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REV-17-1770 ,., .: ... s ,. ,. � s 1 . �, �� , a -��. .a. _ . � , .. j . , _ � � _ .I ,. _ w. ., W .. � � .; r. :_ .. �. .;. .. _ �... 4, r W: �. � � z. n F. - .. 3 ._ ..e.w�r.-.�me�.:a `.xis'� +.i rxn +a��A['�".+-:. � r;,�i+-^-qM'r ......... �i+r:A--•s �.*�t+"�+. .•nw.�.�^-«;.�.w.......-�- -'^-^- -•.----�� -� " .» _ �� T _ !� .s .. .. .�. ,�„ Miami Shores Village =BY�- � Building Department 11 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 ..._._ ` ! Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 I �� FBC 20 ('14 BUILDING Master Permit No. G 1-7— C35— PERMIT APPLICATION Sub Permit No. ��`-1 BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �(/� W too �b_at City: Miami Shores County: Miami Dade Zip: '511 t Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FIFE:OWNER:Name(Fee Simple Titleholder): �~44' Phone#: ` Address: o City: &d.. State: Z.ip�:/ r Tenant/Lessee Name: Phone#: / 4V Ot 31 Email: GcSSah /b+L-Cera. CACI 0(A) n-cr PtN CONTRACTOR:Company Name: 14d ED MA32:9 6V "L_G5�4 N IN Phone#: '565-7 Y 2,C1 7187 Address: Lq 1 ZTN City:. P1( AM' `11 --�� 'l State: F'l Zip: � ?f�4 Qualifier Name: 1 o m Kou rO p p U LOS —::w Phone#: State Certification or Registration#:C GC- (!!S-- ( �16 2� 1. Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ quare/Linear Footage of Work: Type of Work: ❑ Addition ❑'vAlteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 'Zu 4ehl &21Z L02n rl Specify color of color-thru tile: t%-: Submittal Fee$' "�.' /�� .n.s Permit Fee$, `lV CCF$= ' !-.J✓-� +CO/CC$ - Scanning Fee$ Radon Fee$ 2 DBPRR C Notary$ ' Technology Fee$ Training/Education Fee$ 'v Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ • -2-O (Revised02/24/2014) V 1i o Bonding Company s Name(if applicable) t Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City , t 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 whichoccurs 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 j Signature /p/ I ef ERAGENT CONTRAIW& The for of instrument was acknowledged before -7me this The foregoing instrument was acknowledged before me this Ott day of �UIIA 20 I I by e _day.of J ✓f�-Y 20 by c C vOU% who is personally known to M Ko(1 rb QdUu'S gwho is personallyknown to me or who has produced -1JVW'ey as me or who has produced s identification and who d' th. identification and who did ake an oath. NOTARY P IC: NOTARY PUBLIC: r Sign. p Sign: Print. pl 1�- o Print: Seal: ;pti'`i' YANADY PRIETO Seal: o r nt,♦ Notary Public State of Florida :._ MY COMMISSION#FF 214031 :° Sindia Alvarez EXPIRES:March 25,2019 -w My Commission FF 156750 tt•• Bonded Th Notary Public Underwriters C Expires 0910312018 ************************** ***************** * *********** APPROVED BY 1 Plans Examiner Zoning / Structural Review Clerk (Revised02/24/2014) I Property Search Application - Miami-Dade County I Page 1 of 1 . _`PR " ISER OFFAGAP&E UAF THE PROPERTY AP Al Summary Report i Generated On:7/11/2017 Property Information Folio: 11-3101-022-0300 . 