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WS-14-2509 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-223432 Permit Number: WS-11-14-2509 Scheduled Inspection Date:August 21,2015 Permit Type: Windows/Shutters Inspector: Rodriguez,Jorge Inspection Type: Final Owner: CORTINAS, LAUREN &ALBERTO Work Classification: Window/Door Replacement Job Address:186 NW 106 Street Miami Shores, FL 33150- Phone Number Parcel Number 1121360080080 Project: <NONE> Contractor: AG STAR CONSTRUCTION INC Phone: (305)457-9970 Building Department Comments SITE IMPROVEMENTS AND IMPACT WINDOWSIDOORS. Infractio Passed Comments REPLACEMENT TO EXISTING FLORIDA ROOM WITH 5 INSPECTOR COMMENTS False IMPACT WINDOWS PANELS. 4 FRENCH DOOR AND 1 SINGLE DOOR. Inspector Comments Passed Failed Correction Needed ❑ Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. August 20,2015 For Inspections please call: (305)762-4949 Page 1 of 29 Miami Shores Village � %k URI Building Department 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 a ® Z�>� Tel:(305)795-2204 Fax:(305)756-8972 143i INSPECTION LINE PHONE NUMBER:(305)762-4949 .: FBC 20 1 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. rte- g I-9�f -2z`o4 . 2!(BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION [—]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 166 RU) 1176 sT City: Miami Shores County: Miami Dade Zip: 5_315c>. Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): �J ��"t, Q� /��✓ Phone#: Address: l 66 ,V ®[0 P � City: ®� State: Zip: 3 /_5_0 Tenant/Lessee Name: Phone#: Email: ? P,1&/ .P4 N S CONTRACTOR:Company Name: �lU l .�V� Lfil Ofd _:�TNL• Phone#: Address: 2:1 SLV 6 0 City: C;% Lc� State: � Zip:Qualifier Name: CA.1 ae V r�2- Phone#: fav 9 S 7 Cl State Certification or Registration#: 1-(A , I b O C Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: b�lue of Work for this Permit:$ Square/Linear Footage of Work: '�ype of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition �P'scriptionf� off Work: tAd 1$1 O �/ n �(M�AZit S �/►�' s� 1 . Specify color of color thru tile: Submittal Fee$ Permit Fee$ , UZ� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ u TOTAL FEE NOW DUE$ _1 • C (Revised02/24/2014) n 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 I 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. !n the absence of such posted notice, the inspection will not be,approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 4yn ,20 Jj by CX day of L Ck u re."— C-0kAv\ S , o is personally kno to As 7C �lA Y►1��,w ersonally known to j me or who has produced as me or who has produced as (T� identification and who did t e an oath. identification and who did take an oath. NOTARY ELIC: NOTARY PU IC: Si Sign: n: it g g Print: Print: ® P.mull Seal: �3+ SION Seal: M� WM OMMIS 14; 9► t. 3, 2M5 ie ?fa COMMISSIONEE831858 WWW.WIR - EXPIRES: SDt• 3, X16 NQt�Y.COI� ', � WWW.RARQNNOTARY.CQIr! APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami shores Village Building Department mail ami 10050 N.E.2nd Avenue �d Miami Shores, Florida 33138 � o Tel: (305)795.2204 �OR1DA Fax: (305)756.8972 Date: 5- °'!5 Ad O ME Permit No: W6114-2-Go �.. Structural Critique -1Sved Ashrpaff J-1 VIA- .,�-�� .� .mac-cQ�'n.� ,� •c,�•., �„ e�cam. �l J Q `�U 11�REvI--N - ,, — ► Plan review is not complete,when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. t t 4 A COVER SHEET DATE: May 22, 2015 PROJECT NAME: IMPACT WINDOWS REPLACEMNT FOR EXISTING FLORIDA ROOM ADDRESS: 186 NW 106th STREET, MIAMI, FL, 33150 00 6666 DESIGN BY: Danay Fernandez, P.E. • .. 6 666600 6 6 0 .69.06 00 0 000000 990060 9 6666.. This computation book contains manual and computerized stUCtGral .....6 calculations, pages are numbered 1 thru 17 including this page?: 006060 00:000 Computations were performed to the best of our knowlegge66accortll! 6g to 6666:0 sound and generally accepted engineering principals°6;and6 Gode ....