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RC-16-2317 (2) Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-265769 Permit Number: RC-8-16-2317 Scheduled Inspection Date: August 19, 2016 Permit Type: Residential Construction Inspector: Mesa, Michel Inspection Type: Final Owner: QUESADA, HUMBERTO Work Classification: Alteration Job Address:125 NE 106 Street Miami Shores, FL 33138-2036 Phone Number Parcel Number 1121360060350 Project: <NONE> Contractor: TAQUECHEL CONSTRUCTION GROUP INC Phone: (786)295-2901 Building Department Comments REPAIR CONCRETE SPALLING TIE BEAM Infractio Passed Comments INSPECTOR COMMENTS False TO REPLACE PERMIT#RC12-2052 Inspector Comments Passed Failed Correction Needed ' n Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. August 18, 2016 For Inspections please call: (305)762-4949 Page 28 of 32 'PMM Consulting Engineers, Corp. CA 9135 P.O. Box 557823, Miami Florida 33255 Tel: 305-661-9918 Fax: 305-675-2350 v � 6 Shoring Calculations 2 0 � �d For dG1 . &I im Quesada Residence 12049 10-23-12 APPPOWED BY DATE -70NING DEPT I,3LDG DEPT �/�� // �sf �Z• SUBJLCT TO COMPLIANCE WITH ALL FEDERAL ST.ATF AND COI INTY RULES AND REGULATIONS C - 1W „ try/,✓ #,,,,,,, These Calculations contain manual structural calculations. ComputapNep'�Jte,OAT//���,��,, performed to the best of our knowledge according to sound and gene T...•engineering principals and Code requirements. The signand seal pro�i�tfls meant to cover all computation sheets pages 1 through - = w • o �, �. Pau Ma IT �1P���` 1 FI Prof. Reg. 42650 Project ���/`��"�� Page f J ' r CONSULTING Calculated by Date m M ENGINEERS Checked by Date .........7.�. ,_..... �� ^y AVIV/// f�CUIV 6 60 r+ `r SITE- a�I (2-1 NO u VF o GK, kooD DO CI r, fQIN �1, OF tC- fA - Project PageCONSULTING M 2 Calculated by Date M, N G I N�E�� Checked by Date A, �7) wr LuAJ) 1600 (P 0r, 0� afkic,�H 5 4 (00 6:�o t�, bei U l u,� = q000 pe7F �0Eu- u AfA 1b" G0 D 40 A-- 001 7.z S2Do�,� `. 'Components 9 . . =11ME11211111Q s Height St 10"—TV 7'i"11'0" 10'10"-12'0" 12r 1 16'011 Extra S'Section Part No. Qty. _ AS2S 2 2 4 4 2 AS24 2 2 ASP 4 t} HXCP 4 - >, �. , G10 4 4 B104 2 2 » SJBPXC , 4 � 4 . SJU88 4* 4 4* 4 BC23 �� 4 4 r Weight 307 lbs. 451 lbs. 454 lbs. $98 lbs. 138 lbs. Towers with base plate and screw jack on bottom and 8"x 8"U-Head screw jacks on tap.If extension frames are extended only 15",deduct four G10 diagonal braces(68 lbs.). *SJU88C required in place of SJU88(spacer cap must be added). 1. Stripping allowance must be added to all minimum dimensions. 2. Whenever screw jack extensions exceed 12",consult Safway Engineering. MMA Part No. Length Weight AU7 7' 2 Blbs AU9 9' 3616s. tea. a a 'WHIM, ,, AU13 13' S2 , AU17 17' AU AU21 2 lbs. -- Span and Load Capacities SimpleSanft.); `4' S' 6' 7' 8' 9' 14' Total Load*(lbs./ft.) 2500 2100 1475 960 645 450 330 245 190 *Total load includes weight of be,mwork and concrete plus an additional 25% for live load.Deflection'is limiited to Length/360 calculated on dead load only. Minimum factor of safety is,2.2.1. ■ All6wable unifdrm loads"simply" ■ The channel on the underside of the supported.and laterally braced beam accepts the ABC aluminum ABC Stringer to U-Head ■ Reduces-labor costs and lowers beam clamp or a%"hex.head bolt _ transportation costs ■ 4"-wide flange fits standard 4" ■ 2"x 2"nailing strip for easy wide U-Mead on shoring jacks and plywood attachment.factory post shores.Allows side-by-side installed;field replaceable installation in 8"wide U-Heads. e Reverse flange stiffening reduces Nests for compact shipment ` damage during handling ® 6'f:"height compatible with other joists Joist to Stringer Used as either Joist or Stringer Q20139 Safway Servites,ILC.All Rights Reserved, r� Post Shares 354 QB and AS 554 �Post Shore 1r Q Part No. Height Weight o VFTP552147 6"61'-11161' 46.5 lbs. DB 350 Load Capacities"' Height(ft.) 6`6" TO" 716" 84011 81 611 9'011 91611 10r 0'" 101 6"" 11'41' 11i 6" Load(lbs.) 6445 6445 6445 6445 6445 6445 6445 5600 5170 4400 3860 ' sst ShoreAS 1 Part No. Height Weight VF"TP463087 101-18, 74.2 lbs. Height S50 Load Capacities* �y/� �"�{ nr� �"�r y� q {#''�" q�y �"�" Height(ft.) 10'0" 10'6" 11'0"" 11'6�" 121 Ol� 121 6"1 *3I O'l 13f 15" q4'0"' +(41 61" 15'0"9 Load(lbs.) 9367 8800 8176 7475 6903 6353 5815 5316 4880 43490 4160 Height(ft.) 15'V' 16'0'" 16'6" _17'0" _ 1�7"5" 18"0"" Load(lbs.). 3859 3575 3340 3133 2924 2732 Both post shores have a 3"O.D.base and a 2.5"O.D.staff. Post shores must be braced or restrained from lateral movement by other means.Capacities indicated are at 3:1 safety factor. Components Part No. Description Weight PSU881W U-Head 8x8 2-May 8.1 lbs VFT4ll470804 'T-Spring Bolt 0.2 lbs. VFTA002547 , Swivel Clamp 4.2 lbs t�6 , a 56 PSU$pW Ya.0.4 '•• Y TAO0;54p FTP4630p7 For single 4"wide Required to 1.911 x 3.0" AS 550 may be used beams(butted) attach-U-Head Required to attach 1.9" upside-down for or bypassing 4" PSMM tubes to post shore easier adjustment. beams base All drawings on this sheat are for illustrative purposes NUTS: All Scaffolds shall be erected,modifiedand dismantled only.This sheet is intended for general information only under the supervision of a Competent Person.Erection, purposes only.Because of the many variables which use,maintenance and disassembly must conform to current affect the performance of the product line,some of the manufacturer's instructions as well as all federal,state,provincial information in this brochure may not apply.For specific and local regulations. Copies of complete Safety Guidelines for applications,contact Safway. these and other products are available from Safway without charge. Safway Services,LLC Corporate Headquarters For a list of branch locations in the N19 