4 �. Property Address: 101 NW 100 ST Miami Shores,FL 33150-1205 ' Owner NOMADE REALTY LLC 3'X i 230 NE 107 ST Mailing Address . MIAMI,FL 33161 USA , PA Primary Zone 0800 SGL FAMILY-1701-1900 SQ Primary Land Use .0802 MULTIFAMILY 2-9 UNITS:2 * t LIVING UNITS Beds/Baths/Half 4/2/0 k Floors 1 Living Units 2 Actual Area 2,316 Sq.Ft Living Area, 1,894 Sq.Ft Adjusted Area 2,156 Sq.Ft Taxable Value Information Lot Size 9,219.96 Sq.Ft 2017 2016 2015 Year Built 1941 County Assessment Information Exemption Value $0 $0 $0 Year 2017 2016 2015 Taxable Value $353,791 $330,728 $300,662 Land Value $203,064 $203,064 $149,991 School Board ' Building Value $150,057 $150,057 $150,057 Exemption Value $0 1. $0 $0 XF Value $670 $680 $614 Taxable Value $353,791 $353,801 $300,662 Market Value $353,791 $353,801 $300,662 City Assessed Value $353,791 $330,728 $300,662 Exemption Value $0 $0 $0 Taxable Value $353,791 $330,728 $300,662 Benefits Information Regional Benefit Type 2017 2016 2015 Exemption Value $0 $0 $0 Non'Homestead Cap Assessment Reduction $23,073 1 Taxable Value 1 $353,791 $330,728 $300,662 Note:Not all benefits are applicable to all Taxable Values(i.e.County, School Board,City, Regional). Sales Information Previous OR Book- Short Legal Description Sale Price Page Qualification Description GOLD CREST PB 21-56 11/11/2016 $287,700 30320- Financial inst or"In Lieu of Forclosure" LOT 7 0286 stated E1/2 OF LOT 8 BLK 4 06/05/2014 $200,300 29209- Financial inst or"In Lieu of Forclosure" LOT SIZE 85.370 X 108 4624 stated a 10/01/2004 $0 22856- Sales which are disqualified as a result OR 14502-383 0390 1 2862 of examination of the deed 03/01/1990 $90,000 14502 0383 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll.This website may not reflect the most current information on record.The Property Appraiser and Miami-Dade County assumes no liability,see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version: http://www.miamidade.gov/propertysearch/ 7/11/2017 Detail by Entity Name Page 2 of 2 Detail by Entity Name Florida Limited Liability Company NOMADE REALTY LLC Filing Information Document Number L16000023113 FEI/EIN Number 81-1326704 Date Filed 02/02/2016 Effective Date 02/01/2016 State FL Status ACTIVE Principal Address 230 NE 107TH STREET MIAMI SHORES, FL 33161 Mailing Address 230 NE 107TH STREET MIAMI SHORES, FL 33161 Registered Agent Name&Address BENJELLOUN, HASSAN 230 NE 107TH STREET MIAMI, FL 33161 Authorized Person(s)Detail Name&Address r Title AMBR BENJELLOUN, HASSAN 230 NE 107TH STREET I MIAMI, FL 33161 Annual Reports Report Year Filed Date 2017 03/05/2017 f Document Images 03/051ZQI.7.,;;;;,,.NNUAL_RE QRT View image in PDF format 02/02/2016--Florida Limited Liabilityl View image in PDF format FlJnuu I:'n,pyrt'!rrt Of_ii:t:t,Ci✓:sic;i c.'CCr:nr::t:cny http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=Entity... 7/11/2017 �IT Juan FernandezwBarquin, P.E. 4 Li Structural Engineers 40114 2520 N.W. 97th Avenue, Suite#240 Threshold Inspectors 0947 Doral, Florida 33172State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-0884State Building Inspector BN 3318 Email: jfbeng@bellsouth.netjuanfernandezbarquinpe.com m 6666 ,� p•e.•a �'` o• 6666•• ••+7.00+' • � • t .• • a00 0 •s0•j: a..... • • f Or Y • •y)•,1•• z' iayf \ •6000• � •• '} f •a1. • • s � . •. f f f ` 1 A A' PPh'is)VEt.).__........