` i Folio/Parcel#: Is the Building Historically Designated:Yes NO ' Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: 1 p G p OWNER: Name(Fee Simple Titleholder): !/` 12►( �A�1 ULA Phone#:�S' +J'�j�� a O Oa Address: mS S 1VC� 9� ST City: 'A 1A?41 S►4D2(SS State: Zip: 130 Tenant/Lessee Name: � t, Phone#: f Email: A-(d1 Gly Rg1AJd —&_ NdT,rrR A;e_ �pr7 CONTRACTOR:Company Name: Phone#: Address: F City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: v Address: City: State: Zip: Value of Work for this Permit:$ Cb Square/Linear Footage of Work: i Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work:'.4 �i c?pL)C4 ) 5)�c3 Orr: �'C�U<L/ee a ��1�2 W)�1�15 Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$�" Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ l 2 C� Q Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) 1 Bonding Company's Name(if applicable) Bonding Company's Addressr 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 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. Signature Signature OWNER ENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 2"l day of \ Q.v iii 20 by day of 20 , by `wQs persS Ily known to who is personally known to me or who has produced l— � U.0-ICN Jas me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PU LI NOTARY PUBLIC: Sign: 1 pper�-, Signi` Print: k1�� '�`—f Print: Seal: X00 No. Notary?unlic State of Florida Seal: Sindia Alvarez ca My Commission FF 156750 No,�0' Expires 09/03/20 19 ************* *************************************************************s APPROVED BY , Plans Examiner Zoning / Structural Review Clerk (Revised02/24/2014) G2 Consulting Group,lnc. ►- � JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax(786)2940032 Lic#69969,CA 25882 BY: JM DATE:1/14/15 SUBJECT:Robinet Res SHEET 1 OF18 ., CHECK BY:JM DATE1/14/15 Miami Shores , Florida CALCULATION TITLE SHEET Job Name : ADDITION & INTERIOR REMODELING Client : Mr. ROBINET GAGNON 1055 NE 96th STREET MIAMI SHORES, FL 33138 0000 0000 0000.. •••••• • •• •••••• • Job Type : RESIDENTIAL •••• •• ••••• 0000... 0000 0000. •• 00 0000 0000.. •••••• . 0000.. Building Code : .F.B.C.-2010-Edition '••' Building Dept : Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision. For the computer runs, if any,input was prepare0% and the output data analyzed and interpreted in the �s v\N MONTF��-, manner prior preparation of the construction docylt� ``G E NS Therefore, I accept professional responsibility �1�dr,Oxy �. . interpretation of any computer outputs. No STATE OF O A- '�,,/ONAL g2 consulting group,inc Job:Robinet joquin montesino, p.e Sheet No: y of 9725 sw 4 terr miami fl 33174 Calc. by:JM Date:01/12/15 lic#69969 CA 25882 Checked by:JM Date:01/12/15 WIND LOADS PER ASCE7-10 EXPOSURE :C Roof angle: (7Deg.)