W24200 Riverwood Drive United States and Canada,visit our Waukesha,Wl 53188 website at wwwsafway.com Toll free:(800)558-4772 020105afway services,LLC. All rights reserved. ORN ssa Pev.0 2/10 Telephone:(262) 523-6500 Project Page s PMMm Am CONSULTING Calculated by Date ENGINEERS Checked by Date 2 ...........4 15so � 46/2t Project Page ' PMM CONSULTING Calculated by Date ENGMEERS Checked by Date P066 p2e-A-AA P. � a _ . _ _ _ t� q60 Alt F- 1pm 7� r 23,T; � 7 So b 6 Fe- n ' Projects ` ' PageAn 7 mr—M m m CONSULTING Calculated by a Date ENGINEERS Checked'by Date z 7e lq,16-7 kAr- . h . ........... _ 2000 Pte" PMM Consulting Engineers; Corp. CA 9135 P.O. Box 557823, Miami Florida 33255 Tel: 305-661-9018 Fax: 305-675-2350 Structural Calculations RY-------------------- For Quesada Residence 12049 11-06-12 These Calculations contain manual structural calculations. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principles and Code requirements. The sign and seal providec���e®ein is meant to cover all computation sheets pages 1 through m °"" MAR 'j#, WI 0cOF •� •• .��,isS�O N At NOV © 6 Paul Martinez, PE FI Prof. Reg. 42650 PMM Consulting Engineers, Corp. CA 9135 6262 Bird Rd., Suite 2K, Miami Florida 33155 Tel: 305-661-9918 Fax: 305-675-2350 Project: Quesada Residence Project No.: 12049 Design Parameters • Florida Building Code, 2010 Edition, HVHZ • Wind o ASCE 7-10 o Wind Velocity 175 MPH o Risk Category II o Exposure C o Importance 1.0 o Kd 1.0 o Kz 0.85 o GCpi 0.18 (Enclosed Structures) • Concrete Strength at 28 days - 3000 PSI • Reinforcing - 60,000 PSI • Wood — Fb 1,200 PSI • Design Loads o Roof Loads ■ Live Load 30 PSF ■ Dead Load 20 PSF ■ System Load 5 PSF o Floor Loads ■ Live Load 40 PSF ■ Dead Load 20 PSF ■ System Load —See Plans • Soil Bearing Capacity—2000 PSF Project Name: Quesada Location: Miami Shores By: PAM Start Date: 11/6/2012 Comments: Design1.wls- Quesada November 6, 2012' ASCE7-10 Local, Information Wind Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 175 mph Topography: None Optional Factors This project uses load combinations from sources other than in ASCE 7 Section 2. WLS4—[1.4] Copyright©2020 SDG, Inc. Page 1 of 5 All Quesada � November 6, 2012'"- ASCE7-10 Section - Main Section Enclosure Classification: Enclosed Wall Length(ft) Overhang(ft) 1 53.0 0.0 2 35.0 0.0 Top 3 53.0 0.0 W2 4 35.0 0.0 W1 A B W3 Eave Height: 10 ft Parapet Height: 0 ft Parapet Enclosure: Solid W4 Roof Shape: Gabled Front Right Roof Slope(:12) W1 W4 Ar � B I B __jW3 W4 W3 W2 WLS4--[1.4] Copyright©2020 SDG, Inc. Page 2 of 5 Que-sada November 6, 2012 ASCE7-10 Composite Drawing 2 D 1 A B 8 a 4 WLS4--[1.4] Copyright©2020 SDG, Inc. Page 3 of 5 U Quesada November 6, 2012 ASCE?-10 Components and Cladding Input Component Description Wall/Roof I Surface Label IZonel Span(ft) Width(ft) Area(sgft) Masonry Wall Wall 1 4 8.0 4.0 32.0 WLS4—[1.4] Copyright©2020 SDG, Inc. Page 4 of 5 Quesada November 6, 2012 � ASCE?-10 Components and Cladding Output Component Description Surface Zone z(ft) q(psf) GCp I GCpi I ExtPres(psf) Net w/+GCpi(psf) Net w/-GCpi (psf) Masonry Wall 1 4 12.2 66.6 0.91 0.18 60.6 48.6 72.6 12.2 66.6 -1.01 -67.3 -79.3 -55.3 2UL WLS4—[1.4] Copyright©2020 SDG, Inc. Page 5 of 5 PMM Consulting Engineers Title: Job# Dsgnr: Date: 1:10PM, 6 NOV 12 - Description Scope Rev. 580002 Page 1 User.KW-0805358.Ver 5.8.0,1-Dec-2003 Masonry Wall Design (c)1983-2003 ENERCALC Engineering Software .102M Emm Description Quesada General Information Code Ref:ACI 530-02 Wall Height 8.00 it Seismic Factor 0.3300 fm 1,500.0 psi Parapet Height 0.00 it Calc of Em=I'm' 900.00 Fs 24,000.0 psi Duration Factor 1.000 Special Inspection Thickness. 8.0 in Wall Wt Muit 1.000 Grout @ Rebar Only Rebar Size 5 Normal Weight Block Rebar Spacing 48 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.600 in Loads Uniform Load Concentric Axial Load Wind Load 47.580 psf Dead Load 0.000#/ft Dead Load 0.000 Wit Live Load 0.000#/it Live Load 0.000#/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.078in2 np 0.03641 j 0.92137 n: Es/Em 21.481 Radius of.Gyration 2.535 in k 0.23590 2/kj 9.20187 Wall Weight 55.000 psf Moment of Inertia 354.810 in4 Max Allow Axial Stress=0.25 I'm(1-(h/140r)^2)•Spinsp 347.57 psi Allow Masonry Bending Stress=0.33 fm'Spinsp= 495.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination &Stress Details Summary Axial Bending Stresses Axial Moment Load steel Masonry Compression Top of Wall in-# lbs psi psi psi DL+LL 0.0 0.0 0.0 0.0 0.00 DL+LL+Wind 0.0 0.0 0.0 0.0 0.00 DL+LL+Seismic 0.0 0.0 0.0 0.0 0.00 Between Base&Top of Wall DL+LL 0.0 220.0 0.0 0.0 3.99 DL+LL+Wind 4,567.7 220.0 16,789.4 241.3 3.99 DL+LL+Seismic 1,742.4 220.0 6,404.5 92.0 3.99 Summary 8.00ft high wall with 0.00ft parapet, Normal Block w/8.00ln wall w/#5 bars at 48.00ino.c. at center Max. Bending Compressive Stress . . . . . . . . . 245.28 OK Allowable . . . . . . . . . . . . . .*. . . . . . 495.00 OK Max.Axial Only Compressive Stress . . . . . . . . . 3.99 psi Allowable . . . . . . . . . . 347.57 OK Max Steel Bending Stress . . . . . . . . . . . . . . 16,789.42 psi Allowable . . . . . . . . . . 24,000.00 OK • Title: Job# . PMM Consulting Engineers • Dsgnr: Date: 1:10PM, 6 NOV 12 Description Scope Rev. 580002 Page 2 User.KW-0505358,Ver 5.8.0.1-Dec-2003 Masonry Wall Design (c)1983-2003 ENERCALC Engineering Software ' Description Quesada Final Loads&Moments Wall Weight moment @ Mid Ht 220.00 Ibs Wind Moment @ Mid Ht 4,567.68 ink# Seismic Moment @ Mid Ht 1,742.40 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 In-# Total Dead Load 0.00 lbs Total Live Load 0.00 lbs Live Load Moment @ Top of Wall 0.00 In-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied A)dai Load= 6,529.37 in-# Ma)dmum Allow A)dal Load for Applied Moment= 19,185.74 lbs Project ` ` Page CONSULTING Calculated by DateENGINEERS l� Checked by Date PA1 13 a no ���� PMM Consulting Engineers Title: Job# • Dsgnr: Date: 1:1913M, 6 NOV 12 Description Scope [:U.e.,58o000Page 1 Kw-0805358,Ver 5.8.0,1-Dec-2003 Mulfii-Span Concrete Beam83-2003 ENERCALC Engineering Software ,Description Quesada General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 f c 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor . 1.70 Concrete Member information Description FtB-1 Span ft 13.00 Beam Width in 8.00 Beam Depth in 16.00 End Fixity Pin-Pin Reinforcing Center Area 0.621n2 Bar Depth 14.00in Left AM 0.62in2 Bar Depth 2.00in Right Area 0.621n2 Bar Depth 2.00in Loads mml;liiilll�i 111111 Using Live Load This Span?? Yes Dead Load k/ft 0.260 Live Load k/ft 0.150 Results Beam OK Mmax @ Cntr k-ft 13.08 @ X= ft 6.50 Mn'Phi k-ft 36.51 Max @ Left End k-ft 0.00 Mn'Phi' k-ftl 36.51 Max @ Right End k-ft 0.00 Mn'Phi k-ft 36.51 Bending OK Shear @ Left k 4.02 Shear @ Right k 4.02 Reactions&Deflections DL @ Left k 1.69 LL @ Left k 0.97 Total @ Left k 2.66 DL@ Right k 1.69 LL @ Right k 0.97 Total @ Right k 2.66 Max.Deflection in -0.031 @ X= ft 6.50 Inertia:Effective in4 2,730.67 Shear Stirrups Stirrup Rebar Area in2 0.220 Spacing @ Left in Not Req'd Spacing @.2'L in Not Req'd Spacing @.4"L in Not Req'd Spacing @.6`L in Not Req'd Spacing @.8"L in Not Req'd Spacing @ Right in Not Req'd YTitie: PMM Consulting Engineers Job# v Dsgnr: Date: 1:19PM, 6 NOV 12 Description Scope: Rev. 580000 Page 2 User.KW-0605358,ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam (c)1983-2003 ENERCALC Engineering Software IK Description Quesada Query Values Location ft 0.00 Moment k-ft 0.0 Shear k 4.0 Deflection ini 0.0000 ProjectPage CONSULTING G Calculated by � Date ENGINEERS Checked by Date .... ...... ... .... ,fz) . y P, ` _ s f * Title: Job# PMM Consulting Engineers Dsgnr: Date: 1:45PM, 6 NOV 12 Description Scope Rev: 580000 Page 1 User:KW-0605358,ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam (c)1983-2003 ENERCALC Engineering Software Description Quesada General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Pc 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description FIB-2 Span ft 13.00 Beam Width in 8.00 Beam Depth in 12.00 End Fixity Pin-Pin Reinforcing Center Area 0.621n2 Bar Depth 10.00in Left Area 0.621n2 Bar Depth 2.00In Right Area 0.621n2 Bar Depth 2.00in Loads Using Live Load This Span?? Yes Dead Load k/ft 0.350 Live Load k/ft 0.250 Results Beam OK Mmax @ Cntr k-ft 19.33 @X= 6.50. Mn*Phi k-ft 25.35 Max @ Left End k-ft 0.00 Mn*Phi k-ft 25.35 Max @ Right End k-ft 0.00 Mn*Phi k-ft 25.35 Bending OK Shear @ Left k 5.95 Shear @ Right k 5.95 Reactions&Deflections DL @ Left k 2.27 LL @ Left k 1.62 Total @ Left k 3.90 DL @ Right k 2.27 LL @ Right k 1.62 Total @ Right k 3.90 Max.Deflection in -0.266 @ X= ft 6.50 Inertia:Effective in4 464.91 Shear Stirrups Stirrup Rebar Area int 0.220 Spacing @ Left in 5.00 Spacing @•.2*L in Not Req'd Spacing @.4*L in Not Req'd Spacing @.6*L in Not Req'd Spacing @.8*L in Not Req'd Spacing @ Right in 5.00 PMM Consulting Engineers Title Job# r ,. Dsgnr: Date: 1:45PM, 6 NOV 12 Description Scope Rev: 58000o Page 2 Use' '05o5358,Ver5.8.0.,-Dec-2003 Multi-Span Concrete Beam (c)1983 2003 ENERCALC Engineering Software Description QUeSada Query Values Location ft 0.00 Moment k-it -0.0 Shear k 5.9 Deflection in 0.0000 I .mss Project cy-Z A Ni Page MM M CONSULTING Calculated by Date6O 1�- MM ENGINEERS Checked by Date - ---- ee a a p� NO U VF l� 04, WOW Du F",(� 111.9-(` 4 �K'� o tC— Project Page CONSULTING Calculated by Date PMM ENGINEERS mum Checked by Date -ne a� r4/t r Pat) dui v� �•�V ► �1!'�� � ��� � � t P I d 1 I lD' 4, ET-Y 5 w04 loaf p OtoO A 1'V G0 eA �; 1001/7-F S */6 9 Components i f b • i i • -i i ! i B ! - 5111 Height 51 10 7`0" 7'1"–11'011 10'10"–12'4 12`1"–16'8" Extra 5'Section Part NO. Qty. AS25 2 2 4 4 2 AS24 2 2 ASP 4 4 .: HXCP 4 4 4 G14 4 4IN B184 2 2 4 43 Z 4 SJBPXC 4, 4 I SJU88 4* 4 4* 4 . � &I a A Weight 347 ibs 451 fibs., 45411ss., 59$l a 138 ibs.. - Towers with base plate and screw jack on bottom and 8"x 8"U-Head screw jacks.on dap:If ext nsi sr fames are extended only 15",deduct four G20 diagonal braces(68 lbs.). *SJU88C required in place of SJU88(spacer cap must be added). a 1. Stripping allowance must be added to all minimum dimensions. 2. Whenever screw jack extensions exceed 12",consult Safway Engineering x Part No. Length Weight – A J7 — T 28 T t. AL39 9' 36 ibs ALJ11 11 44l4s ALJ13 13' R52� _ f aL,115 15 � �� 60Iy k � 68 Ib ALJ17 17 � ' 761b &LJ ACJ19� ,.... ... . ALJ21 21 � �841bs.� fe Span and Load Capacities Simple Span(ft.) 4' S. 6' 7' 81 9. 10' 11' 12' Total Load*(lbs./ft.) 2500 2100 1475 960 645 450 330 245 190 *Total load includes weight of formwork and concrete plus an additional 25% for live load.Deflection is limited to Length/360 calculated on dead load only. Minimum fetor of safety is 2.2:1. e Allowable,uniforms loads"simply" ■ The channel on the underside of the J supported and laterally braced beam accepts the ABC aluminum ABC Stringer to U-Head ■ Reduces-labor costs and lowers beam clamp or a'%-"hex.head bolt transportation costs ■ A"-wide flange fits standard 4"- 0 2"x 2"nailing strip for easy wide U-Head on shoringjacks and plywood attachment.Factory post shores.Allows side-by-side installed;field replaceable installation in 8"wide U-Heads. ® Reverse flange stiffening reduces Nests for compact shipment damage during handling ® 6%"height compatible with other joists Joist#o Stringer Used as ell:-.her Joist or Stringer 02039 Safmay Servftes,LLC.Ali Rights Reserved. Past Shares 350 Dpi and AS 550 Post Shore r r - a Part No. Height