_.. CA-rl 1 1 uy PROJECT: p 1,91 A2 W /ADS . �ori �►�rr �liaM� ds � J Juan Fernandez-Barquin, P.E. IfStructural Engineers 40114 2520 N.W.9716 Avenue,Suite#240 Threshold Inspectors 0947 Doral,Florida 33172 lu State Plans Examiner PX 1305 PH:786-336-0881 Fax:786-336-0884 State Building InspectorBN 3318 Email:jibengCabellsoutb.net vvi"v.jua o rernandezbarquinpe.com NOMADE REALITY 101 NW 100 STREET, MIAMI SHORE, FLORIDA 33150 1 STRUCTURAL CALCULATIONS 7/7/2017 1 1 TABLE OF CONTENTS • PAGE ...... .. . •oo . • WIND PRESSURES. "'�•• •• .................................................................................. ...... • STEEL BEAM DESING DUE TO GRAVITY............................................... ••5• ••'•' ...... . . ..... .. .. . ...... STEEL BEAM DESIGN DUE TO WIND..................................................... ...11. . . . . ...... CONNECTION DESIGN. ••�� •� • ;••••; GC3 DOCS\TAI HOSPITALITY DESIGN GROUP\TABLE OF CONTENT\NOMADE REALITY.DOC t � i t t , 1 r { . Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 N.W.971h Avenue,Suite#240 Threshold Inspectors 0947 Doral,Florida 33172 IU State Plans Examiner PX 1.05 PH:786-336-0881 Fax:786-336-0884 State Building InspectorBN 3318 Email:jfbengCbellsouth.nel iiivw.juanfernandezbarquinpe.com PROJECT NAME l 0 � Aj 0 c,0 0 ENGINEER DATE 0 7—_ PAGE D ri •••• •• • • -f .. . . •• ...... . . 04000 ..... . ••• •••• • . • v •• . isQ • • • I� i t C:AU i51.1_`i; 5h':0"'CA1 n'u.s'HE[l 1F C;CL•AC>R1( 1!.ADA-7Do� ) t - Z MecaWind Std v2 . 2 . 7 . 6 per ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 7/6/2017 Project No. Company Name Designed By Address Description City Customer Name State Proj Location 101 nw 100th Street File Location: C:\Users\Cad\AppData\Roaming\MecaWind\Default.wnd Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D l Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 1.00 Alpha _- 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm - 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin 7.00 ft Pitch of Roof = 1.655172 12 Slope of Roof(Theta) = 7.85 Deg h: Mean Roof Ht = 13.50 ft Type of Roof = GABLED RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 12.00 It OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 43.84 ft Bldg Width Across Ridge= 43.50 ft Gust Factor Calculations0990 Gust Factor Category I Rigid Structures - Simplified Method • • • • 0000 0000.• , Gustl :For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 9 • • Gust Factor Category II Rigid Structures - Complete Analysis 0000•• ••• 0000•• Zm: 0.6*Ht = 8.10 ft•••:0• • • • lzm: Cc*(33/Zmj^0.167 = 0.19 0000•• Lzm: 1*(Zm/33)^Epsilon = 545.33 ft•••••• 90960 • • Q: (1/(1+0.63*((B+Ht)/Lzm)^0'.63))^0.5 = 0.93 •••• • 0000• Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 000.09 • • 00900 • 9 ••9.0• •• •• • 00990• Gust Factor Summary 0 Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 �•0�0� 0 0• • • • • 000000 00000 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi • • • • • GCPi Internal Pressure Coefficient = +/-0.18 • 0 • 000000 • • 00 Topographic Adjustment 0.33*z = 1.00 Kzt (0.33*z) : Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 t See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6.2 Mean roof ht. Pn 9 Wind Wall Pressures g See Table 27.6.1 h Plan, Po Elevation • ..... .. ...... WMA � h �� a � • • •....