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ACT-13-2025 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-198707 Permit Number: ACT-9-13-2025 Scheduled Inspection Date: October 29,2013 Permit Type: Awnings/Canopies/Tents Inspector: Rodriguez,Jorge Inspection Type: Final Owner: PAZ, EMMANUEL Work Classification: New Job Address: 1291 NE 102 Street Miami Shores, FL 33138- Phone Number (239)565-3103 Parcel Number 1132050200050 Project: <NONE> Contractor: LG FLORIDA AWNINGS Phone: (305)888-4647 Building Department Comments INSTALLATION OF EIGHT AWNINGS Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. October 26,2013 For Inspections please call:{305)762-4949 Page 17 of 46 f Miami Shores Village Building Department SEP 0 9 2013 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: Tel:(305)795.2204 Fax:(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.4949 FBC 20 BUILDING Permit No. ,nJ '6 PERMIT APPLICATION Master Permit No Permit Type: BUILDING ROOFING JOB ADDRESS: 1 2 6)' f-16 l O 2 S-" City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: (i---b2QT-0 20- 0011 Is the Budding Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): G O Ld A.4106- eA Phone#: Address: Q?'9 1 -IJ E (02 ST City: al p a 0 s H 19er-.5 State:.. Zip: Tenant/Lessee Name: Phone#: Email: CONTRAC R:Company Name: h 0 o'er Phone#: T �c� 2 Address: 1 ®,`( oAv-t,000 City: "f A4 _�.eaI m ('0 -State- Qualifier Name: l '�f'tJ If-S Phone# ®�S f competency#: �� State Certification or Registration#. Certificate o C pe y Contact Phone#: `a9 1 01 Email Address: 1 W e j DESIGNER:Architect/Engineer: t e� 1 � 68 de Phone#: `Xq" Value of Work for this Permit:$ �°Cq Square/Lmear Footage of Work: Type of Work: DAddition Alteration ONew ORepair/Replace ODemolition Description of Work: &&(45—A- AAjtj,, PJ a Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ 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 ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDMONERS,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 cert!fted copy of the recorded notice of commencement must be posted at the job site for the first ins ection which occurs seven (7) s after the building permit is issued the erice of such posted notice, the inspec ' will t be app a rea on fee will be charged .� Signatur Signature Owner or ent Contractor The foregoing instrument�w,as acknowledged before me this The foregoing ins rent as acknowledged before me this day of & �A�,2p- by A-�AP"-C. �� °`� day of At)Gp O k` - ,20 t�by l! 1 " who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUB C: NOTARY PUBLIC: r Sign: Sign: SMAM 118W Print: A-f�/9 fl `6bM of i �' 'SM d . 6 Print: .2816 of Commisatl!EE 2055 My Commission Expires: Fe sNe#�285895 My Commission Exp ��'��,...'�� APPROVED BY ®� Plans Examiner Zg Structural Review Clerk (Revised 3 11=012XRevised 07/10107nevised 06110/2009)(Revised 3/15/09) Property Search- Report Page 1 of 2 l MIAMI-DADE COUNTY OFFICE OF THE PROPERTY APPRAISER PROPERTY SEARCH SUMMARY REPORT y Carlos toper-Cantera Property Appraiser Property Information: P Folio 11-3205-020-0050 Property Address 1291 NE 102 ST Owner Name(s) EMMANUEL PAZ Mailing Address 1291 NE 102 ST MIAMI SHORES FL 33138- Primary Zone 1400 SGL FAMILY-3001-3250 SQ Use Code 0001 RESIDENTIAL-SINGLE FAMILY BedsBaths/Half 3/3/0 Floors 2 Living Units 1 Adj.Sq.Footage 2,558 Lot Size 15,312.50 SQ FT Year Built 1926 Full Legal Description 5-6 53 42.35 AC A Aerial photography 2012 MIAMI SHORES SEC 8 REV PB 31- N 41 E125FT TR 186 D Taxable Value Information: LOT SIZE IRREGULAR Assessment Information: Current Previous Previous 2 Current Previous Previous 2 Year 2013 2012 2011 Year 2013 2012 2011 Exemption/ Exemption/ Exemption/ Taxable Taxable Taxable Land Value $279,300 $264,600 $220,500 County $50,000($371,807 $50,000/$364,757 $50,0001$287,203 Building Value $206,277 $216,590 $148,470 School Board $25,000/$396,807 $25,000/$389,757 $25,000/$312,203 Market Value $485,577 $481,190 $368,970 Assessed Value $421,807 $414,757 $337,203 arty $50,000/$371,807 $50,0001$364,757 $50,000/$287,203 Benefits Information: Regional $50,000/$371,807 $50,000/$364,757 $50,000/$287,203 Current Previous Previous 2 Sale Information: Benefit Type 2013 2012 2011 Date Amount OR Book-Page Qualification Code Save Our Assessment 1/2009 $400,000 26732-3164 Sales qualified as a result of Homes Reduction $63,770 $66,433 $31,767 examination