Weight VFTP552147 61 61'w 11'6" 46.5 lbs. DB 350 Load Capacities* Height(ft.) 61611 71011 7'611 81011 W 61' 9'0" 91 6 101 0" 10'611 1110" 1116" Load(lbs.) 6445 6445 6445 6445 6445 6445 6445 5600 5170 4400 3860 P® r Part No. Height Weight VFTP463087 10' 2$' 74.2 lbs, AS 550 Load Capacities* Height(ft.) 10'0" 20'.6" 11'0" 11'6" 1210" 12'6" 13'0" 131 6" 14'4" r 1 161 01' Load(lbs.) 9367 8800 8176 7475 6903 6353 5815 5316 4880 A490 4160 Height(ft.) 15'6" 16'W-'1616" 27'0" ITS" 18'0" Load Obs.) 3859 3575 3340 3133 2924 2732 Both post shores have a 3"O.D.base and a 2.5"O.D.staff. :' Post shores must be braced or restrained from lateral movement by other means.Capacities indicated are at 3:1 safety factor. Components Part No. Description Weight PSiJ88TW U-dead 8x8 2-Way 8,1 lbs VFTA470804 T-Spring Bolt 0.2 lbs. VFTA002547 Swivel Clamp, 4.2 lbs: r� t�6 PSU88TW VFT)44 i tl4 VFTAOOZS47 VFTP463087 r€, For single 4"wide Required to 1.9"x 3.0" AS 550 may be used beams(butted) aIftac(^i�,1-Head Required to attach 1.9" upside-down for or bypassing 4" PSU88TW tubes to post shore easier adjustment. beams base All drawings on this sliietaris for illustrative purposes NOTE: All scaffolds shall be erected,modifiedand dismantled only.This sheet is intended for general Information only under the supervision of a Competent Person.Erection, purposes only.Because of the many variables which use,maintenance and disassembly must conform to current affect the performance of the product line,some of the manufacturer's Instructions as well as all federal,state,provincial information in this brochure may not apply.For specific and local regulations, Copies of complete safety Guidelines for applications,contact Safway. these and other products are available from Safway without charge. Safway Services,LLC Corporate Headquarters For a list of branch locations in the N19 W24200 Riverwood Drive United States and Canada,visit our Waukesha,Wl 53188 website at www.safway.com Toll free:(800)558-4772 QXIOSafwaySemnces,I.I.C. All rights reserved. ORN 553 Rev.C 2J10 Telephone:(262)523-6500 Project Page f CONSULTING Calculated by � �� Date PM ENGINEERS Checked by Date #/Gr 2. RAD p.? tl - � A W Project 0 Page CONSULTING Calculated by6` Datem m ENGINEERS Checked by Date l _ ..... c__.___ _ _._ _.__ _ _. �. -►.7 7 %0 ae 7r eft r tl� �Ocat 12"W -t)So b 6 A t `, Project b-f ��' d , .. . _ Wage am m CONSULTING Calculated by Date I U (Z PM• ENGINEERS Checked'by Date L Ott os� l `�. 2� z o '22�,Iz #kv too 9m, to PMM COSULTING BNGDCUMG INC. Oct 23.201E-4:35pm &\P31M Projects\Projects\201E\IE049 Quemda Redd—(Taquechel)\S=UC7\S-1.0,8-2.0.d1ry r- ��_ � f: �TOp b i" NXN awl ' _' Q z «D =t '-5" 21'-411 51_411 lie ® ® j— I I I C1 t7 mrn I m rn I I oZ I m I ® ® i — — — — — — —N b W = II - ON 0 M I m rn I O I �m e �r N N - - - - - - - - - - - - � - - - - - - - -1 Fp c- 3 I CT1' rn m ( I I p m b I I- - — - - - - - - D I I I- - — — — — — — — - i I m IT! II I = -4 e I vi "►Q W I I I N I w ' m _ I I II II II I N� I - - II II II I m -0U3 II I = cXi� I II r�Db II I rn I II E::i II I dz 3 I II Z II I E.Q. E.Q. I'_roll 1_(o11 E.Q. E.Q. 1' 6 NI 1_611 E.Q. E.Q. 1' 611 O I II 4 L - - - - - - - - - - - -LI- - - - - - 0- - -LI- - - - - - - - - - - ® N - ,� `®o®oo��j �• P,9 `moo,, 6'-7" 28'-11" m® x • ° 35'-611 -41 ev ;rr ° P QUESADA RESIDENCE PMM CONSULTING 0 r 0 0 6 �" LOCATION AND ENGINEERS SNORING SNORING PLANE STRUCTURAL RD,SU IT 2K, ING N !®®4 ° A 6262 BIRD Ip DSD R o 9O �Z /�12�5 NE1 106 STREET MIAMI,FL 33155 °°. • Z N THESE DRAWINGS AND DESIGNS ARE THE PROPERTY MIAMI ST�p�S�1=��ID,t PH:(305)881-9918 CA 9135 ® ••° OF PYY CONSULTING ENGINEERS AND SHALL NOT BE ORE ii REPRODUCED WITHOUT HIS WRITTEN CONSENT. FX:(305)875.2350 aaoe0000P o� A STRUCTURAL NOTES: EXISTING ROOF EXISTING ROOF (TOREMAIN) az THE SHORING SYSTEM MUST BE INSPECTED BY THE SHORING ENGINEER OR HIS (TO REMAIN) F W� L o Z W N REPRESENTATIVE PRIOR TO PLACE MENT OF CONCRETE. NEW NVSTA-16 z z THE SHORING SYSTEM IS DESIGNED TO SUPPORT VERTICAL LOADS ONLY, STRAP AS MFR 8 w W �,�, IT SHOULD NOT BE RELIED TO PROVIDE ANY LATERALSUPPORT OR STABILITY °r�' TO THE STRUCTURE.ALL FORMWORK AND SHORING MUST BE RESTRAINED FROM BY NU-VUE D o� m NOA 12-013032 U_}.{EAp P�LL�,,� LATERAL MOVEMENT BY THE SUB-CONTRACTOR SUFFICIENT LATERAL SUPPORT � _°°—�m MUST BE PROVIDED WHENEVER NECESSARY TO PREVENT ANY LATERAL LOAD ON THE SYSTEM. v, o LL SHORING ALL CHANGES IN THE DRAWING LAYOUT AND SPECIFICACIONS MUST BE APPROVED U-HEAD JOIST BY THE ENGINEER OF RECORD. EXISTING SPOILED GENERAL CONTRACTOR MUST FOLLOW THE STANDARD RECOMMENDED PRACTICES CONC.BEAM TO BE OF THE SCAFFOLDING SHORING AND FORMING INSTITUTE INC. ALL SAFTEY REPAIRED.PROVIDE RAILS MUST COMPLY WITH OSHA APPROVED SYSTEMS. 2 B T48 11/*3t]612". ALL SHORING EQUIPMENT MUST BE ERECTED PLUMB AND LEVEL. THE GENERAL 4 Iu CONTRACTOR AND OR SUB-CONTRACTOR IS RESPONSIBLE FOR ALL SAFETY REQUIREMENTS DURING THE ERECTION,USE, DISMANTELING AND ASSEMBLY �ii w O OF ALL SHORING EQUIPMENT.PMM CONSULTING ENGINEERS DOES NOT MAKE �� �u- ANY SAFTEY GUIDELINE REQUIREMENTS.THE GENERAL CONTRACTOR AND OR Ei d)N SUB-CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND 0 COORDINATION BETWEEN THE VARIOUS TRADES PRIOR TO BEGINNING WORK SHOULD A DISCREPENCY ARISE,NOTIFY THE ENGINEER OF RECORD AND350 DB AS 550 z`� OBTAIN THEIR APPROVAL PRIOR TO CONTINUIRING ANY WORK — POST SHORE POST SNORE ALL LABOR,MATERIALS,SERVICES AND EQUIPMENT NECESSARY TO COMPLETE O F THE WORK INDICATED ON THESE DRAWINGS WILL BE PROVIDED BY THE SUB-CONTACTOR EXISTING STRUCTURE THESE DRAWINGS SHOULD NOT BE SCALED. THE DIMENSIONS INDICATED SHOULD (TO REMAIN) ,. GOVERN.ALL DIMENSION INDICATED MUST BE COORDINATED WITH THE STRUCTURAL DRAWINGS. cj ALL SHORING AND RESHORING