• Gabled Roof MWFRS Pressures for Wind Normal to 43.84 ft wall (Normal to Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 0.99 h: Height to top of Windward Wall = 12.00 ft ph: Net Pressure at top of wall (windward + leeward) = 47.72 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.72 psf ps: Side wall pressure acting away from wall = .54 * ph = -25.77 psf pl: Leeward wall pressure acting away from wall = .38 * ph = -18.13 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 29.58 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 29.58 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height = 13.500 ft Lambda: Exposure Adjustment Factor = 1.214 Slope: Roof Slope = 7.85 Deg Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 Zone Load Casel Load Case2 Psf psf ---- ---------- ---------- 1 .00 .00 2 .00 .00 3 -43.76 .00 4 -39.06 .00 5 -32.01 .00 r Note: A value of '0' indicates that the zone/load case is not applicable. Notes - Normal to Ridge MWFRS Pressures for Wind Normal to 43.5 ft wall (Along Ridge) 4 F WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 1.01 h: Height to top of Windward Wall = 15.00 ft ph: Net Pressure at top of wall (windward + leeward) = 47.67 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.67 psf ps: Side wall pressure acting away from wall = .54 * ph -25.78 psf pl: Leeward wall pressure acting away from wall = .38 * ph = -18.07 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 29.59 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 219.59 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height - = 13.500 ft Lambda: Exposure Adjustment Factor = 1.214 Slope: Roof Slope = 7.85 Deg Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 _zone Load Casel Load Case2 psf psf ---- ---------- ---------- 1 .00 .00 2 .00 .00 3 -43.76 .00 0900 4 -39.06 .00 • • 0900 04,9000 5 -32.01 .00 ♦ ♦ • • w• • •94, • • Note: A value of '0' indicates that the zone/load case is not applecaL e* 90 •0�♦�0 Notes - Along Ridge 09.900 00000* 9990 i • • • Wind Pressure on Components and Cladding (Ch 30 Part 1) 09000 00 ♦♦r9.0 • • •009• • • •0900• •• •• • 000♦•• a 3L cjr3 *.JJ_ .1 • •00000 I I � •090.9 I I I I • • • • • Roof not I I I I . • ••••• ... 9 0 I I I I •. . Sh(mm I I I I .• 21 � 22: 1 � ? I -r--�-- ---r- I aTj . 2 I �1 `1 WAS � Gable Roof 7<8<=45 a i I All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 4.35 ft Description Width Span Area Zone Max Min Max P Min-P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- -Wall 1.00 12.00 48.0 4 0.79 -0.98 47.09 -56.20 Wall 1.00 12.00 48.0 5 0.79 -1.16 47.09 -64.91 ('01�I'/ Rafters 1.34 13.75 63.0 1 0.34 -0.82 25.21 -48.46 Rafters 1.34 13.75 63.0 2 -0.34 -1.30 25.21 -71.74 "'- Rafters 1.34 13.75 63.0 3 0.34'-2.12 25.21 -111.48 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc: .00256*V^2*Khcc*Kht*Kd = 48.46 psf j Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 N.W.9711 Avenue,Suite#240 if Threshold Inspectors 0947 Doral,Florida 33172 State Plans Examiner PX 1305 PH:786-336-0881 Fax-786-336-0884 State Building Inspector BN 3318 Email:jfbengCbellsouth.net «ivw.j u a ofern an d ezbarqu i n p e.com PROJECT NAME ENGINEER DATE O�- '" O /�- PAGE -5 • • �. • IF • • •••••• • Is 10 • • • O Go • see •/ • i x %.':W4 FR\CAC`.,t7Ei.BTU"�i,',1LWi-r,1:OP1 SNFF?)FB CJAu lCIiLACA-2(21.-.��`' 1 ' i } Jim- Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 NAS.971b Avenue,Suite#240 Threshold Inspectors 0947, Doral,Florida 33172 t State Plans Examiner PX 1. 5 PH:786-336-0881 Fax:786-336-0884 State Building Inspector BN 3318 Email:jfbengCUellsouth.net NIIsw.j uauternand ezbarquinpe.com t PROJECT NAME to I too �! ENGINEER DATE . PAGE �/�✓uJ a - x XAL- 1 f5 . . . . . ..... ... . • 0 �1 I 4 t j Juan Fernandez-Barquin, P.E. I Structural Engineers 40114 2520 NAV.9711?.venue,Suile x240 Tlveshold Inspectors 0947 Doral,Florida 3172 State Plans Examiner PX 1305 PH:786-336-0881 Fax:786-336-0884 i State Building inspectorBN 3318 Email: iffrengCobellsouth.net W. Ni,%vw.juanfernandezbarquinpe.coin PROJECT NAME i (.0 I ENGINEER DATE ".