of the deed Homestead Exemption $25,000 $25,000 $25,000 Second Exemption $25,000 $25,000 $25,000 Homestead Note:not all benefits are applicable to all Taxable Values lie County, School Board,City,Regional). Disclaimer: The Office of the Property Appraiser and Miami-Dade County are continually editing and updating the tax roll and GIS data to reflect the latest property information and GIS positional accuracy.No warranties,expressed or implied,are provided for data and the positional or thematic accuracy of the data herein,its use,or its interpretation.Although this website is periodically updated,this information may not reflect the data currently on file at Miami-Dade County's systems of record.The Property Appraiser and Miami-Dade County assumes no liability either for any errors,omissions,or inaccuracies in the information provided regardless of the cause of such or for any decision made,action taken,or action not taken by the user in reliance upon any information provided herein.See Miami-Dade County full disclaimer and User Agreement at http://www.miamidade.gov/infbldisclaimer.asp. Property information inquiries,comments,and suggestions email:pawebmail @miamidade.gov GIS inquiries,comments,and suggestions email:gis @miamidade.gov Generated on:Sat Aug 3 2013 http://gisweb.miamidade.gov/PropertySearch/printMap.htm $/3/2013 i I CTQB Construction Trades Qualifying Board BUSINESS CERTIFICATE OF COMPETENCY 06BS00045 LG FLORIDA AWNING CORP D.B.A.: FUEN LUIS A Is certified under the provisions of Chapter 10 of Miami-Dade County VALID FOR CONTRACTING UNTIL 09/30/2014 L 08-23-2012 JEFF ATWATER STATE OF FLORIDA CHIEF FINANCIAL.OFFICER DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE 10/26/2012 EXPIRATION DATE: 10/26/2014 PEEN= FUENTES LUIS A FEIN: 202920092 BUSINESS NAME AND ADDRESS. LG FLORIDA AWNING CORP 326 W 14 ST HIALEAH FL 33010 SCOPES OF BUSINESS OR TRADE: 1- DOOR AND WINDOW INSTALLATION - IMPORTANT Pursuant to Chapter 440 . 06(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation nader this chapter. Pursuant to Chapter 440.06(12) F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed.on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the ragairomedts of this section for issuance of a cortificate. The department shall revoke a certificate at any time for failure of the person named an the certificate to most the requirements of this section. • QUESTIONS? 1850) 413-1609 OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 r I F7'`CI.ASS • :x� a� BLS:POS'€AGE i PAW NO.231 THIS IS NOT A BILL-DO NOT PAY W&AILOCATION mmoplWEWAL 60691z-4 LB FLORIDA AWNING CORP CC. # 06BS00045 325 W 14 ST 33010 HIALEAH OwWR s4qyF6qU AWNING CORP WORKER/S DO 01&6ASMIALTY BUILDING CONTRACTOR 1 BIDS TAX REOWT.R DOS PHUT PERAUT THE HOLDER TO VIOLATE ANY .. REGULA Ut OF THE DO PIOT FORWARD f�UNfY OR OAS NOR DOES fT L9EmpT. THE HOLDER FROM ANY O7IIER PEfBHT OR LIB MIRED BY LAW.THIS 18 W , LG FLORIDA AWNING CORP TfOw LUIS A FUENTES PRES aAY>xefrf 325 W 14 ST VAMMMOECOUMTAX MIAMI FL 33010 09/26/2012 09010166001 000045.00 149 , SEE OTHER SIDE ; . J ' .. "�6°'DeSCriptlQn: The East 125 feet of Tract 186,of REVISED PLAT OF SECTION NO$. OF MIAMI SHORES,according to the plat thereof as recorded--.»-�• Ito Plat Book 31,at Page 41,of the Public Records of Mlamt-Dade a N SCALE: 1"-34' '-Frx,—ir n w Certillw1o: w MOW � Emmanuel Paz - o'ea�aaa UXIAMM eKOW Community Number 1206S2 Not TO Sc" Oro Community Name:VILLAOE OF MIAMI SHORES }h F Panel:0093 NOTI?8 ss„ Q Su14tx:J Icall Campm maraca Or orx n •: •• auWNAIM or TNre Assum T Or w"w"HAVE TO BE MAOS TO Opawn Date of Firm hKlex:9/11/2009 o'z AmccT MIS PRORM. for t 4 C$ -nre Lows sNOWN IreRtON waae NOT AesTRUM FOR wreMEW OR art=aeeowm POSCOICO TNT TM'O c „Q Firm Zone AE P Ors.nWM F=M WW oR OTM w9W4 M"WW r Base Flood Elevation:8.0 OK tVMatNm. AVOUN -WALK WSBSLE AND ANOYC=or IOI[NTS LOCµ}gp. "{ NOT Past or Tire Wa4 -WAROM Rom 70UaDNM AS R LEOEND BOUNDARY SURVEY - MSOW A MWWO ANO/OR MW"=RcPIUWAMN Or M$WWZY WORK PWOMM R/TNS nnO.MONAD DA DRAWN AT A SHOWN SM"AND/OR NOT To !, Date of Field Work:4/20/2011 _ • wOMMATM NOIItNO ON Nm Mff wfi=NOIM J-__.._.. __'_• + ;J Date of Compton:4/21/2011 ••Nor YAO UMM KAM WON TTre WOO SURYSYOR$CAROM UAL. J• ;v:.»• -OD1MONB MW AM ftT AND MEAS W WR=ON"="ft .«. a.SYA=m w ON=An SAM UM R&Y.O.Im umm OTMB"=Nam _ -Tim BOUNDARY SLOW&K4S am PI PAW roR TNS VC 1ff OF the amens FAR 1/?' :•: �.