% requirements. : 000 The sign and seal provided herein are meant to cover a11 00 ompUfAfion 0 0 sheets pages 1 through 17. ®(4� � �s Dandy Fernandez, PE FL Reg: PE No. 77142 G&D Building Solutions, Inc. 1310 NW 67th Ter. Hollywood, FI 33024 Engineers, General &Roofing Contractors/PE 77142 - CGC1514512-CCC1328768 Ph. (305)773.7973 Fax. (954) 272.8327/Email: gdbuiIdingsolutionsggmail.com INDEX DESCRIPTION PAGE LOAD CALCULATIONS 3 WIND LOAD CALCULATIONS 4 STEEL COLUMN REVISION 8888 8888.. .. 8888 ANCHOR BOLT REVISION •••••• •••� b ••••�• 899.0. 8888.. TRHU BOLT REVISION •;;;;• ;•••ih7 99999. 000000 ..... .. .. 00 9 8888.. 8888.. 999999 9 . . 8888.. 9• . 9 99• as 0 G&D Building Solutions, Inc. 1310 NW 67th Ter. Hollywood, FI 33024 Engineers, General &Roofing Contractors/PE 77142 - CGC1514512-CCC1328768 Ph. (305)773.7973 Fax. (954) 272.8327 /Email: gdbuildingsolutions@gmail.com UPLIFT AND GRAVITY CALCULATIONS MAIN ROOF LOADS: ROOF DEAD LOAD=20 PSF ROOF LIVE LOAD= 30 PSF MAX WIND PRESSURE AREA 1 =53.46 PSF -10 PSF=43.46 PSF STEEL COLUMN LOADS (H=7 FT) DEAD LOAD=18 FT/2 x 14 FT/2 x 20 PSF = 1260 Lbs LIVE LOAD==18 FT/2 x 14FT/2 x 30 PSF = 1890 Lbs UPLIFT = Area x Wind Load UPLIFT = 7 FT x 9 FT x 43.46 PSF UPLIFT = 2738 LBS LATERAL WIND LOAD: Wind Load Pressure PW1= 74.41 PSF Wind Load Pressure PW2= 72.05 PSF AREA WINDOW PW1 : 3.40 FT x 7.25 FT (EAST SIDE) AREA WINDOW PW2: 4.60 FT x 7.25 FT (SOUTH SIDE) LATERAL LOAD PW1 = 74.41 PSF x 3.4 FT/2 = 126 LBS/FT •••••� •••••• 2 .. .... . . ...... .. . ...... LATERAL LOAD PW2 = 72.05 PSF x 4.6 FT/2 = 166 LBS/FT 2 .... .... . ..... ...... .. . ..... .. .. .. . ...... . . . . ...... .. . • •.• G&D Building Solutions, Inc. 1310 NW 67th Ter. Hollywood, FI 33024 Engineers, General &Roofing Contractors/PE 77142 - CGC1514512-CCC1328768 Ph. (305)773.7973 Fax. (954) 272.8327/Email: gdbuildingsolutions@gmail.com Z cm° iz-1d Version 2 . I , 1 e 4 par ASCE 7-i o, Developed by MECA Enterprises, Inc. Copyright 2015 "=T Date 6/18/2015 Project No. Company Name Designed By Address Description city Customer Name State Proj Location File Location: C:\Users\Public\G&D BUILDING SOLUTIONS\2015 JOBS\ARQ JOSE MADRIZ\186 NW 106th ST\CALCULATIONS \WIND LOAD.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 BM = 0. 65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg Ht: Mean Roof Ht = 11. 67 ft Type of Roof = Monoslope RHt: Ridge Ht = 10.00 ft Eht: Eave Height = 9.00 ft OH: Roof Overhang at Eave= 2.00 ft Roof Area 4178.00 ft^ 2 •0000 Bldg Length Along Ridge = 30.00 ft Bldg Width Across;Ri�tr_= 1'2!t0 ft *000:* .• . .•.. Gust Factor Category I Rigid Structures - Simplified Method•••••• 6••8 ••••:• Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 ••0«•• 0.85 • 0• 0 000•. •00. :.o.:. . • 0 Gust Factor Category II Rigid Structures - Complete Analysig•060' 0 "' 000.0 Zm: 0.6*Ht ..•s0. 15.OQ.ft 66:00' lzm: Cc* (33/Zm) ^0.167 •0's.' 0.23.0.' 00.000 Lzm: 1* (Zm/33) ^Epsilon ...gz..427.06 �t •0 Q: (1/ (1+0.63* ( (B+Ht) /Lzm) ^0. 63) ) ^0.5 ; 0•j5 . •00.;0 Gust2: 0.925* ( (1+1.7*lzm*3.4*Q) / (1+1.7*3.4*lzm) ) . _. 0410080 00 •...•. Gust Factor Summary ' •' Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.8� Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind-Force Resisting Systems Neta h L z Goes Kh: 2.01* (Ht/Zg) ^ (2/Alpha) • 0•08"000 • • ••••• • Kht: Topographic Factor (Figure 6-4) 1.0�•• s Qh: .00256* (V) ^2*I*Kh*Kht*Kd •sea=s• 56.%76'p4f G•e•:e Cpww: Windward Wall Cp(Ref Fig 6-6) see%* 0.80 , G e Roof Area eesi 417$.04 ft^2;••••; Reduction Factor based on Roof Area •sow 04Ose ss•s• 1�L S-Wall Press-Liras for Wind Normal to 30 ft wall (Normal tc%Podge •G.••• G•G.