< 0< _ (27 deg ) Roof angle: s1 ;= 2=5 0:= atan(slope) 0= 11.768-deg 12 V:= 175; mph Mean hight 1h:= 20ft Importance Factor I:= 1.00 Topographic factor Kzt 1.0 Velocity pressure Exposure 2 h ac Kz:= if (h < 15ft), 2.01• 15 a 2.01 Kz=0.9 (Z9) Zg 6666 _ Wind Directionality Factor • 6666 6666.. Kd:= 1.0 .. 666.6.. Basic Velocity Pressure 666600 ...60:00 6 0 666666 6666 .. qh:= 0.00256•Kz•Kzt•Kd•(V)2•I psf •••• •• ••�••• 666666 6666 6666. qh= 70.71'psf 666666 66.6 666666 •6666• • - • _ • • • • •6666• •6666• • 6 :*so*: • •• • 6666 • • • r g2 consulting group,inc J b:Robinet joquin montesino, p.e Sheet No: of 9725 sw 4 terr miami fl 33174 Calc. by: JM Da :01/12/15 lic#69969 CA 25882 Checked by:JM Date:01/12/15 Trusses & Girders over 17.3 ft long. _ Ag:= 100ft2 zone : 1 Negative with and without overhang Gcpi:= —0.18 Gcp:_ —0.9 if Ag <— IOft 2 —1.0+ 0.100-log Ag if loft2 <—Ag<— 100ft2 ft —0.8 if Ag > 100ft2 - i Plg:= [gh•[Gcp —(—Gcpi)] + 10psf]•0.6 Plg=-35.576•psf (net wind pressure) ••.• •• • .. . • zone2 Negative without overhang : 0 0 0 .... . .. ..... G,N� = —1.7 if Ag<— 10ft2 ...... .... .::..� —2.200+ 0.50•log Ag if l Oft2_<Ag <_ 100ft2 G 2 —0.18' •••••• • ft —1.2 if Ag> 100ft2 _ .":'. • Gcp =—1.2 P2g:= [gh•[Gcp —(—Gcpi)] + IOpsf]•0.6 P2g=-52.546•psf (net wind pressure) zone3 : Negative without overhang Gam:= —0.18 t g2 consulting group,inc Job:Robinet joquin montesino, p.e Sheet No: of 9725 sw 4 terr miami fl 33174 Calc. by:JM Da :01/12/15 i lic#,69969 CA 25882 Checked by:JM Date:01/12/15 _ I _ _ -2.6 'if Ag <- l oft -3.200+ 0.60•log Ag if loft <-Ag <_"IOOft2 ft -2 if Ag> 100ft2 ^ Gcp --2 P3g:= [gh•[Gcp -(-Gcpi)] + 10psf]•0.6 - 1 P3g=-86.486-psf (net wind pressure) k _ zone2 : Negative with overhang -0.18 - { -2.1 for all : Ag 17 _ _ t PN 2u = [gh•[Gcp -(-Gcpi)] + 10psf]•0.6 P2g=-94.971•psf (net wind pressure) .... . . .•.. ...... • zone3 : Negative with overhang •• •• ••• •••••_ Gam:= -0.18 .. .. .... ...... . . . . ...... G -3.7 if Ag<- 10ft2 •••• •••• :••••: .. -4.9+ 1.2•log Ag if loft2 <-Ag<- 100ft2 ft2 ^ -2.5 if Ag > 100ft2 Gcp =-2.5 I Pte= [gh•[Gcp -(-Gcpi)] + IOpsf]•0.6 - P3g=-107.698•psf (net wind pressure) 4 g2 consulting group,inc J Robinet joquin montesino, p.e Sheet No: j of 9725 sw 4 terr miami fl 33174 Calc. by: JM Date:01/12/15 lic#69969 CA 25882 Checked by:JM Date:01/12/15 i Wall Pressure for building h<60ft h := 8.58ft AM r Negative :zone, 2 A.- (8.58ft) A=24.539112 3 Gcp4:= —1.2766 + 0.1766-log2 Gcp4=—1.031 ft P4:= gh•[Gcp4—(—Gcpi)]•0.6 p4 =—51.383•psf ! Negative : zone5 1.7532 + 0.3532•lo A Gc PS�_ — S 2 Gcps =—1-.262 _ ft p5:= gh•[Gcp5 —(—Gcpi)]•0.6 P5 =—61.189•psf positive :zone4&zone5 2 •.• .... ....�. •• • •r • • A.— 8.58 A= 24.53Sft2 • • •- vw ..•..