•. NA CO MWAN.TTre CERTOTWWW OO Nor CCCUO TO ANY UNNW W PAOM (WO AW A10 taU ,• , ;r"a �`s: Property Address. '''••Wwlp .1 R ::,r'•Y; ':.Jr?S "'S Ca"W Q A"14 N Na W o� r�BOUNDARY SUM,OZ A N.E.102 STREET Terse AND ao MT RNOrcaswraTwn A AI�1 uNOOI MY MUCOM :s s� rles co1D'uss WITN �1M0I „•tg:;,: ' MIAMI SHORES,FLORIDA 33138 BTATS a< B or LAND WJW4TOq S Dpi Yelo 7 78?RIANBEIr' iki ;;y ,94" 'opiy„: r1.awDA me taros 74 4174V n M RUTUSs. �' adA w«r..:r;r7D air�D1• rv.•«rx«r:::«•«.::::::a::i7 hi »:^«. %:i: i r}:::ri'{:ii:«: .5.. 'J»ilk.-.i1a@fi.AQ°66KiPA1�e?• :r::s;s r 9r0 FOR Tre no M M • �J«.:»•:5•tt�� '� �U�, No.8101 STtii OF r1,6iaDA .. ,7-CY','R�,'Y,:�S•',••M:• µ1Stl�Yrie�slYri►:" •:9SY',•n,''1•ei4i4',1T,'•••.',',•M':}n74ttrYA•«''K•.• •'•A'"•t•�A�•�p�•�y��Y��'.�eiY4YA5eSS9riYYbY. Jna NOT Y/illo AN ttj•`• °`.••',••'t.M1•',•an:.JJ.•;•.'.l:r t117 Jt« .J,;'AYri.,,Y•4,"M,•� OtONAY{IR6 Afar AUTNCNilCA76D :lY: :71:7 I�Mk SJk: AND INB ts ALtO WPOW k N.E.1 :{1t: :^:t.. THC SO114TURC AFO 02nd iNB •:��»� 'r':r:��kiri�:��arti•"�{ Su N RABBI► w�'a .....................................« ......�:«• Survey o.5-6220 �oaseD ,�D MAPren. ' MIGUEL ESPINOSA LAND SURVEYING, INC. 10669 S.W. 190th STREET' X rIT 3210 MIAMI, FLORIDA.331S7 PNONI (3, 262-2992 FA%: (30S) 971-8383 • WWw.SSptnosoI.W.WVeping.00m L.B. 6463 e fr EL wee. + � � 1 b ALLEY GARAGE ELEVATION SOOTNGARAGE ELEVATION b NORTH ELEVATION g (� ��° o Ntame .�Arjesistanrr 4 REGISTERED ISSUED BY 4i�or � F APPLICATION TRI VANTAGE;LLC Date Work PerFormed C. CONCERN NO. 1831 NORTH PARK AVENUE GLEN RAVEN, NC 27217-1100 2/27/2012 F-06901 This is to certify that the materials described below have been flame-retardant treated(or are inherently nonflammable). MOST WANTED FL AWNING INC 9809 NW 80TH AVE STE 9-P FOR HIALEAH GARGENS FL 33016 Certification is hereby made that. (Check"a"or"b") —-- (a)The articles described at the bottom of tins.Certificate have been treated with a flame retardant chemical approved and registered by the State.Fire Marshal and that the application of said chemical was done in. conformance with the law of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used Chem.Reg No. Method of application a (b) r The articles described at the bottom hereof are made from a flame-resistant fabric or material registered and approved by the State Fire Marshal for such use. Trade name of flame-resistant fabric or material used REINFRCD VINYL Reg.No. F-06901 The Flame-Retardant Process Used WILL NOT.Be Removed By Washing TM VANTAGE,LLC STEPHANIE MUMMERT,Q C MANAGER Name ofNoducao Zfa[e I REVISIONS THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND DAW ALL MAIN MEMBERS MUST BE COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. STEEL ASTM A992 GRADE 50 "B" TUBE 1.315 O.D.X 14GA REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED (GALVANIZED GATORSHIELD) WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH(34M/S) AND/OR AS DESIGNATED BY U.S.WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR i• °' 8 DECORATIVE SPEAR TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING °7 "B" SUCH PERIODS OR TIME. J THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC-COVERED a FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. �a Q � 3 U A p� m w C" .G ri " 8+ ALL MAIN MEMBERS MUST BE w a STEEL ASTM A992 GRADE 50 low TUBE 1.315 O.D.X 14GA (GALVANIZED GATORSHIELD) �^ IIB" co V Z E V " A a � B DECORATIVE SPEAR Q o w (, z B s4 11 �� EE DETAIL"A" O" " 11 c" "coo A 0 7� Q ISOMETRIC "C" SEE DETAIL W IL° ° • V >f VALID OM.Y V1ATH WVSE PE VAUDFO (1)PFrq&Y', v Ceti � 4 v ISOMETRIC (REF 98) JIM c hialaw 1/8 18 AWNING SCHEDULE P�# 18 REF QUANTITY WIqDH PROJECTION DROP 1 1 6 2'-8" 2'-5" Ass 2 1 9 2'-6" 3'-6" �.�. 3 1 7 2'-6" 3'-6" ,M TYPICAL WELDING CONNECTION 4 1 8 3'-0" 3'-6" -DE810N UMffE0 T08TE�AY 1 " 1 " -ANY CORFWTMW M IMA RW�VMTEWT DETAIL "A" 6 1 6 2-6" 3-6" OR F`ON� '�'�' SD COFYRKB,T scALE:N.T.s. 7 1 6 2'-6" 3'-6" , E " ,� T IENOVJEER AND SNAGl ROT�FffPRODUC60 W OFTHECERTWY"RiENCdl88t (SFW I O 2 REWSHMS Na DATE EXISTING EXISTING S/8°STUCCO 3/16 STRUCTURAL NOTES CONCRETE WALL 3/16 40 MIN GENERAL NOTES: LINE OF FINISH WALL EDGE DIST ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO a` NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY �'' 3116 U . v DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE �n WORK. J W IL 3f THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE y CL AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO TO DETERMINE ERECTION PROCEDURES AND " EDG 1 1� `$ SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS STEEL ANGLE ASTM A36 DURING ERECTION. L 2 X 2 X 1/4X2"LG z Y DESIGN WIND LOADS: W/(1)KWIK BOLT-3 BY HILTI LINE OF t j a 30 MIN. 3t8 O X 3 MIN.EMBED. FINISH WALL THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C.2010 AND THE INTO CONCRETE FOLLOWING SUPERIMPOSED LOADS. (Ya=3,000 P-s.i.) DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2010 SIDE VIEW FRONT VIEW AND ASCE 7-10. WIND VELOCITY :108 MPH EXPOSURE CATEGORY :D DETAIL 111311 ��11�� GCPI : +/-0.18 KD :0.85 V IMPORTANCE FACTOR :1.00 SCALE:N.T.S. z STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL ] SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, Q FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,THE a AMERICAN INSTITUTE OF STEEL CONSTRUCTION,AISC-ASD, 13TH EDITION, CONCRETE WALL 0 z 2005• EXISTING 5/8"STUCCO ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KS1 OR APPROVAL EQUAL U.N.O. LINE OF FINISH WALL 4"MIN O ALL TUBES TO BE OUTSIDE DIAMETER,GALVANIZED GATORSHIELD,STEEL EDGE DIST / FY=50KSI.OR APPROVAL EQUAL,U.N.O. ALL HOLLOW STRUCTURAL TUBE"HSS"TO BE STEEL ASTM A5W GRADE B, 3/16 FY=46KSI,OR APPROVAL EQUAL,U.N.O. ALL ANCHOR BOLTS SHALL BE KWIK BOLT 111 BY HILT[ U.N.O., WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN " -� Z ACCORDANCE WITH THE TURN-0F-THE-NUT METHOD. 0 WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST 3/16 ° ° 4" IN z 40 RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING STEEL ASTM A36 " EDG DIST 3: (SMAW)SHALL USE E70XX LOW-HYDROGEN ELECTRODES. PLATE 6 X 2 X114 ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN W/(1)KWIK BOLT-3 BY HILTI ACCORDANCE WITH SSPC SPECIFICATIONS. 3"MIN t8"0 3"MIN.EMBED. INTO CONCRETE (f c=3,000 P.s.1.) VALID`T o nx SIDE VIEW DETAIL "C" FRONT VIEW <4 y SCALE:N.T.S._ .am C.Moreno FL P.E#88818 08-23-20'13 _ ASSHQWN J.M. RorE MUM UM TO grMAVMW ' me SD-2 OR ffrWK-0W ViUVM THM OPMAM MID CJLLCUUTWN& IENOPIEERAND8 ROTBEREPROdJOEDW N*UORPARTNflTROUTWF T.mt..,O, I' Of TF�CERTiiYR78 ENOIt�R 2 OF 2 SEP092013 BY: CITY COPYa Miami Shores Village APPROVED BY D ZONING DEPT } BLDG DEPT ' Y SUBJECT TO CGMPLLA C WITH ALL D v STATE AND CCLrN"Y 13UL S AND REGULATnoNS !Engineer, PLLC. Consulting Engineers. 8215 Lake Dr.#6502, Doral, FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.ienaineerallc-.com; E-mail: ivan @ienaineerpllc.com PAGE i/26 COVER SHEET V DATE: August 23, 2013 PROJECT: Awnings ADDRESS: 1291 NE 102nd St, Miami, FL 33138 i CLIENT: This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 26. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning Into service, the In-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 26. e 1"l fl iEngineer PLLC, CA 9119 Juan C. Moreno, F.L Reg. P.E # 818 VALID ONLY FOR ONE(1)PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS,INK MARKS,WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. v !Engineer, PLLC. Consulting Engineers. 8215 Lake Dr.#13502, Doral, FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.ien ineeEplic.com; E-mail: juan @iengineerpiic.com PAGE it/26 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 General Sketch 5 Frame with Length and dead load (self weight) 6 Wind Loads 7 Unity check design 9 Elements' design 10 Load reactions 11 Anchor bolt desing detail "B" 15 Anchor bolt desing detail "C" 21 1/26 CANInd Version 2. 1 . 0 . 6 per ASCE 7-10 Developed by NECA Enterprises, Inc. Copyright 2013 www.mecaentezprises.com Date 8/22/2013 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\Documents and Settings\JUAN M\Desktop\MECAWind\awning monoslope enclosed LRFD.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) = 105.00 mph Structural Category = II Exposure Category = D Natural Frequency = NIA Flexible Structure - No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 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 Slope of Roof = 6 : 12 Slope of Roof(Theta) = 26.57 Deg Ht: Mean Roof Ht - 9.25 ft Type of Roof = Monoslope RHt: Ridge Ht = 10.00 ft Eht: Eave Height = 8.50 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 20.00 ft^ 2 Bldg Length Along Ridge = 6.00 ft Bldg Width Across Ridge= 3.