•• • wall CP Pressure Pressure • • • • +GCPi (psf) -GCpi (psf) • • iG•si• ••e•G• ----------- ----------- • • • • o ' --------------- ------ • • • Gess•• Leeward Wall -0.50 -34.22 -13.86 •• • • ••• • • Side Walls -0.70 -43.84 -23.48 �••• Wall Elev KZ Kzt qz Press Press Total ft psf +GCPi _GCPi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 11.67 0.85 1.00 56.57 28.28 48.65 62.51 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from windward Edge CP Pressure Pressure +GCpi(psf) -GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 5.8 ft -0.97 -56.82 -36.46 5.8 ft to 11.7 ft -0.80 -48.65 -28.28 11.7 ft to 12.0 ft -0.60 -39.03 -18.67 bs&ERS-Wall Pressures for Wind Normal to 12 ft wall (Along Ridge) Wall CP Pressure Pressure +GCPi (Psf) -GCPi (Psf) --------------- ------ ----------- ----------- Leeward Wall -0.28 -23.41 -3.04 Side Walls -0.70 -43.84 -23.48 wall Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 11.67 0.85 1.00 56.57 28.28 48.65 51.69 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure Pressure +GCpi(psf) -GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 5.8 ft -0.90 -53.46 -33.09 5.8 ft to 11.7 ft -0.90 -53.46 -33.09 11.7 ft to 23.3 ft -0.50 -34.22 -13.86 23.3 ft to 30.0 ft -0.30 -24.61 -4.24 9909 • • 9099 9990.• •• • 9099 • 9000.• •. • 9000•• a 9900.• • • • 9909•• 9999 • • • • • • •9690• •• •• •• • •6600• • DMCAWind Version 2 . 1 . 1 . 4 SSC E 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 .�--.-.>>ecaen Date 6/18/2015 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\Users\Public\G&D BUILDING SOLUTIONS\2015 JOBS\ARQ JOSE MADRIZ\186 NW 106th ST \CALCULATIONS\WIND LOAD.wnd fa` I I 'D f no � t I I r- - -------r- 31 2 I •••••• •• • •••••• • Wind Pressure on Co$aponents and. Cladding (Ch.80*:part;"1;. • • A11 pressures shown are based upon STRENGTH Design, with a MM Factor of 1 '•;1°• 00.60• *see ••••• Width of Pressure Coefficient Zone "a" = 3 i£+t••• 000 +• 0000•• Description Width Span Area Zone Max Min Max•P•••Min P • •• ft ft ft^2 GCp GCp psfo • Lbsf i•••i• ••••i• ---------------------------------------------------------------•---•'-----•- • • ROOF 2.00 5.00 10.0 1 0.30 -1.00 277W :66.75• ••• �••••i ROOF 2.00 5.00 10.0 2 0.30 -1.80 27.15 112.01••• ROOF 2.00 5.00 10.0 3 0.30 -2.80 27.15 -168.58 NEW WINDOW PW1 3.40 7.25 24.7 5 0.84 -1.14 57.57 -74.41 NEW WINDOW PW2 4.60 7.25 33.4 5 0.82 -1.09 56.39 -72.05 Title: STEEL COLUMN REPLACENAENT Job# Dsgnr: Date: 12:26AM, 18 JUN 15 Description Scope Rev: 580003 -- User.KW 16oggOq Ver 5.8.0, 1-Dec2003 (.)1983 2003 ENERCALC Engineering Software �: .. .�. �� COLUMN REVISION ECW:Calculat Description STEEL COLUMN REVISION `` --•--,___ - w , ._� General Inf®rnt�tlon Code Ref AISC 9th ASD,1997 UBC 2003 IBC;2003 NFPA 5000 Steel Section TS3.5X3.5X114 Fy 36.00 ksi X-X Sidesway: Sway Allowed Duration Factor 1.330 Y-Y Sidesway: Sway Allowed Column_Hetght 7.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 7.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 7.000 ft Kyy 1.000 Loads .. Axial Load... Dead Load 1.26 k Ecc.for X-X Axis Moments 0.000 in Live Loac 1.89 k Ecc,for Y-Y Axis Moments 0.000 in Short Term Load k Distributed lateral Loads... DL LL ST Start End Along Y-Y 0.581 k/ft -> 7.000 ft Along X X 0.441 k/ft _> 7.000 ft Su►L maiy ' - - Column Design OKI Section :TS3.5X3.5X114, Height= 7.00(t,Axial Loads: DL.= 1.26, LL= 1.89, ST= 0.00k, Ecc.= 0 000in Unbracud Lengths: X-X= 7.00ft, Y-Y= 7.00ft 0000 Combined Stress Ratios _Dead Lige_ DL+LL ••DT+(LL OfEMflsen) AIS..;Formula H1 -1 •• . 0000 • AISC Formula H1 -2 0*9**0 0000 t •••• • • AISC Formula H1 -3 0.0240 0.0359 0.0599 """ 0.9109 :000'0: sees • • • I • • • •••••9 ;CX k iz: Fa cslc'd per Eq.E2-1,KRIJr<'Cc goose• •• • ••:00 ` ��r�.:3s: F3 ti;�lC'd er F .E2-� �*l�r<�c --- ••`••� `••••� 0000•• $tresses --`� 0000•• • • Allowable&Actual Stresses Dead Live DL+LL L+Sho?fil•••• Fa:Allowable 17.02 ksi 17.02 ksi 17.02�csi • 2 �Csi 9•••! fa:Actuai 0.41 ksi 0.61 ksi 1.02 ksi • •�1.�2�Csi � • Fb:xx:Allow[F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx:Allow[F1-7]&[F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 14.14 ksi Fb:yy:Allow[F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:yy:Allow[F1-7]&[F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 10.73 ksi pnalySls Values - ��a F'ex:DL+LL 36,232 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey:DL+LL 36,232 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 48,188 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 48,188 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.205 in at 3.500 ft Max Y-Y Axis Deflection -0.155 in at 3.500 ft Title: STEEL COLUMN REPLACEMENT Job# Dsgnr: Date: 12:26AM, 18 JUN 15 Description Scope _ . Rev: 580003 page 2 User.KW-0604804,Ver 5.8.0,1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering.Software COLUMN REVISION ECW Calculations Description STEEL COLUMN REVISION Section Properties TS3.SX3.5X1/4 w Depth 3.500 in Weight 10.50#/ft Values for LRFD Design.... Thickness 0.250 in box 5.290 in4 J 8.820 in4 Width 3.500 in lyy 5.290 in4 0.00 Sxx 3.020 in3 Zx 3.700 in3 Area 3.09 int Syy 3.020 in3 Zy 3.700 in3 Rt 1.750 in Rxx 1.310 in 0.000 Ryy 1.310 in Section Type=TS-Square 0000 0.00. ....