{ l ]� PAGE - - t. ol • . . ...... . . . . ...... . . • -77 i 6 - I _ t -_ - - - } Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 N.W.97'.avenue,Suite#240 Threshold Inspectors 0947 Doral,Florida 33172 State Plans Examiner PX 1-'05 PH:786-336-0881 Fax:786-336-0884 State Building InspectorBN 3318 Email:jjbengrbellsouth.net nwvwv.juanfernandezbarquinpe.com PROJECT NAME . t"o ENGINEER DATE 0 2 PAGE ZS Table 1-11 (continued) X- + X Rectangular HSS 1 Dimensions and Properties Y •••• j Design -X •••• • Wall Nominal Area, •.41• : 000 • • } Shape Thick- Wt. A b/t h/>:• •• S • • r ''•2•• ness,t, . l in. Ib/ft in 2 n 4 3 in. HSS9x5x5/a 0.581 50.81 14.0 5.61 12ff.' 33 2:.t*•• 3.08 •U.6• X1/2 0.465 42.05 11.6 7.75 16.4.• )ly 25.5 • 3.14 3S 5 xs/e 0.349' 32.58 8.97 11.3 22.%, •�2.5 2:1•'••3.21 ;5.Z x1/16 0.291 27.59 7.59 14.2 27.9 79.8 17.7 3.24 22.Q 0 X1/4 0.233 22.42 6.17 18.5 35.6:• 66-1 147. • 3.27 • �1 o X3/16 0.174 17.08 4.67 25.7 48.7• 51.1 1:.A.• ••3.31 13.8 • . • • HSS9x3x1/2 0.465 35.24 9.74 3.45 16.0. 08C>:8 14.9• •2.88 x3/a 0.349 27.48 7.58 5.60 22.8 66.3 14.7 .:2.96 19.7 X5/16 0.291 23.34 6.43 7.31 27.9 57.7 12.8 3.00 16.9 X1/4 0.233 19.02 5.24 9.88 35.6 48.2 10.7 3.04 14.0 X3/16 0.174 14.53 3.98 14.2 48.7 37.6 8.35 3.07 10.8 HSS8x6x5/8 0.581 50.81 14.0 7.33 10.8 114 28.5 2.85 36.1 X1/2 0.465' 42.05 11.6 9.90 14.2 98.2. 24.6 2.91 30.5 x3/8 0.349 32.58 8.97 14.2 19.9 79.1 19:8 2.97 24.1 X5/16 0.291 27.59 7.59 17.6 24.5 683 1j.L 3.00 20.6 X1/4 0.233 22.42 6.17 22.8 31.3 56.6 1 4.2 3.03 16.9 x3/16 0.174 17.08 4.67 31.5 43.0 43.7 10.9 3.06 13.0 HSS8x4x5/8 0.581 42.30 11.7 . 3.88 10.8 82.0 20.5 2.64 27.4 t x1/2 0.465 35.24 9.74 5.60 14.2 71.8 17.9 2.71 23.5 { x% 0.349 27.48 7.58 8.46 19.9 58.7 14.7 2.78 18.8 x5/16 0.291 23.34 6.43 10.7 24.5 51.0 12.8 2.82 16.1 x1/4 0.233 19.02 5.24 14.2 31.3 42.5 10.6 2.85 13.3 } x3/16 0.174 14.53 3.98 20.0 43.0 33.1 8.27 2.88 10.2 x1/, 0.116 9.86 2.70 31.5 66.0 22.9 5.73 2.92 7.02 HSS8x3x1/2 0.465 31.84 8.81 3.45 14.2 58.6 14.6 2,58 20.0 x3/e 0.349 24.93 6.88 5.60 19.9 48.5 12.1 2.65 16.1, x5/16 0.291 21.21 5.85 7.31 24.5 42.4 10.6 2.69 13.9 X'/4 0.233 17.32 4.77 .9.88 31.3 35.5 8.88 2.73 11.5 1 I X3/16 0.174 13.25 3.63 14.2 43.0 27.8 . 6.94 2.77 8.87 ' x1/, 0.116 9.01 2.46 22.9 66.0 19.3 4.83 2.80 6.11 Note:For compactness criteria,refer to Table 1-12A. 1 j I I j i 1 i I �! _ TI I 0.37k/ft / Ij Iltl fI11 T f / TI11111 / 1 / 1Tflflf �/ 0.37krft I I i I I i F � 11.00 ft • • • • •••• •••.•• is • 11 Mmax=5.83 k-ft • • • Dmax=-0.1002 in •••••• • • • Lmax=2.122k J.122k••••• Vmax @ left=2.122 k Vmax rt=2.122 k • • • • • i I I - � i I I � i• I I Ir I I i I 1 I j Title : Job# Dsgnr: Date: 11:09AM, 7 JUL 17 /O Description Scope: Rev: 580005 User:KW-0606869,Ver 58.0,1-Dec-2003, Steel. Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software 101 nw 100th street.ecw:Calculations Description Steel Beam Due to Gravity General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section : HSS8X6X3116 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 11.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 11.00 ft Distributed Loads Note!Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.370 k/ft LL k/ft ST j k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Caiawns Stress Using:HSS8X6X3/16 section,Span= 11.00ft, Fy=36.Oksi • • • • 0000 1 •• ••• End Fixity= Pinned-Pinned,Lu= 11.00ft, LDF= 1.000 . • • 0 Actual Allowable •• • ••' ' ' Moment 5.836 k-ft 19.620 k-ft Max. DM4dtf -.400 in 000000 fb: Bending Stress 6.425 ksi 21.600 ksi Length/[DL•158ff• , 1;316.1 : 1 '•090: fb/Fb 0.297 :1 • • Length/(ptL• � L•Qefl) ;��1.31�.1 : 1 Shear 2.122 k 40.090 k 0900 • ••'•' fv:Shear Stress 0.762 ksi 14.400 ksi 0 0000•• • • 0000• fv/Fv 0.053 :1 00• • ••••" • Force 8� Stress Summary •••• • -These These columns are Dead+Live Load MaceQ ab noted--» •••..: DL LL LL+ST LL •• •LL+ST"•0 Maximum Only Co)Center (5)Center Cants Cants •• Max.M+ 5.84 k-ft 5.84 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 2.12 k 2.12 k Shear @ Right 2.12 k 2.12 k Center Defl. -0.100 in -0.100 0.000 -0.100 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ..:Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.12 2.12 2.12 { k _ Reaction lad Rt 2.12 2.12 2.12 k Fa caldd per Eq.E2-1,K'Ur<Cc F Section Properties HSS8X6X3/16 Depth 8.000 in Weight 15.86 #/ft Web Thick 0.174 in Ixx 43.700 in4 Width 6.000 in lyy 28.200 in4 t Flange Thick 0.174 in Sxx 10.900 in3 Area 4.67 int Syy 9.390 in3 Rt 3.000 in R-xx 3.060 in Values for LRFD Design.... R-yy 2.460 in J 53.700 in4 Zx 13.000 in3 CW 15.80 in6 Zy 10.700 in3 i Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 N.W.971h Avenue,Suite#240 fff777dddddd Tlueshold Inspectors 0947 Doral,Florida?:172 } State Plans Examiner PX 1305 PH:786-336-0881 Fax:786-336-0884 State Building Inspector BN 3318 Email:jtl)engCabellsouth.uet lu vi-ivw.juanfernandezbarquinpe.coin PROJECT NAME A (jJ /,00 ENGINEER DATE (/72 —iC,e PAGE 1. G' • 0000• • • •�• • • 0000• G, S ..• • • • 1 • • • 0000• D / ' • • • • • 00000 / I • • • • • • • 000000 —0694,96 • • ••000: 000 • • C _ a 1. a I =+ C11 D E Xuan Fernand ez-Barquin, P.E. Stmetural Engineers 40114 2520 N W 9711 Avenue,Suite#240 Threshold Inspectors 0947 Doral,Florida 33172 State Plans Examiner PX 1305 PH:786-336-0881 Fax:786-336-0884 State Building Inspector BN 3318 Email:jfbengCUellsouth.net «ww.juaufernandezbarquinpe.com PROJECT NAME UJ /00 4�//�f� t ENGINEER DATE ?� ' � PAGETV I �_• so r o c ll a j } i l U l,'TION SPI FET 1GL+CV'Da lC0 LADA-2(2!.DDC " t Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 NAV.97'h Avenue,Suite#240 Threshold Inspectors 0947 Doral,Florida 33172- Slate Plans Examiner PX 1.05 PH:786-336-0881 Fax:786-336-0884 State Building InspectorBN 3318 Email: jffiengCbellsouth.net %i Nvw.juanfernandezbarquinpe.com PROJECT NAME ` /v(ij (00 1 ENGINEER DATE �� ^ 0 ,PAGE /3... • • • , ••• • • 00 . . r4 1 i i .•••• .. _ Y. h of VX-j I I j� I _�^ � ♦ �' � {'t- x;>FZS':G;Dr -,t:`..:::S.l .J`t Sti[I. 1rG:.t!i�-)-1f;L_P.�i,<t 7C .Juan Fernand ez-Barquin, P.E. Structural Engineers 40114 2520 N.W.971h Avenue,Suite x•240 Threshold Inspectors 0947- Doral,Florida 33172 State Plans Examiner PX 1.05 PH:786-3 36-0881 Fax:786-336-0884 State Building InspectorBN 3318 Email:jfbengfgbellsouth.net Ni,%vw.jIra nfernande7bargWupe-corn PROJECT NAME ENGINEER DATE r � PAGE -- -� Table 1-11 (contMOVd) •• ••••• i I ectan ula H§S •. ;.... Dimensions and P.roparties; • ..... . 