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.00 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 535.47 ft Q: (1/(1+0.63*( (B+Ht)/Lzm)^0.63))^0.5 = 0.97 Gust2: 0.925*( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 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 2/26 eta h L z 01 B B Kh: 2.01* (Ht/Zg)^(2/Alpha) = 1.03 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd - 24.72 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 20.00 ft^2 Reduction Factor based on Roof Area = 1.00 MWFRS-Wall Pressures for Wind Normal to 6 ft wall (Normal to Ridge) Wall CP Pressure Pressure +GCPi (Psf) -GCPi (Psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -14.95 -6.06 Side Walls -0.70 -19.15 -10.26 wall Bleu KZ Kzt qz Press Press Total ft psf +GCPi -GCPi +/-Gcpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 10.00 1.03 1.00 24.72 12.36 21.26 27.31 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location CP +Gcpi(Psf) -GCpi(psf) ----------------------- ------- ---------- ---------- Windward - Min Cp -0.44 -13.69 -4.79 Windward - Max Cp 0.06 -3.19 5.71 Leeward Perp to Ridge -0.60 -17.05 -8.16 Overhang Top (Windward) -0.44 -9.24 -9.24 Overhang Top (Leeward) -0.60 -12.60 -12.60 Overhang (Windward only) 0.80 16.81 16.81 MWFRS-Wall Pressures for Wind Normal to 3 ft wall (Along Ridge) Wall Cp Pressure Pressure +GCpi (Psf) -GCPi (Psf) --------------- ------ ----------- ----------- Leeward Wall -0.30 -10.75 -1.85 Y 3/26 Side Walls -0.70 -19.15 -10.26 Wall Nlen NZ Rzt qz Press Press Total ft pof +GCpi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 10.00 1.03 1.00 24.72 12.36 21.26 23.11 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Ndge Cp Pressure Pressure +GCpi(psf) -GCpi(ps£) --------------------------------- ------ ---------- ---------- 0.0 ft to 4.6 ft -1.30 -31.76 -22.86 ` 4.6 ft to 6.0 ft -0.70 -19.15 -10.26 -0.70 -19.15 -10.26 4/26 MECANind Version 2 . 1 . 0 . 6 ASCE 7-10 Developed by MCA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date : 8/22/2013 Project No. Company Name : Designed By Address Description City Customer Name State Proj Location File Location: C:\Documents and Settings\JOAN M\Desktop\MECANind\awning monoslope enclosed LRFD.wnd Roof not T f ra 3 , shotim ---� n 4a 3 ________-__J 7 15 R * A r a Walls fi� r a Menestoye roof 10<0<=30 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Width of Pressure Coefficient Zone "a" = 3 ft Description Width $pan Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp ps£ psf rafter 2.50 3.00 7.5 1 0.40 -1.30 '16.00 -36.58 rafter 2.50 3.00 7.5 2 0.40 -1.60 16.00 -43.99 WIND LOAD .GENERAL SKETCH 5/26 DEAD LOAD = SELF WEIGHT& MEMBERS' LENGTH 6126 ft ee Very R J �' ft +G 88 ft dr {� 88 ft tk dr .887 ft J WIND LOAD (+Y) 7/26 WIND LOAD (-Y) 8/26 UNITY CHECK DESIGN ELEMENT 9/26 Vj- . 9 . 9 ti0 O '0 9 p9 a o �'rO�sO ii O O� .391 O 0 p Off' 0 Design Group Results Design Group: Steel Beam Z G06 per AISC ASD(2005) Designed As:Pipe 1.315 x 0.083, Material:\SteeMSTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check M002-1 0.6D+0.6W»+Y 4.83 H1-1b 0.56 OK KLz=3.48 ft, KLy=4.83 ft, Lb=4.83 ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft lb lb Ref. Check M002-1 0.6D+0.6W»+Y 0.00 299.16 2735.66 E3-3FB 0.11 OK KLz=3.48 ft, KLy=4.83 ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref. Check M002-1 0.6D+0.6W n+Y 4.83 -114.18 314.80 F8-1 0.36 OK Lbz=4.83 ft, Cb=1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft lb-ft lb-ft Ref. Check M002-1 0.6D+0.6W»+Y 0.00 46.06 314.80 F8-1 0.15 OK Lby=4.83 ft Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref. Check 002-1 D+0.6W D+Y 0.00 -66.65 2885.45 G6-1 2b+StVenant 0.02 OK Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft lb lb Ref. Check M002-1 0.6D+0.6W a+Y 4.83 33.72 2885.45 G6-1,2b+StVenant 0.01 OK 0 N '0.9DL+ 1.OWL (+l) REACTIONS co gtz-- k coftVm k} b' 9 k} by A }y k h� hV 0* 11/26 0.9DL + 1.OWL (+Y) REACTIONS 12/26 (members are not showed for clarity) y QI tiLl-= • • h� -op ryy� U Q ;3 moo o". d. do ii CH£Z8-m • • q (a 9W CH L£Z-=A s U 1.2131-+ 1.OWL.