�.. ..0 0 606• • e 6 6 0000.. 000 6,00006 •00600 • • • 606006 6000 • 6 • • • • 00660 0600 • 00000 006060 60 0 •666• 60 00 .06 • •666.0• .. • 000060 0 as • 0 • • 0060•• •6666• 0 6 • •6666• 00 0 • 066 0 • 6 n� n I1111111110 LL5 -wWw.hlltl.us Company: G&D Building Solutions,Inc. Page: 1 Specifier. Project: Cortinas's Residence Address: Sub-Project I Pos.No.: Phone I Fax: 305.773.7973 1 Date: 6/18/2015 E-Mail: gdbuildingsolutions@gmail.com speciflees comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 3161/2(31/4) =01 Effective embedment depth: her=3.250 in.,hno„=3.625 in. Material: AISI 316 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/20115 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);It=0.500 in. Anchor plate: IX x ly x t=8.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC);(L x W x T)=3.500 in.x 3.500 in.x 0.125 In. Base material: untracked concrete,3000,f, =3000 psi;h=16.000 in. Reinforcement: tension:condition B,shear:condition B;,no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar • • 0000•0 ••00:0 Seismic loads(cat.C,D,E,or F) no 0 00:• • 460660 •• • 000000 Geometry[In.]&Loading[Ib,in.lb] 0999.4 •0006• 090••• iz 0000 • 4444• 06.90•• •• • 00.09 • • • 00 •• •• 4 •96.6• • •66.66 • • • • • • •0000• i •006.0 • • 9 •6000• 00 0 0 000 0 t �y l fa.S a z y , Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan HIM is a registered Trademark of HIM AG,Schaan to 2.4.9 Company: G&D Building Solutions,Inc. Page: 2 Specifier. Project: Cortinas's Residence Address: Sub-Project I Pos.No.: Phone I Fax: 305.773.7973 1 Date: 6/18/2015 E-Mail: gdbuildingsolutions@gmaii.com 2 Load case/Resulting anchor forces Load case:Design loads LTe Anchor reactions pbJ 034 Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 223 187 135 130 2 854 167 135 99 x 3 854 211 166 130 4 1484 193 166 99 max.concrete compressive strain: 0.14[%o] max.concrete compressive stress: 606[psi] 01 02 resulting tension force in(x/y)=(0.739/0.739): 3414[Ib] resulting compression force in(x/y)=(-3.353/-3.353):676[Ib] CCM MPressfort 3 Tension load set Load Nu.[lb] Capacity#N„Pb] Utilization p=N„a/#Nn 0 fetus Steel Strength* 1484 8665 :18.0. • K ';• Pullout Strength* 1484 4101 • :�aK • sees•• •• • sees•. Concrete Breakout Strength** 3414 4025 ��5•�� OK • � *sees* *anchor having the highest loading **anchor group(anchors in tension) •••• • • • • • • •sees• sees • sees• 3.1 Steel Strength • • 00:66• •s • sees• Nsa =ESR value refer to ICC-ES ESR-1917 00 06 sees** •• •e •••••• Ntwi z Nva ACI 318-08 Eq.(D-1) s sees** • • Variables is•si• 0000•: n A.,N(in.1 feta[psi] ...... 1 0.10 115000 ss •� •�• s e •• • Calculations N.[Ib] 11554 Results N.[Ib] ��OeI N.pb] N.[lb] 11554 0.750 8665 1484 3.2 Pullout Strength Npn o -Np 2500 2500 refer to ICC-ES ESR-1917 Npnf 2 Nua ACI 318-08 Eq.(D-1) Variables fc[psi] Np2sw pb] 3000 5760 Calculations fc 2500 1.095 Results Nonf.(Ib] �ccnvets Nonf.ON Nua[Ib] 6310 0.650 4101 1484 Input data and results must be checked for agreement with the e)dsbng conditions and for plausibilityl PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilt]is a registered Trademark of Hilt)AG,Schaan til�l� a,, _ -- wwwaiHti:us= ... _ _ _ •-. _ ---�. . _:� ._..� ._:_,._.- -'Profis Anchor 2.49 Company: G&D Building Solutions,Inc. Page: 3 Specifier: Project: Cortinas's Residence Address: Sub-Project I Pos.No.: Phone I Fax: 305.773.7973 1 Date: 6/18/2015 E-Mail: gdbuildingsolutions@gmail.com 3.3 Concrete Breakout Strength Ncbg =(�)WecN Wed,N WaN Wcp,N Nb ACI 318-08 Eq.(D-5) N�a N. ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AN. =9 h2sf ACI 318-08 Eq.(D-6) 1 XV1 +'32 eN 5 1.0 ACI 318-08 Eq.(D-9) h er Wed,N =0.7+0.3(5h�/5 1.0 ACI 318-08 Eq.(D-11) WcaN =MAX(ca,rmn 1.5hof)5 1.0 ACI 318-08 Eq.(D-13) cac cac Nb =kc 7,,-,Ffc h45 ACI 318-08 Eq.(D-7) Variables her[in.] ect,N Cn•] ecZN M•l ca,min M•] Wc,N 3.250 0.739 0.739 3.000 1.000 cac Fin.] kc a fc[psi] •.... 6.000 24 1 3000 • • •••• •••••• Calculation •••:•• •• • •••.•• AN.Cn• J ANm[(n.2] ec1,N l�KZN ed,N ,N Nb[Ibj sees" 141.02 95.06 0.868 0.868 0.885 0.8 . -79,93 Results •. • •••• • ••••• Results • • Ncbg Ilb] concrete Ncbg Ob] N„a[lb] • • • • • •• •• •• • •••••• 6192 0.650 4025 3414 • • • input data and results must be checked for agreement with the etdsbng conditions and for piousibilityl PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan Hiib is a registered Trademark of Hit AG,Schaan Profis Anchor 2:4.9,, WWWAIKUS Company: G&D Building Solutions,Inc. Page: 4 Specifier. Project: Cortinas's Residence Address: Sub-Project I Pos.No.: Phone I Fax: 305.773.7973 1 Date: 6/18/2015 E-Mail: gdbuildingsolutions@gmail.com 4 Shear load Load Vua[Ib] Capacity#Va[lb] Utilization w=Vua/4Vn Status Steel Strength* 211 4472 5 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength" 756 10483 8 OK Concrete edge failure in direction x+** 756 2227 34 OK *anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-1917 0 Vsteel Z V„a ACI 318-08 Eq.(D-2) Variables n A.,y M 2l fats[psi] 1 0.10 115000 Calculations Vsa pb] goes 6880 Results �••� : •••• •• Vea[Ib] �ateel Vsa Vb] Vua[Ib] ...... '..' : ....:. 6880 0.650 4472 211 000000 • • • • • ••.•% 4.2 Pryout Strength ease • :*00• V [( 0) N, ACI 318-08E D-31 00.00 00 • ••••• cP9 —� ANS Wec,N Wad,N Wc,N Wcp,N b q.( ) • • • • • •• •• •• • •••••• 0 Vcpg z Vua ACI 318-08 Eq.(D-2) •••••• • ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) : i • • 0900:0 ANco =9h et ACI 318-08 Eq.(D-6) . . • • • Wec,N = 1 5 1.0 ACI 318-08 Eq.(D-9) • • • 3 her Wed,N =0.7+0.3(5het)5 1.0 ACI 318-08 Eq.(D-11) WcpN =MAX(—'"In 1.511e1)5 1.0 ACI 318-08 Eq.(D-13) bac cac Nb =kc X 4f,_hef5 ACI 318-08 Eq.(D-7) Variables kcp her[in.] ec1,N[in.] ec2,N Fin.] ca,nan[in.] 2 3.250 0.199 0.251 3.000 WC,N cac[in.] kc x fc[psi] 1.000 6.000 24 1 3000 Calculations ANc[ln 21 AN.[In•2] Wect N Wec2,N tVed,N Wcp,N Nb[Ib] 141.02 95.06 0.961 0.949 0.885 0.813 7702 Results Vcpg[lb] �ccncreta Vcpg[Ib] Vua[fib] 14976 0.700 10483 756 Input date and results must be checked for agreement with the existing conditions and for plausibility[ PROMS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hgtl is a registered Trademark of H[It[AG,Schaan 13 - ,. - �:,www.hilUaris . :. _. _ _ .. _,.;_ - frofis Anchor 2:4.9 Company: G&D Building Solutions,Inc. Page: 5 Specifier. Project: Cortinas's Residence Address: Sub-Project I Pos.No.: Phone I Fax: 305.773.7973 1 Date: 6/18/2015 E-Mail: gdbuildingsolutions@gmail.com 4.3 Concrete edge failure in direction x+ Vcug =(Avc)Wec,v Wedv Wcv Wh,v Wpereilel,v Vb ACI 318-08 Eq.(D-22) Aveo V�bg z V1e ACI 318-08 Eq.(D-2) Avo see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cal ACI 318-08 Eq.(D-23) 1 Weov = \1 +�2e„ 5 1.0 ACI 318-08 Eq.(D-26) 3cet Wed,v =0.7+0.3(1 2 /5 1.0 ACI 318-08 Eq.(D-28) Wh,v = 1'5cef 2 1.0 ACI 318-08 Eq.(D-29) he loz Vb = (7(d/ �) i ACI 318-08 Eq.(D-24) e Variables cet on.] oa2[in.] ecv[in.] wc,v he[in.] 3.000 3.000 0.164 1.400 16.000 0000 • • le Cn•] % de[in.] i'.[psi] Wperaiiel,v .... .... 3.250 1.000 0.500 3000 1.000 •• • ••0• • 0.0.00 •• • 0000•• • Calculations •.... • Av.[In 2] Avco On 2] Wecy Wed,V Wh,V Vb[Ib1...• 000006 0••0• 51.75 40.50 0.965 0.900 1.000 2048 • • 0 00.•06• •• • 0000• Results •• 6•• 000•• 0000•• Vcbg[lb] �eonOO Vcbg[Ibj V.