SPECIALTY ENGINEER VISITS MUST BE SCHEDULED EXISTING WITH NO LESS THAN ONE BUSINESS DAY NOTICE PRIOR TO COMMENCING THE WORK REMOVE AND REPLACE XISTING REMOVE AND REPLACE FLOOR THAT IS TO BE OBSERVED. EXISTING FLOOR AS REQ'D FLOOR FRAMING EXISTING FLOOR AS REQ'D FRAMING _ THE GENERAL CONTRACTOR AND OR THE SUB-CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF (TO REMAIN) FOR THE INSTALLATION E. (TO REMAIN) POST SHORE. POST SHORE. FOR PROVIDING THE SHORING ENGINEER UPDATED CONTRUCTION DOCUMENTS WITH m ANY REVISED DRAWINGS AND SPECIFICATIONS,FIELD ORDERS,CHANGE ORDERS, baa AND CLARIFICATION SKETCHES ISSUED DURING THE COURSE AND PROGRESS OF 38 CONSTRUCTION THAT MAY AFFECT THE SHORING DRAWINGS. a THESE SHORING AND RE SHORING DRAWINGS ARE NOT VALID WITHOUT MUDSILL MUDSILL � � s THE SIGNATURE AND SEAL OF THE SPECIALTY SHORING ENGINEER THESE DRAWINGS ARE VALID ONLY FOR THE PROJECT ISSUED AND ARE _ — —III=III _ REVISIONS NOT TO BE DUPLICATED ON ANY OTHER JOB. =1 1=1 11=1 11=1 I1=1 I IJ 1=!I!=1 IJ I-1 11=1 11=1 I =1 11=1 11=1 11=1 11=1 11=1 11=1 I-1 11=111 SOIL STATEMENT: THE SITE HAS BEEN OBSERVED BY THE SHORING —III—III— EXISTING _ =III= lit— ENGINEER TO BE COMPOSED OF SAND AND ROCKS AND CAN BE ASSUMED "—I -1 CONC. FOOTING. ,I I- -' �=1 I IJ 11=1 11=1 11=1 11= DESCRIPTION TO HAVE A MINIMUM ALLOWABLE SOIL PRESSURE OF 2000 PSF. SHOULD POST SHORE INSTALLATION AT TACH Project Na. 9 A DIFFERENT CONDITION EXIST OR BE OBSERVED, PLEASE NOTIFY THE SCALE: 1/2"-1'-0" SHORING ENGINEER Date: TYPICAL POST SHOR B INSTALLATION 10-22 IN CONCRETE SLABS AND BEAMS MUST REACH DESIGN CAPACITY PRIOR SCALE: 1/1"-I'-0" TO ANY SHORING AND RESHORING REMOVAL. POST SHORE LEGPIP.t 3/4" PLYWOO* L GRADE LE o° �� $ (3)3/4" X 18" X 18" - v ( L.►� MIN. PLYWOOD `9 Q Lu POST SHORg tIG ®� G ® /A•° PAULA.MA �w F O ®� ELEVATION PLAN VIEW OCT 2 2012 of 2 V TYPICAL MUDSILL AT POST SHORrz SCALE:3/4'-P-0" a STRUCTURAL NOTES: e COORDINATION: cD z� � -COORDINATE ALL DIMENSIONS AND ELEVATIONS.REPORT ANY DISCREPANCIES TO OUR THE SHORING SYSTEM MUST BE INSPECTED BY THE SHORING ENGINEER OR HIS REPRESENTATIVE PRIOR TO PLACE MENT OF P z W Y UJN OFFICE. CONCRETE. Im Z Zw Z -CONTRACTOR MUST VERIFY THE ACCURACY OF ALL EXISTING CONDITIONS WHICH MAY THE SHORING SYSTEM IS DESIGNED TO SUPPORT VERTICAL LOADS ONLY, IT SHOULD NOT BE RELIED TO PROVIDE ANY 8 w 161.5 W� IMPACT THE AMOUNT AND SEQUENCE OF THE WORK LATERALSUPPORT OR STABILITY TO THE STRUCTURE.ALL FORMWORK AND SHORING MUST BE RESTRAINED FROM LATERAL CONCRETE: MOVEMENT BY THESUB-CONTRACTOR ��w 0 1- 7 O J CC co' N 0 -COMPRESSIVE STRENGTH At 28 DAYS: SUFFICIENT LATERAL SUPPORT MUST BE PROVIDED WHENEVER NECESSARY TO PREVENT ANY LATERAL LOAD ON THE SYSTEM. G °°– ALL OTHER POURED-IN-PLACE CONCRETE: 3000 PSI ALL CHANGES IN THE DRAWING LAYOUT AND SPECIFICACIONS MUST BE APPROVED BY THE ENGINEER OF RECORD. wm�aa GROUT: 3000 PSI GENERAL CONTRACTOR MUST FOLLOW THE STANDARD RECOMMENDED PRACTICES OF THE SCAFFOLDING SHORING AND FORMING -COVER: INSTITUTE INC.ALL SAFTEY RAILS MUST COMPLY WITH OSHA APPROVED SYSTEMS. CONCRETE DEPOSITED AGAINST THE GROUND: 3" ALL SHORING EQUIPMENT MUST BE ERECTED PLUMB AND LEVEL.THE GENERAL CONTRACTOR AND OR SUB-CONTRACTOR IS FORMED CONCRETE IN CONTACT WITH THE GROUND:-2" RESPONSIBLE FOR ALL SAFETY REQUIREMENTS DURING THE ERECTION,USE,DISMANTELING AND ASSEMBLY OF ALL SHORING BEAMS AND COLUMNS: 1-I/2" EQUIPMENT.PMM CONSULTING ENGINEERS DOES NOT MAKE ANY SAFTEY GUIDELINE REQUIREMENTS.THE GENERAL CONTRACTOR REINFORCING STEEL. AND OR SUB-CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND COORDINATION BETWEEN THE VARIOUS TRADES PRIOR TO BEGINNING WORK SHOULD A DISCREPENCY ARISE,NOTIFY THE ENGINEER OF RECORD AND Q -REINFORCING BARS CONFORMING TO A.S.TM.A-615 GRADE 60, INCLUDING COLUMN AND BEAM TIES. OBTAIN THEIR APPROVAL PRIOR TO CONTINUIRING ANY WORK U p -FABRICATION AND DETAILING ACCORDING TO A.C.I.-315. ALL LABOR,MATERIALS,SERVICES AND EQUIPMENT NECESSARY TO COMPLETE THE WORK INDICATED ON THESE DRAWINGS WILL w V_ TIMBER BE PROVIDED BY THE SUB-CONTACTOR _p I -ALL JOISTS AND RAFTERS SHALL HAVE A MIN STRESS GRAPE OF Fb 1200 PSI,E=1,100000 PSI(SOUTHEf4J YELLOW PINE). THESE DRAWINGS SHOULD NOT BE SCALED.THE DIMENSIONS INDICATED SHOULD GOVERN ALL DIMENSION INDICATED MUST BE lu z N N COORDINATED WITH THE STRUCTURAL DRAWINGS. W_ 'D -TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR ALL SHORING AND RESHORING SPECIALTY ENGINEER VISITS MUST BE SCHEDULED WITH NO LESS THAN ONE BUSINESS DAY NOTICE Q o 9 O APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE. p PRIOR TO COMMENCING THE WORK THAT IS TO BE OBSERVED. Q z N DESIGN CRITERIA: THE GENERAL CONTRACTOR AND OR THE SUB-CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE SHORING ENGINEER (SUPERIMPOSED LOADS) UPDATED CONTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND SPECIFICATIONS,FIELD ORDERS,CHANGE ORDERS,AND 0 o -LIVE LOAD; 30 PSF (ROOF) CLARIFICATION SKETCHES ISSUED DURING THE COURSE AND PROGRESS OF CONSTRUCTION THAT MAY AFFECT THE SHORING -DEAD LOAD: 20 PSF DRAWINGS. -WIND LOAD: PER A.S.C.E. 1-10 THESE SHORING AND RE SHORING DRAWINGS ARE NOT VALID WITHOUT THE SIGNATURE AND SEAL OF THE ° RISK CATEGORY:IL SPECIALTY SHORING ENGINEER. ci EXPOSURE - "C° THESE DRAWINGS ARE VALID ONLY FOR THE PROJECT ISSUED AND ARE NOT TO BE DUPLICATED ON ANY IMPORTANCE: 1.00 OTHER JOB. WIND VELOCITY: 115 MPH SOIL STATEMENT: THE SITE HAS BEEN OBSERVED BY THE SHORING ENGINEER TO BE COMPOSED OF SAND MEAN ROOF HEIGHT: 122' AND ROCKS AND CAN BE ASSUMED TO HAVE A MINIMUM ALLOWABLE SOIL PRESSURE OF 2000 PSF. SHOULD GCPf: 0.16 (ENCLOSED) A DIFFERENT CONDITION EXIST OR BE OBSERVED, PLEASE NOTIFY THE SHORING ENGINEER m _ 055 (PARtIALY ENCLOSED) CONCRETE SLABS AND BEAMS MUST REACH DESIGN CAPACITY PRIOR