{-Y} REACTIONS 13126 9 V `pt. 4i�aY =50.9 73.8 lb FY=50.9 FY=83.3 b ��. moo• mac. c'� =94.0b FY 102 9 FY=138 Ib _ 0 FY=94.0b =102 b 1.2DL + 1.OWL (-Y) REACTIONS 14/26 (members are not showed for clarity) s • 9 =50FY=63.3 �o J, Q} el—FY a 73.8 lb • 60).9 4�.FY m 63.3 b 9 �� 9 p�. moo• �.s. ° P elh. t9` lb FY 94.0 b � =102 J, =136 w . moo,• Q♦ } FY=94.0 Ib 102 lb 15126 Ind I www.hiltl.us Profis Anchor 2.4.2 Company: IENGINEER,PLLC. Page. 1 Specifier: JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project 1 Pos.No.: Phone I Fax 954 274 24291786 545 7636 Date: 23!08/2013 E-Mail: juangengineerplic com Specifter's comments: 1 Input data Anchor type and diameter, Kwik Bolt 3-CS 318(2) Effective embedment depth: hot=2,000 in.,h.,,,=2,313 in. Material: Carbon Steel Evaluation Service Report ESR-2302 lamed I Valid: 01/0612012101/12F2013 Proof: design method ACI 318/AC193 Stand-off installation. eb=0,000 in.(no stand-off);t=0,250 in. Anchor plate: I,x ly x t=2,000 in.x 2,000 in.x 0,250 in.;(Recommended plate thicicnew.not calculated) Profile: no profile Base material: uncracked concrete,3000,f,=3000 psi;h=8,000 in. Reinforcement tension:condition B,shear:condition B;no sWplementai splitting reinforcement present edge reinforcement none or<No.4 bar Seismic loads(cat C.D,E.or F) no Geometry On.]&Loading pb,in.1b) Z ; Wall anchor bolt , desing detail B , , , , a .Y- A e y IrPA data and msub must be dwdr d for am a t wM the wwv corKmm and for petty! `x > PROFIS An&"(c)201)3.2008 M AG,F49494 Sdwm M 1s a ragWwad Tmdmamk of M AG,Sdmmt 16/26 Wwor.hiltims Profis Anchor 2.4.2 Company: IENGINEER,PLLC. Page: 2 Specifier. JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Pos.No.: Phone I Fax 954 274 24291786 645 7636 Date: 23/08/2013 E-Mail: Juan@lengineerplic oom 2 Load case/Resulting anchor forces Load case:Design loads y Anchor reactions pb] Tension force:(+Tension,-Compression) Anchor Tension fiord Shear force Shear force x Shear force y '1 936 323 16 323 max.concrete compressive strain: 0,38 N] x max.concrete compressive stress: 1638[psi] resulting tension force in(x/y)=(0,00010,000): 936[Ib] resulting compression force in(x/y)=(0,000/-0,863):676 pb] i 3 Tension load Load Nh„pb] capacity#Nn Db] UHIbm ion gem N.J^ Status Steel a 9w 4T70 20 OK Pullout Strength* N/A WA N/A N/A Concrete Breakout Strength** 936 2417 39 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nee =ESR value refer to ICC-ES ESR-2302 0 New a N„a ACI 318-08 Eq.(D-1) Variables n A.A pn.1 fh ls[psq fi 0,05 1 Calculations Nee[Ib] 6 Results Nee N U 6 03� N. ] W 1 IrpW dda and newts MW be dwekad for agreemerd with dm existng aorimons and for pkwsibttyl PROFts ArKW(c)2003.20M HO AO,R-8494 Sdtaen HMI Is a rimed Trademark of Htt A6,Sdean 17/26 www.hild.us Profit:Anchor 2.4.2 Company: IENGINEER,PLLC. Page: 3 Speaer. JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Pos.No.: Phone I Fax 954 274 2429 786 545 7636 Date: 23/08/2013 E-Mail: juan@ler4neerpila com 3.2 concrete Breakout Strength Nab _( )Ww.N%VAN Wap,N Nb ACI 398 08 Eq.(D-4) Nob at Nw ACI 318-08 Eq.(D-1) ANO see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) A* =9 hl ACI 318-08 Eq.(D-6) 1 \ WAN= \1 2 e)s 1,0 ACI 318-08 Eq.(D-9) WeeN=0,7+0,3 C�)s 1,0 ACI 318-08 Eq.(D-11) Ww>N=MAXft 1�ow)51,0 ACI 318-08 Eq.(D-13) Nb =ka x+f by ACI 318-08 Eq.(D-7) Variables hof[in.] em,N[in.] eam[in.] q,,&Cn•] Wa.N 2,000 0,000 0,0U0 4,000 1, Oao Dn.) ke 7 1'a[psi! 3,875 24 3000 Calculations AN.Cn•1 AN.0 Cn•1 a N eo2 N N Nb Db] 36,00 38,00 1, 1, 3718 Results Nab Dbl hero Nd,[Ib) Nue[bl 3r'7$ 0,650 4 7 936 1npLd data and nm is must be duadwd for amt w8h On exiaurg=dtkm end for p uny) PROFIS A (c)20032009 HBtl AG.FL-8494 Sduaan M fs a reg%Umw Tradmra k of HH AG,8duamt 18/28 www.hl[U.us Profls Anchor 2A.2 Company: IENGINEER,PLLC. Page: 4 Specifier. JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Pa.No.: Phone 1 Fax 954 274 24291786 645 7636 Date: 23AM013 E-Mail: juan@lengineerpfic.com 4 Shear load Load V1e Vbl Capacity tVn Dbl Utilization =Vm/}Vp Status Steel 2905 12 OK Steel failure(with[ever arm)• NIA NIA NIA NIA P gout Strength'" 323 2603 13 OK Concrete edge failure in direction x-'* 323 4288 8 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-2302 �Vowel a Va ACI 318-06 Eq.(D-2) Variables n Aeev M•2] f„m[Psi] 1 0,06 1 Calculations Ve,[lb] 4470 Results V8e(ib1 t Vee Db1 Vo,[Ib1 4470 0'aw 2905 3'2 4.2 Pryout Strength V. =k.[ AN. Weave Waw Wop.N Nb] ACI 318-08 Eq.(D-30) Va,z V. ACI 318-08 Eq.(D-2) AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AHco =9�2et ACI 318-08 Eq.(D-6) 1 Wec w= 11 2 / 51,0 ACI 318-08 Eq.(D-9) TF W,d,N=0,7+0,3( ):s 1,0 ACI 318-08 Eq.(D-11) WcP.w=MAX ,1 51,0 ACI 318-08 Eq.(D-13) one Nb =kc A,f h:P ACI 318-08 Eq.