• . •• •..•.. 3 - A •••••• �•• •• • Gcp4.5 := 1.1766 —0.1766•log2 Gcp4.5 =0.931 •+•• •. .•�..• ft •. .. •.•. •••••• P4.5 gh'[GcP4.5 + (—Gcpi)]•0.6 - P4.5 =47.14•psf �•.�.� .• • P f a' .M g2 consulting group,inc J Robinet joquin montesino, p.e Sheet No: 'Lof 9725 sw 4 terr miami fl 33174 Calc. by:JM Date:01/12/15 lic#69969 CA 25882 _ Checked by:JM Date:01/12/15 I Door Pressures for building h<60ft ,- Negative :zone4 A:= 21ft2 A Gam:= -1.2766 + 0.1766-log A Gcp4='-1.043 ft2 ,W= gh•[GcP4 -(-Gcpi)]•0.6 P4=-51.889•psf _ Negative : zone5 A) -1.7532 + 0.3532•log 2 _ GcP5 =-1.286 _ ft = gh•[GcP5 -(-Gcpi)]•0.6 P5 =-62.203•psf . . •.•• .:.••• •• • •• • • positive :zone4&zone5 • A:= 21ft2 -0-0-0-0 •• • �••••� _ AW • , • • • 0000 . •• ..•.• 00 G �:= 1.1766 -0.1766-log(A Gcp4.5 = 0.943. •-0000-0 ••:0 •.••�. ft -0-0-0-0•• • • • • . ••.••• h Gc + Gc i 0.6 -47.647 sf ' • • • = q Pa.S (— P)�' Pa.S — P '-0•-0 : -0-0-0-0 :.•••� w J 4 g2 consulting group,inc J-b:Robinet joquin montesino, p.e Sheet No: of 9725 sw 4 terr miami fl 33174 Calc. by: JM Dat :01/12/15 lic#69969 CA 25882 Checked by:JM Date:01%12/15 window Pressures for building h<60ft Negative :zone4 1 _ r /A= 1Oft 2 G := —1.2766 + 0.1766-log A GcP4=—1.1 ft = gh•[GcP4 —(—Gcpi)]•0.6 P4 =—54.304•psf Negative : zone5 Gam:= —1.7532 + 0.3532-log(A Gcp5 =—1.4 ft = gh•[Gcps —(—Gcpi)]•0.6 P5 =—67.031•psf positive :zone4&zone5 ` •699 - 6666 999996 A:= l Oft2 0:0*: • • . . ^^^' 9.0.06 . .. 96099• 4 • A 6666.. :6666: Ga":= 1.1766 — 0.1766•log 2 GcP4 5 = 1 •••• •• 6 2 9699. 6666.. 6666 6666. = qh GcP45 + (—Gcpi)].0.6 P4.5 = 50.061.•psf G 6666.. .. 6666 � t t - - r _ .. t g2 consulting group,inc _ J Robinet joquin montesino, p.e Sheet No: of 9725 sw 4 terr miami fl 33174 - Calc. by:JM Date:01/12/15 lic#69969 CA 25882 Checked by:JM Date:01/12/15 } window Pressures for building h<60ft GARAGE Negative :zone4 A:= 17.5ft2 9�:= -1.2766 + 0.1766-log — Gcp4=-1.057 ft - = gh•[Gcp4 -(-Gcpi)]•0.6 P4=-52.483-psf I Negative : zone5 Gam:= -1.7532 + 0.3532-log A Gcp5 =-1.314 ft ,W- - ,;= gh•[Gcp5 -(-Gcpi)]•0.6 P5 =-63.389•psf - r positive :zone4&zone5 0000 . . 0000 0000.. . . 17.5ft .. .. A - :0000 0000.. 0":= 1.1766 -0.1766•log — Gcp4.5 =0.957 ft2 00000 0000.. 0000 0000. gh.[GcP4.5 + (-Gcpi)1•0.6 P4.5 =48.24•psf .. .. 0000 ....�. 0000.. . 6 . 000000 _ 0000.. 00 . 0000 0 0 G2 Consulting Group, Inc. b:Robinet JOAQUIN MONTESINO RE Sheet No: I of 9725 S.W.4 th TERR. Calc by:JM Date:01/14/15 Miami, FL 33174 Checked by:JM Date:01/14/15 LIC#69969, CA 25882 _ COMBINED AXIAL LOAD & BENDING COMPRESSION FOR MASONRY WALL: VERTICAL LOADS : DEAD LOADS: ASCE? - 10 _ DL:= 8901bf, ZONE4 :P=-51.4psf 8 " cmu TRY : MASONRY WALL PARTIALLY LIVE LOADS: GROUTED#5 @48" LL— Olbf _ Maximun Calculated Axial Loads : P:= DL+ LL P= 890•1bf k Calculated Axial Stress: •••• .. . . .... ...... fa:= P An:= 2.1.25in•12in •••••• �•.