TO ANY SHORING AND RESHORING o SAFETY OSHA AND LABOR LAWS. REMOVAL. Z .2p -THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING ISS FULLY COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION gay PROCEDURE AND SEQUENCE AND INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT a PARTS DURING ERECTION.THIS INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY BRACING,ETC.THAT MAY BE NECCESARY.SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S `' g PROPERTY AFTER COMPLETION OF THE PROJECT. x PROJECT W ` -THE STRUCTURAL ENGINEER OF RECORD DOES NOT POSSES,NOR PRESUMES TO POSSES ANY _ LOCATION pEY1310NS AN KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB SITE EMPLOYEE SAFETY,OSHA OR LABOR , ,y LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT.SAFETY AND COMPLIANCE WITH OSHA AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND _ THOSE CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS.THE STRUCTURAL ENGINEER OF �' '< I, , oeDESCRIPTIONDESCRIPTIONoN RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY,AND THE BOARD OF PROFESSIONAL Project No. REGULATION FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE P �j dote: &� APPLICABLE CODES: f E � a a o Pa sY N IN MY PROFESSIONAL JUDGEMENT AND THE BEST OF MY KNOWLEDGE AND BELIEF, a THESE PLANS AND SPECIFICATIONS COMPLY WITH THE FLORIDA BUILDING CODE. �� - �.`'��.�• °°° 'b° -ALTHOUGH THE ENGINEER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODES AND LOCAL ORDINANCE REQUIREMENTS, THE CONTRACTOR IS STILL RESPONSIBLE FOR COMPLYING k �a �;, ,� Q •° ® ° WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVERSIGHT IN THESE DRAWINGS. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER OF ANY CONFLICT OR DISCREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY BE PROJECT LOCATION PLAN z NOT TO SCALE s`� • ° (4J UNDERTAKEN. > 9 YE OF ° -THE APPLICABLE CODES ARE: =4 • .� FLAUL A.ORIDA � ° ®® FLORIDA BUILDING CODE,LATEST EDITION. (2010) LEGAL DESCRIPTION: ' : '� •••,Z pro 0 A.C.I. 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. DUNNINGS MIAMI SHORES EXT NO 2 PB 41-18 i; "'i`SS'9 °...... °° A.C.I.530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. (2008 EDITION) LOT 11 BLK 208 LOT SIZE 15.000 X 123 OR NOV Q a ��rL 1� ��1� A NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. (2005 EDITION) 21113-4862 03 2003 1 OR 26611-3620 1208 00. yo OF 5 ------ ------------ 6 PROVIDE a3 TIES g 12" O.C.OVER o o NEW TIE GOLUMND a a� ° NEW TIE BEAM BEAN/TIE BEAM SEE OPENINGS UNDER 6'-0" d 03 TIES BEAM,SEE RE11� ° ° • SEE PLAN AND PLANS AND SCHEDULES s 5" O.C.OVER 6'-0". F W a 1 B IN CONC.--_, PLAN AND SCHEDULE z W� 6 FILLED CELL INTO TIE • " SCHEDULE BEAM W/ q I c8 w ?N °° AT EA SIDE ILI u STD 991-K A z OF OPENINGD ° o AS SHOWN, - J _ C F-d'LLUI N W/STD 90° HK m (L S" MIN ADD 2 N5 BOTTOM AND At `°a INTO NEW Q N m m a LL TIE BEAM `r —' XISTING EXISTI 1 +5 a 16" O.G. EXISTING NEW EACH FACE FOR EACH OPENING 8" C.M.U.WALL KNOCK OUT END I OPENING 12" TB DROP, WEB OF BLOCK VIEW DOWELS I DOOR OR WINDOW EXISTIN 8" CMU.WALL 10" ° OPENING. SAWCUT EXISTING BLOCK WALL GROUT FILLED CELL •L .J. Q a AS SHOWN. SECTION A-A O NEW GONG.TIE TB DROP TYI=IC4L DETAIL AT OPENINGS � ;o COLUMN(SEE SCS° x°'1'-0° PLAN AND N z U- SCHEDULE) ��rr NEW 2"x8" P.T.WD.NAILEREXISTING O e z NEW LU/��y n� tAPCON x 2" SHEATHING DTO PLYWOOD EFRAMING TOXISTING 0 L O E OPENINGS EMBED INTO CONC. 9 8" O.G. Q z q REMAIN. w �+ 0 EL.YARIES —Q a TOP OF RAKE SEAM X x � W 0 SET 6" INTO ° a EXISTING. 2 45 DOWELS EXISTING EXISTING FOOTING a° a FOOTING SET 6" INTO ° RAKE BEAM USING HILT] — — - — EXISTING FOOTING TO REMAIN RE 500 EPDXY =III..-1II-III..-111: USING HILT[ 8„ CMU g RE 500 EPDXY NEW OPENING DETAIL (2/5-1.1) GABLE END DETAIL AT EXISTING OPENINGS C1/5-1.12 SCALE, 1/2°°1,_0° TO REMAIN SCALE, 1/2'-P-0" NEW 2"x6" P.T.WOOD NAILER WAls"O x 6" EMBED INTO CONC. a s W/KWIK BOLTS a 24" O.C. m a g EL. 8'-2" (V.IFJ F y � COLUMN SCHEDULE TOP OF TIE SEAM 3 CEILING NEW CONC.BEAM a:. JOISTS REMAIN. FIEYISIONS < REINFORCEMENT 9 MARK-- SIZE -- -- REMARKS SEE PLAN d I VERTICALS OR BASE TIES OR CAP lE SCHEDULE. 2"x4" BRACING TO BE NAILED TO 2"x4" I TC-1 8" x 12" 405 03fi08" EXISTIN BLOCKING W/(4)-10d NAILS Project No. ON EA.END (a 5'-0" O.C.MAX.ALONG OI 8" x 12" 405 *3f 08" 8 O REMAIN GABLE END)MIN.2 TRUSSES Dote: NOTE n-0B-12 ''Dr°wry By: N �X DENOTES COLUMN START DENOTES COLUMN END "X" BDE RACING TAIL 3/ - ..• ° °°. a o o SCALE: V2°°1'-0" SE SEAM SCHEDULE w z SIZE (INCHES) BOTTOM.RE INF. TOP REINFORCING STIRRUPS TOP �� .. ��( TE OF MARK ELEV. "All 11 u n n n n n u �,,0,�•. .� , 0® W D A B C T E SIZE No. 4 SPACING ry - . C PA"LA. °°• 0 BARS BARS BARS BARS BARS EACH ENP iil)y � ; ar , p�� ''s�`SS'% N T5-1 VARIES S" 12" 2 05 2 *5 "3 4012" BAL 648" k ? a 5' � ° olog RB-1 8'-2" 8" leo" 2 *5 2 05 0 3 *3 a7" O/C. G '�°� L1 �U i� 1 Nov �� "v° U l � of 5 R5-2 8'-2" 8" 12" 2 05 2 05 a 3 "3 65" O/C. ° ------------------- 4 10-8 20-Il 21-7 6e1 ° - -j�aZ �5' 6 �� b zw3'-10" " ° 20-3 n W N U c8Gi zN w of Sr f2'� m—co— � Uo q' EXISTING WOOD EXISTING TC Q. N a=x �+ FRAMING WALL N m a (TO REMAIN) (TO REMAIN) e e 2 SIM. 5-1.1 1u a (�NEW Z i -42 '•" O c0 U1= z t0 a a 0 1 E 5-L1 5 648"MAX.SPACING IN 3000 PSI GROUT •" / g FILLED CELL (TYP.) W e e a m cv Li {y O 2 REVISIONS t Q */� DESCRIPTION 6 I I G NEW 1 Project No. :1t is ♦'; • • •r Date: ♦., A 6Ea0D"a"By. oa o oQ SEU ♦ 5 648"MAX SPACING IN 3000 PSI GROUT FLOOR PLAN FILLED CELL (TYP.) z SCALE, 1/4"-1'-0" - c w o° G ♦ • ^ PAUL A.MARTI I,�• ••• / FLORIDA • ®® 0 101-0" 22-3" 11'-3" a �05. �s -• NO 23'-3" 18'-1" lo NOV 06201 OF 531-21[ 5 a 20'-11" 21'-7 10 Fw z TB-I(NXEL.S'-2") z W N o za ZN g OZ Z= m r- - - - - - - - -I r - - - - - - - - - - - - - - - - - - - - - - - - - - — _ — UW -d, "K mN 1—D5 u.00 I II I I '-N Q �au_ m N I PROVIDE X-BRACING m — — — — I LI a GABLE END,REFER Li 1 TO DETAIL I I I I /-350 DB z I I I I POST SHORE m . , I _ k —® -� I I - - - — I u, L► I I ulu g I z I I �j NEW I U- - -Z - - - - - - - - - - - - - -Z - - - - - I 10� — — — — — — — — — — -� TB-1lNXEL.8'-2") _ I ncn ^d TB-1(NXEL.S'-2" I Lu i 1'-6' 1'-6" I I I d _a E.Q E.Q. I I LOAD BEARING a PARTITION 21_0, I'Zv, E.Q EQ 6n I I I (BELOW) w lT7P N I I N I II `" PROVIDE X-BRACING I I -i I "� g g GABLE END,REFERDOC ALu z Io TO DETAIL 3/5-1.1. 