000000 HS89WSS8 Axis Y-Y Workable Flat ,;..T)Wo'n • Do*** :. • • Surface Shape / S r Z D9# ;idth •10J• C : ••pr:a 1 in.' in-.3 in. in? in. in. in.4 in3 ft2/ft HSS9x5x5/e 5240 20.8 1.92 25.3 63/16 23/16 128 42.5 2.17 x1/2 45.2 18.1 1.97 21.5 63/4 23/4 109 35.6 2.20 t X3/8 36.8 14.7 2.03 17.1 75/16 35/16 86.9 27.9 2.23 ON 32.0 .12.8 2.05 14.6 75/8 35/a 74.4 23.8 2.25 x1/4 26.6 10.6 2.08 12.0 77/8 37/8 61.2 19.4 2.27 X3/16 20.7 8.28 2.10 9.25 83/16 43/16 46.9 14.8 2.28 HSS9x3x1/2 13.2 8.81 1.17 10.8 63/4• - 40.0 19.7 1.87 x3/8 11.2 7.45 1.21 8.80 .75/16 - 33.1 15.8 1.90 X5/16 9.88 6.59 1.24 7.63 75/8 - 28.9 13.6 1.92 X1/4 8.38 5.59 - 1.27 6.35 77/8 - 24.2 11.3. 1.93 X3/16 6.64 4.42 1.29 4.92 83/16 23/16 18.9 8.66 1.95 HSSNW/6 72.3 24.1 2.27 29.5 53/16 P16 150 46.0' 2.17 �. X1/2 62.5 20.8 2.32 24.9 53/4 33/4 127 38.4 2.20 ! { X3/8 50.6 16.9 2.38 19.8 65/16 45/16 100 30.0 2.23 x5/16 43.8 1 2.40 16.9 65/8 45/8 85.8 25.5 2.25 x1/436.4 P. 9 2.43 13.9 67/8 47/8 70.3 20.8 2.27 X3/16 28.2 2.46 10.7 73/16 53/16 53.7 15.8 2.28 e HSS8x40/8 26.6 13.3. 1.51 16.6 53/16 - 70.3 28.7 1.83 x1/2 23.6 11.8, . 1.56 14.3 53/4 - 61.1 24.4 1.87 x3/8 19.6 9.80 1.61 11.5 65/16 25/16 49.3 19.3 1.90 X5/16 17.2 8.58 1.63 9.91 65/8 25/6 42.6 16.5 1.92 X1/4 14.4 7.21 1.66 8.20 67/8 27/8 35.3 13.6 1.93 X3/16 11.3 5.65 1.69 6.33 73/16 33/16 27.2 10.4 1.95 x1/, 7.90 3.95 1.71 4.36 77/16 37/16 18.7 7.10 1.97 HSS8x3x1/2 11.7 7.81 1.15 9.64 53/4 - 34.3 17.4 1.70 ! X3/9 10.0 6.63 1.20 7.88 61N - 28.5 14.0 1.73' X5/16 8.81 5.87 1.23 6.84 65/8 - 24.9 12.1 1.75 x1/4 7.49 4.99 1.25 5.70 67/e - 20.8 10.0 1.77 X3/16 5.94 3.96 1.28 4.43 73/16 23/16 16.2 7.68 1.78 X1/8 4.20 2.80 1.31 3.07 77/16 27/16 11.3 5.27 1.80 1 I Indicates flat depth or width is too small to establish a workable flat. .1 A UIR Ire rl(nic-T17-cn "In NT 1� I I I o.2aklftiITyyTTTTI11IT11 1 T T T T T � iTT I y Tri 1 iii�ri�o.zakrft i . 21.00 ft •• • :•• . ;••••; • s Mmax=13.22 k-ft i Dmax=-0.9948 in Lmax=2.519 k Rmax=2.519 k Vmax@left=2.519k Vmax@rt=2.519k I i I I I i i I I I ' I I I I I I i i i { I j I Title: Job# t Dsgnr: Date: 11:11AM, 7 JUL 17 CO Description Scope Rev: 580005 Page 1 User:5'01506869,Ver58.0,1-Dec-2003 Steel Beam Design _._.(c)1983-2003 ENERCALC Engineering Software_. __ _ _--._ _�_,___. 101 nw 100th street.ecw:Calculations Description Steel Beam Due to Wind General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section : HSS8X6X1/4 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1 1.00 Center Span 21.00 ft Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL&ST Act Together r a*** Right Cant 0.00 ft • • ...... Lu : Unbraced Length 21.00 ft Minor Axis Bending ! '..' ; ••� Distributed Loads Note!S44•arour Loads Arg YTND L-oagi.. • #1 #2 #3 #4 #5 #6 #7 ' • DL 0.240 •#000 #7 ;...IQ'f� • • LL •,•• • k/ff ••••• ST •••••• . Vft • • Start Location ...... • 000*0 End Location ..... •ft • t • Summary •••Esam 6V '•' Static 4oad CascPGoverns Stress • Using: HSS8X6X1/4 section,Span=21.00ft, Fy=36.Oksi '• • ••• • End Fixity= Pinned-Pinned,Lu 21.00ft, LDF= 1.000 .. Actual Allowable Moment 13.230 k-ft 21.780 k-ft Max.Deflection -0.995 in fb:Bending Stress 13.121 ksi 21.600 ksi Length/DL Defl 253.3 : 1 t fb/Fb 0.607 : 1 Length/(DL+LL Defl) 253.3 : 1 Shear 2.520 k 20.131 k fv:Shear Stress 0.901 ksi 14.400 ksi fv/Fv 0.063 :1, Force &Stress Summary <- These columns are Dead+Live Load placed as noted -» r DL - LL