••. ••••�• — An _ An = 30•in •••••• fa=29.667-psi '..' ..•..- The Allowable Compression Stress is: • f fm:– 1500psi h-= 8.58ft [r:= 2.66in ;•••;• •••••• � . . . h .. Fa:= .25-fm- 1 2– 140•r _ r - - Fa= 346.335-psi Check Compressive Stress in Masonry Mw-2� fb = b := 48in" 2 b-d 'J•k - d i G2 Consulting Group, Inc. ob:Robinet JOAQUIN MONTESINO RE Sheet No: r 0 of 1 9725 S.W.4 th TERR. Calc by:JM Date:01/14/15 Miami, FL 33174 Checked by:JM Date:01/14/15 LIC#69969, CA 25882 Concrete Block: Block width: hblock:= 7.625in , web thickness: tweb:= 1i - Shell thickness: tfs:= 1.25in Block cell width: bceil= 8in-2•tweb bcell=6-in Proposed spacing: ISpacing:= 48m No_R Cell:= 1 , Height of Wall: h:= 9ft Ac:= F S acro t j + rrhblock t 1•�b + t �1•No R Cell g AM ( P g)' fs LI 2 — fsJ cell web J _ _ r Ac= 77.937•in2 _ As:= .31in2 Es:= 29000000psi Em:= 900-fm As • • • • •••i -•••••• Ac .. • •'. p =3.978x 10 3 •••••• • Es IIP:= 54.4psf '••..• '..' ..... Em ..•.•• •••• ....• w:= Spacing•P •• •• •.•• .•.••• n =21.481 _ ��•�� w= 205.6•plf 1 := 8.58ft ' •"••• p•n =0.085 rvv • :.•... 1 2 •. • ••.�.• •- • Mw:= —•w•1 •• • 8 Mw= 1892•lbf•ft - h k:= 2•n•p+ (n•p)2 -n•p k=0.337 I _ � 1 ` jk := 1 - 3 Fb:= �1Jfm F 3 I r - G2 Consulting Group, Inc. ob:Robinet JOAQUIN MONTESINO RE - Sheet No:II of 9725 S.W.4 th TERR Calc by:JM Date:01/14/15 ,Miami, FL 33174 - Checked by:JM Date:01/14/15 LIC#69969, CA 25882 i j = 0.888 Mw2 Fb = 500-psi fb:_ - - (b-d2 j k (�fa + fb// =0.522 < 1.0 I - I\ fb =218.026-psi Fa FbJJ Check— iffa + lb > 1.0,"NO GOOD","OK" [(Fa Fb) 0.436 Fb Check= "OK" CHECK BARS TENSION _ 1 2 w� := 51.4psi _.8.58ft FS:= 24ksi d:= 3.81 in mw: 8 wl 1 - MW=473•1bf•ft MW As, intint •.•. �'d'FS As.=0.07•— �' • • r•.••• ..•... SPACING OF BARS - •• • •• •As • • S= 53.205-in •••• •• • r • As, •.•. . .• •••.. • one 4 :Used #5@ •••• • t G2 Consulting Group. Inc. Job': Robinet Joaquin Montesino P.E. Sheet Nol! of 9725 SW 4 th TERR. Calc by:JMDate:01/13/15 Miami, FL. 33174 _ Check by:JM Date:01/13/15 LIC-#69969, CA 25882 DESIGN CONCRETE BEAMS RB– 1 SIZE : wdl :_ ((11J5ft•30psf + 150pcf•8in•33in))•1.2 Ccover= 2.5in b := 8in fc:= 3000psi lbf wdl = 753• ft d:= 33in w1j:_ ((11.75ft•30psf))•1.6 - de d - Ccover 0000 lbf W11= 564. • . •0000• .00000 ft . . . 0 wt:= wdl + wp . 0000.. 0000 .. Wt= 1317—•lbf •••• •• ••••• ft • .. 0000.. 0`000 0000. Bendina Moment •• •• •••• •••••• L:= 17ft 0000.. 1 2 /vw 0000.. U'= 8—wt•L 0000.. .. 0000 M„=47577•lbf•ft _ F:=b •de2 K„:= M u•ft Ku= 11.047•kips F := 60000psi F•ft ft-ft Y 0:= 0.9 ((�•fe) – ((�•fc)2 –4•(0.59•(�•fc)•Ku (200)•psi Pmin 2-(0.59fc) Fy 0.016 Pmax�_ w=0.029 - 3.333 x 10 3 f Pmin= _ C P W.