(D-7) Variables kou her On.) em N[In.] eczN M•] cam,on.] 0,000 0, 4,000— N cac on.) kQ X 4 M 3,876 24 1 3DDO Calculations AN.Dn•21 A"[ice 21 O N eo2 N N Nb[Ib1 36,00 36, 1, 1,000 1,000 1, 3718 i Results V Pb) 0 Vco Pb1 Vae[Ib] 3718 ,7 — 1�31 3 bV44 data and MW b WORM be docked for aged wBh dw wdsft=WiBafa end for p yl PROMS A (c)WD3-2W9 HBO AG,F48494 Schaen HN Is a reaMwed Trademark of H W AG.$dww 19126 www.hlltl.us Prolls Anchor 2.4.2 Company: IENGINEER,PLLC. Page. 5 Specifier. JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project 1 Pos.No.: Phone 1 Fax 954 274 24291786 545 7636 Date: 23!08!2013 E-Mall: juan@WQineerpIIG.com 4.3 Concrete edge failure In direction x- Ve, =(L ureav WV WV WP.WV Vb ACI 318-08 Eq.(D-21) 0 Vd,a Vue ACI 318-08 Eq.(D-2) Ave see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Awo =4,5 4, ACI 318-08 Eq.(D-23) ' 1 WeCv=�1 51,0 ACI 318-08 Eq.(D-26) yred v=0,,7+0,3k1 �}51,0 ACI 318-08 Eq.(D-28) �rkv = 1'Paf a 110 ACI 318-08 Eq.(D-29) Vb =(7(6;)02 qde)A-ff.cv ACI 318-08 Eq.(D-24) Variables cal[in.) c62[In.) aw on.) v he Cn.) 4, 4,000 0, 1, Ie Cn.) x da[In.) v 2, 1 ,375 2, Calculations Av.Gn.21 Avoo Un.1 v eav b y Vb nb) 60,00 72, 1,000 1,000 1,000 2625 Results Vab[lb) Var[Ib) Vue[lb] 8126 m 4' y2y 6 Combined tension and shear loads � 7 0,24 513 Utilization t3ary r/0) K Status 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.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 Ioadingl • Condition A applies when supplementary reinforcement is used.The m 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 ACI318 or the relevant standardl Fastening meets the design criterial land data era rests must be dadced for agreement V t to ara fa p Idyl PROFIS Ate(c)202=Hffd AG,FL-8484 Sdaan K01s a rem Trademark of Hdd AG,Sdwmt 20/26 :5'"'3 www.hilti.us Proft Anchor 2A,2 Company. IENGINEER,PLLC. Page: 6 Specifier. JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Projed I Pos.No.: Phone I Fax: 954 274 2429(786 545 7636 Date: 23108/2013 E-Mail: juan@ienginewrplic oom 7 Installatlon data Anchor Plate,steel:- Anchor type and diameter:Kwik Bolt 3-CS,3/8(2) Profile:no profile;0,000 x 0,000 x 0,000 in. Installation torque-240,000 in.ib Hole diameter in the tihchm.dr=0,438 in. Hole diameter in the base material:0,375 in. Plate thickness(input):0,250 in. Hole depth in the base material:2,625 In. Recommended plate thicimess:not calculated Minimum thickness of the base material:5,000 In. Cleaning:Manual cleaning of the drilled tole according to instructions for use Is required. Y 1,000 1,000 r x 1,000 1,000 Coordinates Anchor In. Anchor x 1 0,000 ,y ,0 400 - 71,000 c Input dam art nitrite mast be&*CMd for amt whh d»eds*V co KMm and ror 0ausibftf PROFIS Arsdw(c)2003.20x9 HIS AG,FL-9494 Sdmn M tS a raglstered Tradmnwk of Mld AG,Sdsw 21/26 www.hlitl.us Profis Anchor 2.4.2 Company: [ENGINEER,PLLC. Page. 1 Specifier: JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Pos.No.: Phone I Fax: 964 274 2429 786 645 7636 Date: 2310812013 E-Mail: juar@iepginwrpiic.corn specmer's comments: 1 Input data Anchor type and diameter: Kwik Bolt 3.CS 318(2) ! Effective embedment depth: h f=2,000 In.,h„m„=2,313 in. Material: Carbon Steel Evaluation Service Report ESR-2302 Issued I Valid: 01106/2012101/1212013 Proof design method ACI 318/AC193 Stand-off installation: eb=0,000 In.(no stand-off);t=0,250 In. Anchor plate: Ix x Ir x t=6,000 In.x 2,000 in.x 0,250 in.;(Recommended plate thicicnew.not calculated) Profile: no prom Base material: uncracked concrete,3000,f,=3000 psi;h=8,000 in. Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present edge reinforcement none or<No.4 bar Seismic loads(cat C,D,E,or F) no Geometry 0m)&Loading pb,In.1b] Z; Wall anchor bolt desing detail C , 9t Ci�lo A _ � o , 0,25 j 1, :.^.�`.• J \\ \ x Input data and mwb must be dammed for MIdi161e a OINIdif�B and fa'pbntyl PROFIS A (c)20032009 M AG,FL-9484 SGaam FOI Is a registered Trams of M AG,Sdu mt 22/26 7M tz 111111111 www.htitl.us Profit Anchor 2A.2 Company: IENGINEER,PLLC. Page: 2 Specifier. JUAN C.MORENO Project: Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Pos.No.: Phone i Fax 954 274 2429 786 545 7638 Date: ?3/08/2013 E-Mail: juan@ia4neerpk.com 2 Load case/Resuldng anchor forces Load case:Design loads Anchor reactions 0161 Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 7 3-- 119 9 11 2 173 119 9 119 2 T n 1 Max.concrete compressive strain: -[mil max.concrete compressive stress: -[psi] resulting tension force In(x/y)=(0,000 10,000): 345[Ibj resulting compression force in(#y)=(0,000/0,000):0[lb] 3 Tension load Load Nee 0b1 capacity 4Na 0bl Utittzation 8H=Nrw4No Status Steel Eftngth In 770 4 OK Pullout Strength* WA N/A WA N/A Concrete Breakout Strength"* 345 4028 9 OK *anchor having to highest loading **anchw group(anchors in tension) 3.1 Steal Strength Nee =ESR value refer to ICC-ES ESR-2302 0 Now z N1s ACI 318-08 Eq.