[Ib] • 00.00• • 3182 0.700 2227 756 0 ' ' • • • • • 0000•• • 0 • • 0 6 Combined tension and shear loads :0000: ON (3v Utilization ON,v[d/oj Status • • 0.848 0.340 5/3 93 OK Ow-lid+P�<—1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The 4)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! input date and resWts must be checked for agreement with the existing conditions and for plausibility( PROFIS Anchor(c)2003-2009 Hild AG,FL-9494 Scheer HIM is a registered Trademark of HiltIAG,Schaan V4' � r www.hilti.us Profis Anchor 2.4.9 Company: G&D Building Solutions,Inc. Page: 6 Specifier. Project: Cortinas's Residence Address: Sub-Project I Pos.No.: Phone I Fax: 305.773.7973 1 Date: 6/18/2015 E-Mail: gdbuiidingsolutions@gmail.com 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-SS 3161/2(3 1/4) Profile:Square HSS(AISC);3.500 x 3.500 x 0.125 in. Installation torque:480.001 in.lb Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.500 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Y 1.750 40 4.000 4.000 0 N dj • L� • • 3 f •. •• •P. • •.•••• v LO 00 ••••• • • • •• •• • • • • • x • • • • 0• 000000 •• • • •• • • 0 O 1 � 0 0 N 2.000 4.000 2.000 Coordinates Anchor in. Anchor x y c_, c«x c_Y cy 1 -2.000 -2.000 35.500 7.000 35.500 7.000 2 2.000 -2.000 39.500 3.000 35.500 7.000 3 -2.000 2.000 35.500 7.000 39.500 3.000 4 2.000 2,000 39.500 3.000 39.500 3.000 Input data and results must be checked for agreement with the ebsting conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilt is a registered Trademark of HIIU AG,Schaan l �. OWN www.hiltl.us _._,. _ Profis Anchor 2:4.9 Company: G&D Building Solutions,Inc. Page: 7 Specifier. Project: Cortinas's Residence Address: Sub-Project I Pos.No.: Phone I Fax: 305.773.7973 1 Date: 6/18/2015 E-Mail: gdbuildingsolutions@gmail.com 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hiiti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and Geared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,cavy out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt Website. HIM will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. • • 9999 9999•• 990.00 •s • 9999•• • •gar • • • • • • ••x•99 •• • •e•s• • • • • • •• e• •• • 9•0900 • •00.0• • GOODS• • • • e Sees" • • • 9999•• input data and results must be checked for agreement with the ebsting conditions and for plausibility( PROFIS Anchor(c)2003.2009 Hilt AG,FL-9494 Schean Hilt is a registered Trademark of Hilt AG,Schaan lE5 88 DOWEL-TYPE _ Table 11G BOLTS: Reference Lateral Design Values (Z) for Double Shear (three member) Connections' for sawn lumber or SCL with 1/4"ASTM A 36 steel side plate Thickness t s ra Q L L m J —9 t� U. Lj' O. m 0.a. u ii u Z 6-8 E Y E `° r. �p 'n g m o � co `° m i mj`y a m r, CB E p tpO tn — � — 6 — C V U C? 3 c v m c o o o �� o �'E o f o o w 2 m ci n x n o m o n o m u m a `o, a $ R o a o M co m aW c9 c7o 00? 00x c7x CDU) c7 � 0u`�� 0z tm is D Zu Zl Zu Zl Z„ Zl Z„ Z, Z1, Z1 Z1, Z1 41 Zl 7-11 Zl Zo Z1 Zn Zl in. in. in. lbs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. I lbs. Ibs. lbs. Ibs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1/2 1410 73 1150 55 050 470 1030 460 970 420 900 380 880 370 780 310 760 290 730 290 5/8 1760 81 1440 61 310 530 1290 520 1210 470 1130 420 1100 410 970 350 950 330 910 320 1-1/2 1/4 3/4 2110 89 1730 66 580 590 1550 560 1450 520 1350 460 1320 450 1170 370 1140 360 1100 350 ,� 1/2 1640 85 1350 64 230 550 1200 530 1130 490 1050 450 1030 430 910 360 890 340 850 330 518 2050 94 1680 71 530 610 1500 600 1410 550 1310 490 1290 480 1130 400 1110 380 1070 370 1-3/4 1/4 3/4 2460 104 2.020 77 840 680 1800 660 1690 600 1580 540 1540 530 1360 430 1330 420 1280 410 ryry� t.{ 1Q>40, 2rA1}f � y��7 6 �� y}}�� { y� 5 }tom�(gy� � J ..WF+.. MW. :?F'1'.4F .. 744 .e � �.. Y 3 .W..:�k�.._'.. '.�.,.` F... > .,444! . 5. 1/2 1870 121 172091 650 790 1640 760 1590 700 1500 640 1470 610 1300 510 1270 t?•20 480 5/8 2740 134 2400 102 190 880 2150 860 2010 780 1880 700 1840 690 164 5W 1580 • 4520 530••••• 2-1/2 1/4 3/4 3520 148 2880 111 630 980 2580 940 2410 860 2250 770 2200 750 1990 02 1900 1830 580 •• Mir *W 1/2 1870 124 1720 110 650 1030 1640 1010 1590 910 1540 890 1530 860 14 1430 6801410 678••••• 5/8 2740 172 2510 142 410 1230 2390 1200 2330 1090 2260 980 2230 960 21100"10.2090 :1.79 74 0 3-1/2 1/4 3/4 3800 207 3480 155 340 1370 3320 1310 3220 1210 3120 1080 3080 1050 272b•.8e'O 2660 1840 2560 8100:00, �'�� '�� ,_ b' �$ r�+�.