-F Y _3 Asmin Pmin•b•d p = 1.445x 10 � r 2 Armin =0.88-in As = 0.353•in2 Asreq if(As �Asmin,Asmin,As) check:= if(p >– pmx,"no good","ok") i Asreq= 0.88-in check= "ok" sed 2#6 bott - 4 G2 Consulting Group. Inc. Job: Robinet_ Joaquin Montesino P.E. Sheet No: It, of ` 9725 SW 4 th TERR. Calc by:JMDate:01/13/15 Miami, FL. 33174 Check by:JM Date:01/13/15 LIC#69969, CA 25882 r SHEAR STRESS Vu:= Wt.L•1.15 Vu= 12.874-kips Shear(ult) 2 - k " Ties Area as:= .11•in2 Steel Fes.= 60000psi No of tie legs no:= 2 A:= 0.75 •..• : .. E . .. Vc:= 2•( psi•fc)•b•de Vc=26.729•kips 9.9.9• 9,0.0 ••. :• 000.0• • . • ,j - • 00 = 10.023-kips de 9999 •• • •- 2 Smax' •••• • ;•• •0000 r 2 9.99•• 9.99 ...•..0 C ^ '"c - ...... • _ spacingmax:= if Vu 12in,S < 0 0 0 0 00066? 2 •0000• • • -.0000. •• • 09999 • s P gacinmax= 15.25-in •s•! 0 I chhe�ckN= ifspacing,,,ax>_ 17M,17 check= 12.in' _ F sed#3 stirrups @ 12" a 1 a G2 Consulting Group. Inc. ob: Robinet Joaquin Montesino P.E. Sheet No: frof 9725 SW 4 th TERR. Calc by:JMD te:01/13/15 Miami, FL. 33174 Check by:JM Date:01/13/15. LIC#69969, CA 25882 DESIGN CONCRETE BEAMS SIZE : wdl:= ((14ft•30psf+ 150pcf•8in•12in))•1.2 Ccover= 2.5in b := 8in fc:= 3000psi wdl =624.11b_bf d:= 12in ft wlj:= ((14ft•30psf))•1.6 de:= d —Ccover wp=672.lbf •:...• ...... ft Wt:= Wdl + w11 — ••• •• • •• 000,0•• 0000•• • • • 0000• 0000 •• • • _• • Wt= 1296 1•lbf •00.00 0 0.00 00.00 ' • ft • ...... .... ..... Bendina Moment 6. 66 Soso 6.0000 • Lv= 12ft :0.0:0 •••.• 1 2 0 .0 M„:= 8•wt•L . • •• • M„= 23328•lbf•ft M •ft F:= b•de2 K„:_ K„= 55.832•kips F := 60000psi AM F.ft ft-ft y := 0.91 (� f�) fc)2 —4•(0.59• fc)_Ku _ (200) psi W:= Pmin 2•(0.59•�)•fc) Fy 0 Pmax .016 w= 0.158 pn,in =3.333 x 10 3 fc y _ —3 Asmin= Pmin-b-d - p =7.92x 10 - � - Asmin=0.32•in2 A,:= p•de'b _ As= 0.602 int Asreq if(As �Asmin+AsminAs) check:= if(P>— Pmax,"no good","ok") - lAs,q=0.602•in check= "ok" _ sed 2#5 bott&Top , - i 4 G2 Consulting Group. Inc. b: Robinet Joaquin Montesino P.E. Sheet No: of 9725 SW 4 th TERR. Calc by:JMDate:01/13/15 Miami, FL.33174 - Check by:JM Date:01/13/15 LIC#69969, CA 25882 SHEAR STRESS L Shear(ult) Vu:= wt-2•1.15 Vu = 8.942.kips Ties Area as:= .11•in2 SteelFes= 60000psi No of tie legs no.:= 2 • • •+•• "ease A:= 0.75 •• •• 0000.0 • •• ♦a•••• Vc:= 2 psi•fe)•b•de Vc= 8.325-kips .••:.• • • (�•Vc d •:..,a •.•• •...•: = 3.122-kips - e e 2 "max 2 •••ea• •••• 00:•00 C 1 • • •••••• SpaCingmax�= If Vu < ("c,12n,Sm 1ax J •••••• 2 e 00 0 spacingmax=4.7512 check:= pacing,,,ax>_ 12i11 n,12in,S,,,ax, check=4_75 in sed# 3 stirrups @ 4.5" I 1 - ' , - I a a G2 Consulting Group Inc Job :Q�obinet Joaquin Montesino PE Sheet #- of---- 9725 sw 4th Terr,, Miami FLA 33174 Calc by:JM Date :01/13/15 Lic#69969 CA:25882 Check by:JM Date:01/13/15 MONOLITHIC FOOTING - 3 Wup twall PH L+LL 1 H ❑ As I - Itslab DI Wt 6Y twed S DATA: - a ) GEOMETRICAL PROPERTIES : 00 4 gB �20m 1D:= 16m twed: 16in slab = 4in �3�:--- 1 ft•..: iHa11: 8in• f e e s*& • • • • • L:= B + t + S -'"-� '2-ff. --- �,_..