1 111 61, 1-6 E.Q. E.Q. I I 6-4 I p gg � I z e�� 5_4 I E.a E.Q E.Q I I I I REVISIONS - - - - I I - - - - Lu 1 Tr5-1(NXEL.V-2") I 1 6 I-6 -1lNXEL.8'- " N 7B-1lNXEL.8'-2" DESCRIPTION E.Q. E.Q. .1 - - - - - - - - - - - - - - - - - - - - - - - - - 1 Protect No. PROVIDE X-BRACING I Date: LEGEND: TC NEW tv SABLE END,REFER I I n ma-II tlJ I I TO DETAIL 3/5-1.1. I Drawn_ By. Lu N TB-KNXEL.8'-2" N DENOTES 350 DB POST SHORE I t JV I I _ a - - - - - - - - - cA I z II I r • 6° o � -a ®DENOTES AS 550 POST SHORErEW ° —DENOTES ALJ ALUMINUM •N E SHORING JOISTS — I T -1( L.8'- " _ e 5 — z p ci 211 1_211 i/•• c7 /NA EMA. o n�® --, ^""`"'' — y I •. GSA FUL LORIDA R 1 0 1 0 1 R I R e/ Yi ®� o000 11-4 ll-2 6-1 18-1 'pp° ' ' ° d � � I s Fs•• � 53'-2" Wu� M,..r� MJ �tJl b cP��i 9�e�,�SO 0•o Afl��o O NOV U o 20'0 NOTE. SPAN OF ALUMINUM SHORING ROOF/SHORING FLAN --------------------- OF 5 gce�E: 1/4".V-0'JOIST NOT TO EXCEED l'-0". a f ti A p EXISTING ROOF EXISTING ROOF (TO REMAIN) z p 0 (TO REMAIN) _j W w a NEW NVSTA-16 mz W N STRAP AS MFR o BY NU-VIDE 86 6 6 o ts;9 NOA 12-013032 U-HEAD C -0 �cl ALJ TOP OF TIE BEAM m m o v SHORING U-HEA JOIST NEW CONC.BEAM SEE PLAN d SCHEDULE. a Lu p s 350 DB AS 550 Q z POST SHORE EXISTING S"MASONRY POST SHORE O N b� WALL W/05 IT 48" O/C. IN 3000 PSI GROUT FILLED CELLS m a w m EXISTING F REMOVE AND REPLACE EXISTING REMOVE AND REPLACE FLOOR EXISTING FLOOR AS REQ'D FLOOR FRAMING EXISTING FLOOR AS REQ'D FRAMING g' FOR THE INSTALLATION OF (TO REMAIN) FOR THE INSTALLATION OF (TO REMAIN) POST SNORE. EL. 0'-0" POST SHORE. a TOP OF F/FLOOR � MUDSILL u MUDSILL '� � � Q�� � REVISIONS III-III III III IIIc ,III, ,III, = III„III-11111111111111 I111111TIIIIIIIIIU�IIIIIIIIIITIIII lllllllllllH 11=III-11 EXISTI — =1II-III - - 9 „ft11 11 I GONG. FOOT INC=. I I DesCRlt•nON NEW 05 DOWEL s 48” POST SHORE INSTALLATION AT RIDGE BEAM (13/5-4.0) Project No. SET b" INTO EXISTING FOOTING LW-V-0" IN HILTI RE500 EPDXY Dote: n-ma-a TYPICAL POST SHORE INSTALLATION SECTION (A/8-4.0) N SCALE. 1/2"-r-0" L It-6" `m. P° POST SNORE LEG i Q °° °°®° ®F a a 3/4" PLYWOOD AT L ° o GRADE: LEVEL ® o (3)3/4° X 18" X - x MIN. PLYWOOD `4 Q POST SNORE LEG 9°: T o tJO �/ PAUL - O OWN E VIEW� ELEVATION PLAN � _ �If�.I„j _ -- NOV 0 u 20' s TYPICAL MUDSILL AT POST SHORE DETAIL SCALE:3/4"-I'-0” 4 Miami Shores Village g ""Mit Type ;R60 cfa tiai G#tt 11 ti4�tt sh° i 10050 N.E.2nd Avenue NE UVt? rCiBSIraa + A#�>►rtlistt I ' Miami Shores,FL 33138-0000 P :; yam Phone: (305)795-2204 � �� PIP 10 `� Expiration: 02/14/2017 Z4111111"V 33 ' ueFrA #A8I2 t ..: ...,- Project Address Parcel Number Applicant 125 NE 106 Street 1121360060350 Miami Shores, FL 33138-2036 Block: Lot: HUMBERTO QUESADA Owner Information Address Phone Cell HUMBERTO QUESADA 125 NE 106 Street _��..�,..., .. ,.� MIAMI SHORES FL 33138-2036 Contractor(s) Phone Cell Phone on: TAQUECHEL CONSTRUCTION GROUT 786 295-2901 Valuation: $ 15,000.00 ( ) (305)6618366 ` Total Sq Feet: 150 tea- . . .. Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Window Door Attachment Date Denied: Framing Type of Construction:CONCRETE SPALLING REPAIR Occupancy:Single Family Insulation Stories: Exterior: Drywall Screw Front Setback: Rear Setback: Final PE Certification Left Setback: Right Setback: Window and Door Buck Bedrooms: Bathrooms: Fill Cells Columns Plans Submitted:Yes Certificate Status: Review Building Certificate Date: Additional Info:TO REPLACE PERM IT#RC1 2-2052 Review Planning Review Electrical Bond Return: Classification:Residential Review Plumbing f` Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Structural CCF $9.00 f Review Mechanical Invoice# RC-8-16-61021 DBPR Fee $6.75 DCA Fee $6.75 08/18/2016 Credit Card $445.50 $50.00 Education Surcharge $3.00 08/17/2016 Credit Card $50.00 $0.00 Notary Fee $5.00 Permit Fee $450.00 Scanning Fee $3.00 Technology Fee $12.00 Total: $495.50 In consideratioof the is me of this a it, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining ther to and m strict co ormity with a pl ns,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume r sponsibili for I work done by either myself, my agent, servants, or employes. I understand that separate permits are required for E EICTRICAL,PL BING,ME HA CAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL w&-,. OWNERS A V T• I ce that all t e f egoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction F o a th ize the above-named contractor to do the work stated. August 19, 2016 ut riz Signa ture:Owner / Applicant / Contractor / Agent date BUildi Department Copy August 18,2U16 1 T;Pr Miami Shores Village * Building Department r� n,��� ' 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY -_ - Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 `�J4 FBC 20 1 '4 S — BUILDING Master PerrrIlt No ro-23 R PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION 2AENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CAINCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: A41 /04�1 �;r 22 City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: //// 2 /3 6 0ey".7 03-5"-> Is the Building Historically Designated:Yes NO_L.