LL+ST LL LL+ST Maximum Only {a7 Center (@ Center a Cants Cants Max.M+ 13.23 k-ft 13.23 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 2.52 k 2.52 k Shear @ Right 2.52 k 2.52 k Center Defl. -0.995 in -0.995 0.000 -0.995 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.52 2.52 2.52 _ k Reaction @ Rt 2.52 2.52 2.52 k Fa calc'd per Eq.E2-2,K*L/r>Cc t Section Properties HSS8X6X1/4 Depth 8.000 in Weight 20.96 #/ft Web Thick 0.233 in Ixx •56.600 in4 Width 6.000 in lyy 36.400 in4 Flange Thick 0.233 in Sxx 14.200 in3 Area 6.17 in2 Syy 12.100 in3 Rt 3.000 in R-xx 3.030 in Values for LRFD Design.... R-yy 2.430 in J 70.300 in4 Zx 16.900 in3 CW 20.80 in6 Zy 13.900 in3 I , I I . I 1 i Juan Fernand ez-Barquin, P..E. Structural Engineers 40114 2520 N.W.97".Avenue,Suite:-240 t !� Threshold Inspectors 0947 Doral,Florida 3172 State Plans Examiner PX 1305 PH:786-336-0881 Fax:786-336-0884 State Building,Inspector BN 3318 Email:jlhengCaUellsouth.net Ni'%cw.juaufernandezbarquinpe.com t PROJECT NAME /V +/G/CJ 6/R 66�T i ENGINEER DATE _��1 PAGEjo • J G a 0 + . A, 711 41 • I� /�- G E _ - C ,( r, t Juan Fernandez-Barquin, P.E. { Structural Engineers 40114 2520 N.W.971h.Avenue,Suite 1;240 Threshold Inspectors 0947 DoraL Florida+3172 lu LU State Plans Examiner PX 1305 PH:786-336-0881 Fax:786-336-0884 State Building Inspector BN.318 - Email:jlhengCbell south.net wNvw•,juanfe.rnandezbarquinpe.com i PROJECT NAME t ENGINEER DATE PAGE 1 o • • • 1 i t r I k - .. � rt7•,pF k ti`r\ca, R.^-{F."iF[?Cr..l tC ,+,<, :i.r,,. Juan Fernandez Barquen, P.E. Structural Engineers 40114 2520 N W 9711 Avenue,Suite;x240 C��17 Threshold Inspectors 0947 Doral,Florida 3172 State Plans Examiner PX 1305 PH:786-336-0881 Fax:786-336-0884 Stale Building InspectorBN 3318. Email:jlbeng@bellsouth.net Ni�ww.j u a n fe r u an d ex ba rq u i n p e.c om PROJECT NAME 0 I /00 6/_,Z _ ( " ENGINEER DATE �T ' ''(9�_,�—PAGE r� 0 ego , ...... es , 1 9° ( i s. c _ .,, L UI{TiArie e� ■• __� k Y_ __�i17Sf 1,.. s � ,.'M+'i.T a.,... x'�'. 3.3.8 KWIK Bolt 3 Expansion Anchor 3.3.8.3.3 Allowable Stress Design for masonry Table 39 - Carbon steel KWIK Bolt 3 allowable loads in grout-filled concrete masonry units' 2,'.4,5,6 Nominal Minimum distance Shear anchor Nominal embedment from edge of block Tension Ib (kN) diameter in. (mm) in. (mm) Ib (kN) Ib (kN) 1-1/8 (29) 4 (102) 150 (0.7) 380 { (1.7) 12 (305) 1/4 4 (102) 2 (51) ' 540 (2.4) 445 1 (2.0) 12 (305) 4 (102) 320 (1.4) 735 (3.3) 1-5/8 (41) 12 (305) 340 (1.5) 940 (4.2) 3/8 4 (102) 1,010 (4.5) 2 1/2 (64) 12 305 780 (3.5) 1,395 •�•( .% 4 (102) 630 (2.8) •830 (3.7 • 2-1/4 (57) 12 (305) 665 (3.0) 1,J65 115 •..;. 1/2 , 4 (102) 905 4.0 ••:1.0 0 (1.1) • • 3-1/2 89 (12 (305) ) 000375 • (106 • • 4 (102) 815 (3.6) -000890 ! (4.0) ••••• 2-3/4 C70) 12 (305) 865 (3.8) jt� • •• } 5/8 4 (102) 1,240 (5.5) • •§70 • (4.3) • �: 4 (102) 12 (305) 1,295 (5.8) 4, 70 (12.3) • 4 (102) - J85 �.•(S.Sr • 3-1/4 (83) 1,035 (4.6) •••.•. 12 (305) ••�3,1t5 ••X13.$1 • 3/4 4 (102) 1,645 (7.3) 825? (3." 4-3/4 (121) 12' (305) 1,710 (7.6) 3r305 (14.7) ) MI t r l W C7 Mortar Joint Figure 6- Installation in grout-filled concrete masonry unit • i i fhc� :.l ,ti` .:n ,`.: ..:.Y'! .WM1 ... .,i.Lr r•`i.... 3,3.-;...,:...n hd'! .' i.- .u. ,. "' ) :.r`;i.Y.. - • _ y .......... oma. r,i I_ann_n7o_Snnn i HJti!Canada)Corn.1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Gull i `