- 0000 •• 0000• ,,,,,,, wed Total length `=L=48•in pH:_ 8.625ft Height of ho*ri*o*gal loans • • 0 • 000 •• •0 000,0 0••00• •00.0• 0 • b ) LOADS - ; ' ; . { . .0.,;, ""concy 150 0000 (D—tslab)2 •••0'i •001.• Wwedge —conc' Wslab:= Wconc'(S+ twed)'tslab•• i Wf Wconc'B'D 2 ,_ Wwedge-75 lbf' lb. -f 0Wslab- 117 FWf=333•—bf� p J ft4 - - EDL:- 887 Ibf! Dead Load per ft fti 1 ALL:= 330 lbfl Live Load per ft MATERIALS 300 ,lab:= 'dX25n0psi 'cover sasasaslab - f := 60000psi y - ':pallowable 2500psf Soil allowable pression GRAVITY LOAD ANALYSIS : WO = W£+ Wwedge+ Wslab+ DL+ LL Wcl = 1742•Lb f] ft l l 1 t Ni l Wf'B + Wwedge'[B + 3 �D—tslab)� �`Wslab•(B + D—tslab+ 2 I + (DL+ LL).2wall r G2 Consulting Group Inc Job : Robinet Joaquin Montesino PE _ Sheet #{4-of---- 9725 sw 4th Terr,, Miami FLA 33174 Calc by:JM Date :01/13/15 Lic#69969 CA:25882 - Check by:JM Date:01/13/15 Mcl1 = 1203•lbf•ft ft Mcl i Xci := xcl =' 8.3•in eci = L –Xci ecl = 15.7 in Wci 2 check:= if(xci >_Oin,"ok","Increase the total length") check= "ok" PRESSURES ON SOIL : Wci = 1742•lbf Mcli = 1203•ft•lbf ecl = 15.7•in L =8.in ft ft 6 . - r i _ I Pclmax:= LWci I 1 + 6-ed if eci < L rWcl r 6-ed L L \ L JJ 6 Pclmin•= L L 11 – L JJ if ed <_ 6 W )l \ 3F-2 cl ecl if eci > 6 (Opsi) if ecl > L 6 •••••....� •••••• : ••• Pclmin=0•ps i••:•• • • • Pclmax= 1682•ps ...• .• :""; ...... .... ..... .. .• .... ...... CHECK:= if(pcimax<Pailowable,"OK" ,"Not Good" ICHECK= "OK" I ••• - . . .. . .... . . REINFORCEMENT :(Only the slab with self weight) i ^ wself:= wconc'tslab'ft Self weight tslab=4.in lbf - Wself=50•— ft 2 Mu 1.2'wself'S Factored Bending Moment 0.9 " _ 2 0.85 } Mu= 30•lbf•ft I - - r G2 Consulting Group Inc Job :Robinet Joaquin Montesino PE Sheet #.i%`-of---- 9725 sw 4th Terr,, Miami FLA 33174 Calc by:JM Date :01/13/15 Lic#69969 CA:25882 Check by:JM Date:01/13/15. _ Mu Rn:= 2 —Rn=0.001778 �'dslab 'fc'ft Rn 0.00178 W:= _1 .Polyroots(w) _ (1.693136 - _ 0.59 w:= min(0.066618,1.628297) w=0.066618 fc 0.319.01'fc P:= w•— p =0.003331 Pt:_ _ pt=0.013557 - fy fy Pmin 0.003333 Preq••= P if Pmin P Pt Pmin if P < Pmin (10000!) if p > Pt Preq=0.003333 1 2 As Preq'tslab As =0.16—•in ••• •. •• .00000 ft 0000.. 0000 .. 0000.. _ 0000 •. .. 0000. Use#4(aD-12in • . 0000.. 0000 0000. .. .. •••• • ••• •• - . 0000.. 0000.. • . l 00.0.0 - .. 