�ll�40:�� v1� �0��_ 1 � �: � � �••• 1T.' fi itl 45-4. ,4 a .... ().: °:.. _ Wit••••• 5/8 2740 172 2510 151 L410 1420 2390 1400 2330 1340 2260 1280 2230 1270 2110 11702090 1140,2060 11205-114 1/43/4 3800 229 3480 200 1890 3320 1850 3220 1780 3120 1610 3090 1580 2924.1M8-e890 1260 2 40 122%061s:• �1 ?t • 428 r� '" :. .� 99 l , t '. ••••• 5/8 2740 172 2510 151 1410 1420 2390 1400 2330 1340 2260 1280 2230 1270 211 49470 X090 1J4F0 '1810 1123/4 3800 229 3480 20040 1890 3320 1850 3220 1780 3120 1690 3090 1650 2920 1360 2890 1 2840 1280 5-1/2 1/4506CG 29 $ 0 74tY 2 ll) 44104Z X020 0 144(71 6 ' 4 . $1; 2Q.24 ? ;55 0 2p0 �0>,080 ` Qt�.. 5/8 2740 172 2510 151 410 1420 2390 1400 2330 1340 2260 1280 2230 1270 2110 1170 2090 1140 2060 1120 3/4 3800 229 3480 200 340 1890 3320 1850 3220 1780 3120 1690 3090 1670 2920 1530 2890 1500 2840 1480 7-1/2 1/4 5010 4 0 QZ 2260 1 2#1.: ,2 `55ll. .:2846.'f<�. a 0th: .,�01 3/4 3800 229 3480 200 340 1890 3320 1850 3220 1780 3120 1690 3090 1670 2920 1530 2890 1500 2840 1480 9-1/2 1/4 7/8 5060 293 4630 257 440 2410 4410 2360 4280 2260 4150 2160 4110 2130 3880 1960 3840 1930 3770 1870 1 6520 364 5960 318 720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 2350 11-1/2 1/4 7/8 5060 293 4630 257 440 2410 4410 2360 4280 2260 4150 2160 4110 2130 3880 1960 3840 1930 3770 1870 1 6520 364 5960 318 720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 2350 13-1/2 1/4 1 6520 364 5960 318 720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 2350 1.Tabulated lateral design valuesor connections shall be multiplied by all applicable adjustment factors(see Table 10.3.1). 2.Tabulated lateral design values(Z)are for"full diameter"bolts(see Appendix L)with bending yield strength(F b)of 45,000 psi and a dowel bearing strength(FJ of 87,000 psi for ASTM A 36 steel. AMERICAN WOOD COUNCIL 17 _- - DANAY FERNANDEZ P.E.- FL PE 0 77142 CA LIC No:30614 O 1310 NW 67th Ter HOLLYWOOD.FL 33024 T.13051 773-7973 F.19541272-8327 _ Emak fifiA �rIDulWltgSdutmmcaYjmed.com _ 2 F— Z W 0 tj S . F G U � M LLL z (n 9 p J O � .--I Q X N Z Ln Z Z -. a a FOUNDATION PLAN g 1 EXISTING a CONC. SLAB Fo o W/ 6x6' 10-10 W.W.M. I SCL: 316"=1' tg VED X JUN 1 .. o NEW 3.5"x3.5"x1/4" STEEL • .' •• •• '--_ �k ' • °• Savo••• •. • Z•• �•. •• �� IS . F 0 G EXIST. FOOTING •••••• ••• • j• 15'-1D" -- - 0000•• •• •• •j•ZU D1 •• •• •• ••• � J. 9 30'-1" 52 SSSS•• • • • • Q 001 • • Nr.••• _ • • SSSS IiL o10x V V ® !>� a ~ I I I I I I F I 1 I I I I I I I I I /1 1 td SEAL IIIIIIII � III III— N � � - 1 1 I I I I I I I I I I I I I I EXI T. 4"x8" WOOD BEAM TO REMAIN0 CC e 6c��tVI I EXIST. WOOD JOIST TO REMAIN I I N r I _4 DANAY FE 7714.2 Z,P t � PE 7714.2 o � •tip% � r� I I I I FRAMING PLAN G ' L ,I I'• � n ( I I I I I f I I I I ( I � I I 1 I I I SCL: 3/16"=1' 11AI NEW. 2"X8', WOODBEA - � f I gay }, � , 1'-:1 �. --_. Date: 04.16-2015 L --- NOTE SCOPE OF WORK: _ Scale: As note Drawn: G.F. CURRENT CODE IS 2010. 1—REPLACE EXISTING CORNER WOOD COLUMN Checked: D.F. FLORIDA BUILDING CODE WITH NEW STEEL COLUMN DESIGN WIND LOADS SHALL 2—ATTACH NEW 2"x8" WOOD BEAM TO EXISTING EXIST. 4"x8" WOOD BEAM TO REMAIN s2 COMPLY WITH ASCE 07-10. 4"x8" WOOD BEAM = �� 34'-1" Y , . EXISTING BUILT UP ROOF - 8"x8"x1/2" STEEL BOTTOM PLATE WELDED-TD - - f � � � � DANAY FERNANDEZ,P.E. 3.5"x3.5"xl/4" STEEL COLUMN & WITH FL PE®77142 (4) KWIK BOLT TZ-SS 316 X (3Y4)-MIN. EMB. 10 HOLLYWOOD.FL 33 HOOOD.FL 33024 HILTI ANCHOR BOLT TO CONC. FOOTING T.�3o51773-7973 F.�9541 272-8327 EXISTING WOOD JOIST 8- gmw Wroo 9maLLoom NEW 2x8" WOOD BEAM EXIST. GALV STRAP ATTACHED TO EXIST. 4"x8" WOOD EXIST. CONC. a o z o BEAM WITH, 01/2" FOOTING w 0 M EXIST. 4"x8" WOOD BEAM w GALV. THRU BOLTS 0 16 i " " u STAGGERED (2) 1/2-0 GALV. THRU BOLT W/ " 4 2 � WASHER & NUT 3 16uj ui 5 1/4"x10"x1/4" STEEL U- PLATE Z / (n- 0 0 D 3 WELDED TO STEEL COLUMN 0 Z 0 z 0 zC z S2 Xo � W b Q a NEW 3.5"x3.5"x1/4" SQUARE STEEL G COLUMN W/NDN-CORROSIVE FINISH. ~ w • D • °o BOTTOM PLATE DETAIL �D2 J o NEW 8"x8"x1/2" STEEL BOTTOM PLATE •""• •. Q ' FCI WITH (4) KWIK BOLT TZ-SS 316 Y2 '• '• ' W 0 t (3Y4)-MIN. EMB. HILTI ANCHOR BOLT TO •.