� Occupancy Type Load: Construction Type: V� 13 Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): wv'ft�i'*-14 Phone#: p0 Address: 12 15- pl la C/o V— //--►►�� j City: g4 1 qW S f//apyi� State: Yom-- Zip: Tenant/Lessee Name: Phone#: Email: '// ,�i� t� �t CONTRACTOR:Company Name: eco!ll s ��vv( �Ohhone�-7d�2!S-2A30 Address: Sw City: Staty Zip: Qualifier Name: phone#:-X� State Certification or Registration#: D S Certificate f Co�m►Apetency/#: DESIGNER:Architect/Engineer: b e— —V,07v4�� ftS —0 Address: City: State: Zip: Value of Work for this Permit:$ 2�� 000 Square/linear Footage of Wgrk: Type of Work: ❑ Addition EJ Alteration El New ❑ Repair/Repilace ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee$ O3 Permit Fee$ CCF$ CO/CC$ Scanning Fee$ -E� r C Radon Fee$ DBPR$ Notary$ J'M Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 4% •7stcb (Revised02/24/2014) v 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. 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be de/iv ed to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commcement must b pa ted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. 1 e e absence o suc posted not* the inspection will not be approved and a reinspection fee will be charged. Signatur Signature OWNE/orGENT CON.fcknowledged OR The foregoing instrument wawledged before me this The foregoing instrument was before me this day o -A - 20 - by �_day of �'V ,20 (�' by r L�� �d� who is persona y known to ,C� � �-�(� (¢' o is personally known to me. who has produced as me or who has produced- as Adentifica ion and vyh>atab k ath. identification and who did take an oath. NOTA IC., NOTARY PUBLI Sign: Sign: Print: Print47 °s6'•. MARTA$ GUEIRO Pdotary F'il'Ilr: tjtr o4 F=lorida Seal: ;fit `. MYCOMMI��►pN#EE 860916 Seal: o m Sinr i;� �lu�r z EXPIRES:January 26.2017 r.8 A My t:Umrriia9ia!' r 156730 q,uf•,¢:' Bonded Thru Notary Public Underwriters OF moo? Cxpiroa U"�lp;t^018 ' APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Prepared by:CARLOS E. PADRON,ESQ. Attorney at Law VILA,PADRON&DIAZ,P.A. 201 Alhambra Circle Suite 702 Coral Gables,FL 33134 308-461-4888 ` File Number; R1E16-87 (Space Above This Line For Recording Data) POWER OF ATTORNEY � KNOW ALL MEN BY THESE PRESENTS That HUMBERTO QUESADA has made, constituted and appointed,and by thJse presents does make,constitute and appoint the firm of Vila Padron and Diaz,P.A.,(the"Finn")true and lawful attorneys for them and in their name,place and stead. This Power of Attorney is given for the purpose of granting full power and authority to Oscar J. Vila, Carlos Padron and/or Jannette Ribas collectively the Finn, acting alone or together to execute and deliver anynd all documents necessary, on behalf of HUMBERTO QUESADA with respect to the sale and conveyance of the property at 125 NE 106th Street,Miami Shores,FL 33138 and legally described as follows: Lot 11, Block 208,DUNNING'S MIAMI SHORES EXTENSION NO.2,according to th�Plat thereof,recorded in Plat Book 41,Page 78,of the Public Records of Miami-Dade County,Florida. to Nicolas Hoyos, the giving to and granting unto said attorney in fact full power and authority to do and perform all and every act, executing closing statements, Affidavits, Leases, receiving sale proceed wires and whatsoever is requisite and necessary to be done in and about the premises as fully,to all intents and purposes,as they ;might or could do if personally present, with full power of substitution and revocation, hereby ratifying and confirming 11 that said attorney or their substitute shall lawfully do or cause to be done by virtue hereof. In Witness Whereof,grantor has hereunto set grantor's hand and seal the day and year first above written. Signed,sealed and delivered in our presence: fitness Name: (Seal) ERTO QUESADA fitness Name: , / r DoubleTime® Q _ State of County of_ R9 1 Mou� The foregoing instrument was acknowledged before me this H day of August, 2016 by HUMBERTO QUESADA, who [j Is personally known or[X]has produced a driver's license as identifi ation. [Notary Seal] of ublic I Printed Name: `k `� - ' My Commission Expires: i d •� LINDA S.McNEIL NOTARY PLKIC OF NEW JERSEY I.D.#2422269 Mil Commission Explrn 6127/2017 I SPeclaf Warranty Deed.Page 2 DoubleTimeo TAOUECHEL CONSTRUCTION GROUP INC Date: State of IL_o t-DA County of (C(M f — �o Before me this day personally appearec � 169 wh b ® eing duly sworn, deposes and says: That he or she will be the only person working on the project located atl 1ZG W�E 106 Sworn to(or affirmed)and subscribed before me this 19 day of l 9T .20 ((O�by Personally know OR Produced Identification Type of Identification Produced -MVEVIS IS£ Print,Type or Stamp Name of Notary mos YP`®� Notary PuNic State of Florida Sindia Alvarez My Comrnission FF 156750 c,F+°@ Expires 09.+0312018 ORES s� ��► Miami shores Village BOilding Department 10050 N.E.2nd Avenue �I0RtIDp' Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner - Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner,must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of, two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor,part-time employees or subcontractors for your project.The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project.In these circumstances,Miami Shores Villge does not require verification of workers' compensation insurance coverage from the contractor's company for day labor,part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS INOTICE AND UNDERSTAND ITS CONTENTS. s' Signature: Own State of Florida County of Miami-Dade / The foregoing was acknowledge before me this day of C ,20 ByC(T C(Q C - who is personally known to me or has plroduced P-e f'�cf" 0--s.- om t _ as identification. Not P.. ... MARTA S/,IGUEIRO MY COMMISSON#EE 66096 SEAL: : EXPIRES:January 26,20 7 Bonded Thru Notary Public Undenw ters