0000 w ,:1. I MIAMI-I- NIIAMI-DARE COUNTY •k2WALLU PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADAnNISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamldaae.0ov/economv Nu-Vue Industries,Inc. 1055 East 29th Street Hialeah,FL 33013 .SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER- Product Control Section 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 stated below.The Miami-Dade County Product Control Section(In Miatni 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 or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building_ Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series AB,NVSTA,NVHTA,NVTHJ,IKE,NVTT and NVHC-37 Steel Wood Connectors •••• APPROVAL DOCUMENT:Drawing No.N -1,titled"Truss and Top Plate Anchors"sheats 1,through•?0•• ••••;' U of 4,dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Industries Tnc.,Signed Idd. 0• •0 sealed by Vipin N.Tolat,P.E.,bearing the Miami-Dade County Product Control renewal 1114OAth the. .• 000000 Notice of Acceptance number and expiration date by the Miami-Dade County Product Cd HfS2btion. • • • .0000. MISSH.E IMPACT RATING:None .0 0 0 0 0 ;.• .• • • 0000 . .. 0000. LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,s tate, . . model/series,and following statement:"Miami-Dade County Product Control Approved" uKless•other wise o"0 0 0.0.0 Approved", .0 0000 000000 noted herein. • 0000.. RENEWAL of this NOA shall be considered after a renewal'application has been filed and therf'•hasbedn no change •. in the applicable building code negatively affecting the performance of this product. 0 :00000 000000 TERMINATION of this NOA will occur after the expiration date or if there has been a revisio0 V;dh4e in the :0 0 0 0 materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any produol,0foro.0. 0 0 sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section 8f o' • 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 NOA 412-0130.32 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No.13-0206.17 MIAMIDADECOUNTY �`/ Expiration Date: May 22,2018 Approval Date: May 2,2013 �I, 1?0th Pagel a - f i Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-1,titled"Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated f 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Industries,Inc.,signed and sealed by Vipin N.Tolat,P.E. B. TESTS "Submitted under NOA#08-0325.02" Test reports on wood connectors per ASTM D1761-88 by Product Testing,Inc.,signed and , sealed by C.R.Caudel,P.E. Report No. Wood Connector Load Direction Date 1. 05-5195A AB-5 Fl and F2 06/03/05 2. 05-5196A AB-7 Fl and F2 06/11/05 3. 04-4995 NVTHJ-26 Upward al/31/05 4. 04-4996 NVTHJ-28 Upward 01/31/05 S. 05-5612 IKE-1 Upward,Li and L2 03/20/06 6. 06-5622 IKE-2 Upward,Ll and L2 05/01/06 7. 04-4908 NVTT Upward and Ll 07/21/04 8. 03-4631 NVTT Upward and Ll 06/21/04 9. 081-6711 NVHC-37 Upward,Ll and L2 03/14/08 C. CALCULATIONS "Submitted tinder NOA#08-0325.02" . .. 