•..• • • s • : J CONC. FOOTING 5 1/4"x10"x1/4" CORNER STEEL .. o o. • = U- PLATE WELDED TO STEEL COL. •so• �•• o 00 D2 10" so S2 Lo 7L: 10" Lu z 3� NEW 2x8" WOOD BEAM �- w 0 ATTACHED TO EXIST. 4"x8" ~ WOOD BEAM WITH 01/2- SEAL in GALV. THRU BOLTS 0 16" STAGGERED EXISTING FOOTING p�C[�LZOIS CORNER U-PLATE DANAY FERNANDE2.PE 1 1- 4" PE 77142 "� REV6IONS ' NEW COLUMN SECTIONK-D-1-NN5 SC: 3/4"=1' S 2 TOP PLATE DETAIL K5 3 Date: 04-16-2015 r ote �2 Dawn: As G.F. Checked: D.F. S-2 . .. - DANAY FERNANDEZ.RE FL PE d 77142 • 1310 NW 67th Tet HOLLYWOOD.FL 33024 T.(305(773-7973 F.(954(2724327 Ems& com GENERAL NOTES: SHOP DRAWING REVIEW: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT U- ARCHITECTURAL, MECHANICAL,ELECTRICAL,PLUMBING,AND SITE DRAWINGS.CONSULT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE rz 2: c ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS,AND OTHER DETAILS NOT SHOWN CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, Ln ON STRUCTURAL DRAWINGS. AS A MINIMUM,CONSTRUCTION SHALL COMPLY WITH FLORIDA LENGTH,ELEVATIONS,DIMENSIONS, ETC. U ¢ rn BUILDING CODE LAST EDITION,ACI 318-08, BUILDING CODE REQUIREMENTS FOR STRUCTURAL ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO p —A CL CONCRETE,ACI 350,AISI MANUAL 2002,NORTH AMERICAN SPECIFICATION FOR DESIGN OF THE ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. vi COLD-FORMED STEEL STRUCTURAL MEMBERS SG02-01,AND AISC SPECIFICATIONS. SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS cn i c 0 ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND (CONTRACT DOCUMENTS)ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION 00 _ SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FROM THE ENGINEER. z C z EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. IN ALL INSTANCES,THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS to k S ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. b DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF STRUCTURAL STEEL: THE WORK. THE MATERIAL,FABRICATION,AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE • THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS SPECIFICATIONS FOR THE DESIGN BY THE FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR •• • COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION BUILDINGS AND AMERICAN INSTITUTE OF STEEL CONSTRUCTION,AISC-ASD 13th EDITION. •• • 9• •6 + PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS ALL STEEL PLATES,ANGLES&CHANNELS TO BE ASTM A36,Fy=36Ksi.UNLESS NOTICED OTHER WISE. '••;•• ' • • �: DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, •••••' W BEAMS MUST BE ASTM A 992 G50 Fy=50 ksi ; °�• • SHEETING,TEMPORARY BRACING,GUYS OR TIEDOWNS.THE CONTRACTOR SHALL ALL HIGH STRENGTH BOLTS TO BE ASTM A 325. ••00 ' ' _� SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS ALL ANCHOR BOLTS SHALL BE KWIK BOLT TZ-SS 316 BY HILTI, NOA 01.1001.03 UNLESS NOTICED �•�• ' W ' !o AND SLAB-ON-GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. OTHERWISE,WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN � � •�� . F' see CODES: ACCORDANCE WITH THE TURN-OF-THE-NUT METHOD. 0 g •he ` THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING CODES WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED J -11:• • TECHNIQUES. SHIELDED METAL ARC WELDING(SMAW)SHALL USE E70XX LOW-HYDROGEN . •• • • • Q • • BUILDING CODE:FLORIDA BUILDING CODE 2010 ELECTRODES. 00 0 • STEEL:AISC 360-05(13th Ed.) ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC .. • _ & • WOOD:NDS 2005 SPECIFICATIONS. V � • 7-10 DESIGN LOADS: °C t3l THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING SUPERIMPOSED LOADS.DESIGN G N F WIND LOADS WERE DETERMINED IN ACCORDANCE WITH ASCE 7-10 AND FBC 2010. a ROOF LL LIVE LOAD...................................30 PSF SEAL . DEAD LOAD.................................20 PSF WIND: DESIGN WIND SPEED=175 MPH EXPOSURE Cp(�j 1�) RISK CATEGORY II INTERNAL PRESSURE COEFFICIENT=+0.18/-0.18 DANAYF EZ PE PE.77142 REVISIONS - Date. 04-16-2015 Scale: As note s Drawn: G.F. Checked: D.F. S=3