1. Shear value of common wire nails and steel plate tensile calculations,prepared by'.•„• •�•••• Vipin N.Tolat,P.E.,Consulting Engineer,dated 03/20/2008,signed!adsebled b)t,. .' Vipin N.Tolat,P.E. ...... ..,.;. .. ...... . . . D. QUALITY ASSURANCE .... •• • 1. Miami-Dade Department of Regulatory and Economic Resources(RER) '••• • •• ••••• ...... .... ..... E. MATERIAL CERTIFICATIONS •• •••°• ••”" 1. None. . . . . F. STATEMENTS ••• •• 1. Statement letter.of code conformance to 2010 FBC and no financial interest,dated l 01/31/2013,signed and sealed by Vipin N.Tolat,P.E. "Submitted tinder NOA#08-0325.02" 2. Code conformance letters for all of the tests listed on Section B,issued by Product Testin& Inc.,signed and sealed by C.R.Caudel,P.E. Carlos M.Utrera,P.E. Product Control Examiner NOA No.13-0206.11 Expiration Date: May 22,2018 Approval Date: May 2,2013 i r E-1 - a ` i r Deep Seat Truss Anchor..They are designed to resist lateral and uplift forces. Holden Double Strap Riveted Truss Anchor..They are designed of 14 gauge steel The strap is made of 14 gauge steel and the seats of 20 gauge steel. plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. UPLIFT UPLIFT L� L2�I cruse Mah � = I� to trm bchord y1Nt b etter,cMrd roes Mat. d �.,. ..4; •,,,! rl t.trans/K t t0 'y. batten chwA "zm AssemblyDimension Total No. Total No.of Assembly Total No. Total No.of Allowable Loads bs of Fasteners Fasteners in Allowable Loads(lbs) ProductDimension Obs) Product- H � ) p H ofFastenera Fasteners in Code (inches) in strap 20 GA.Seat 6 6 6 Code (inches) in two Straps 20 GA.Seat 6 ss 6 10d x 152" 10d x I%" Ups LI L2 10d x I%- 10d x I%- Uplift Uplift Ll L2 NVSTA12 12 5 6 1046 700 1049 NVHTA12 12 10 6 1506 1766 1050 1450 6 6 1141 760 1144 12 6 1695 1987 1181 1631 NVSTAI6 16 NVHTAI6 16 7 6 1236 823 1239 14 6 1883' 2208 1312 1812 NVSTA20 20" 8 6 1331 887 1335 NVHTA20 20 16 6 2071 2,429 1444 I994 NVSTA22 22 9 6 1426 950 1430 NVHTA22 22 18 6 2259 2649 1575 2175 Notes: NVSTA24 24 NVHT•A24 24 1.Nails aro necessary in straps and seat to achieve,desing loads. 2. See note 6,sheet 1 for combined loading. 3. Nails through chords shall not force the truss plates. 4.'For general notes,see sheet 1. 5. For higher uplift loads,concrete shall be 3000 psi. 6. Based on min.2500 psi concrete. s• ••• • • • • • •• WIN N. TOLAT,,PE (CIVIL) 1�T17 `,11 ••: • • • • • FL. REG. 12847 Nu- ♦ lee � •lDC' 1053-1059 East 29 Sfiaet • •• • • 15123 LANTERN CREEK LANE • • • •as •"•'°r HOUSTON, TX 77068 Hiakah,I7orida33013 •• ••• •• (305)694-0397 Acap+an TS�,1�(T . Fax:(305)694-0395 TRUSS AND TOP PLATE ANCHORS _ •• - • • • NoArQpod •� t t3DW0 N: Shee: llalo: Revisions:• • • ii 000 -0 •• Feb 18;i • • 2of4 • •• • • • • • • • 2,008 ••• • • • • ••• • • • •• •• • • • •• ••