(D-1) Variables n Ax Pn 2l futa[w] 06 106wo Calculations Nee Dbl 6360 Results Nee[115] 4Www Nee[Ibl N,w nbl 0,750 4770 17 lW dde 8W rewBfA must be dredced forWeemefflwUh ere eAswv ww r«pe i PROFIS Ar>awr(c)2 HU AG FL-9484 Sdmm HIM is a registered Trademark of HIM AG,Sch um 23/26 vwawAIIIIl.us Proft Anchor 2.4.2 Company: IENGINEER,PLLC. Pte: 3 Specifier. JUAN C.MORENO "ac Address: 9920 NW 44TH TER.#306 ORAL FL 33178 Sub-Project I Pos.No.: Phone I Fax 954 274 24291786 545 7636 Date: 23/08/2013 E-Mail: juan@kmonsooe.com 3.2 Concrete Breakout Strength �a =`��WM.N Wed.N WaN W p N Nb ACI 318-08 Eq.(D-5) �NC,a t N,, ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D42.1,Fig.RD.5.2.1(b) ANO =94 1 ACI 318-08 Eq.(D-6) ` yrec,N =(1 2 ew)s 1,0 ACI 318-08 Eq.(D-9) WedN =0,7+0,3 t1�-5h—" s 1,0 ACI 318-08 Eq.(D-11) Nw.N °MAX ,1'��/s 1,0 ACI 318-08 Eq.(D-13) b =kc R c by ACI 318-08 Eq.(D-7) Variables her fin.) ee1,14 on.] eez,N[in.) c.,ft[In.] 2, 0,000 0,Uuu 4,000 1,000 c.,M•] ke I✓c IMI 3,875 24 1 3000 Calculations ANc M 21 ANeo Cn.1 WWN W002IN Nb f1b] 60, 36,00 ,000 1,000 1, 1, 318 Results %6197 U,mu Vb] � ece 4a1 Ub] Ntm[1b] IrpA daM and mwb nit be dwdwd for aWswasM wM dt wdsnre mdtkm and rag�j PROFIS Andw(c)2008.2008 Hdd AG.FL-8494 Schean Hdd is a regwm-ed Trademmk or Hod AGi Sdman 24/26 www.blm.us Proft Anchor 2.4.2 Company: (ENGINEER,PLLC. Page. 4 Specifier. JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Pos.No.: Phone I Fax. 954 274 24291786 545 7636 Date: 23/08/2013 E-Mail: juan@iengineerole.com 4 Shear load Load Vw pb] Capacity#Vn nb] Utifizo n m vo,l Va Status 119 2905 5 OK Steel failure(with lever arm)* WA WA WA WA Prllout Strength** 238 4338 6 OK Concrete edge failure in direction x-** 237 4288 6 OK *anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V,, =ESR value refer to ICC-ES ESR-2302 �Vdew x V,B ACI 318-08 Eq.(D-2) Variables n Aaev on.1 fine W 1 0,06 1 calculations Vw[Ib} 44 Results Vsa nb] _ 410rod Vs.Obi Vua[Ibl 4470 0,650 2905 119 4.2 Pryout Strength Va,9 =k.[( m W.%N W-N Wc,N Wcp,N Nb, ACI 318-08 Eq.(D31) V-N Z V. ACI 318-08 Eq.(D-2) AN� see ACI 318-08,Pad D.5.2.1,Fig.RD.5.2.1(b) ANO =9 h2f ACI 318-08 Eq.(D-6) (—, 'WecN j 51,0 ACI 318-08 Eq.0 7+0,3(//caift f 51,0 ACI 318-08 Eq.(D-11) Waa.N =MAX( ,1' c�)51,0 ACI 318-08 Eq.(D-13) Nb =ko b f.hj? ACI 318-08 Eq.(D-7) Variables On.] e°'0 ] ec2.N on.] ca4 on.] 2, 00 qN c.,pn•1 kc 1, 3,875 24 1 3000 Calculations AN.fin.21 ANN on•21 eat Nb Ob) 60, ,00 1, 1, 1,000 1,000 3718 Results Vew 0b] V Dbl Vua Pbl 6197 U,fuu 4UM 238 Irk data and rest must be&Odced for aWeanent xedc ere exfp moos and for&u9bftj PROMS Andes(c)2003Y2"HN AG,FL-8484$down HAM N a reWsUx d Traremmkaf HRI AG,Sdan 25/26 www.hllti.us Profis Anchor 2.4.2 Company: (ENGINEER,PLLC. Page; 5 Specifier. JUAN C.MORENO Project: Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Pos.No.: Phone I Fax. 954 274 24291786 545 7636 Date: 23/08/2013 E-Mail: juan@iengineerplic.com 4.3 Concrete edge failure In direction x- Vim° -\moo!Wecv WOW WaV Wn v Waffieaer,V Vb ACI 318-08 Eq.(D-22) 0 VdQ a V. ACI 318-08 Eq.(D-2) Av, see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avoo =4,5 cel ACI 318-08 Eq.(D-23) 1 Weo,V = \1 2e 151,0 ACI 318-08 Eq.(D-26) Wedv =0,7+0,3C1 5f!s 1,0 ACI 318-08 Eq.(D-28) Wbv = a 1,0 ACI 318-08 Eq.(D-29) _ ( oa Vb -(7\d Nda) co ACI 318.08 Eq.(D-24) Variables cer on.) ce2[n•) ew pn•] av he on.] 4,000 4, 0,000 1,400 Ie Cn•] 76 de{In.1 fo( � ,V 2' U'315 2000 calculations Ave[In.1 Avon Cn.� v v v Vb Pb] 60,E 72,00 1, 1, 1,000 2625 Results 61V pb) [1b) V,e Pb] 25 �7 4 7 5 Combined tension and shear loads ON v Utilization ky Cie1 Status 0,086 0,055 513 3 OK PNV +fl�—1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are rot 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 cp factor is Increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is rot used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturers product literature for cleaning and Installation Instructions. • Cheldng the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standardl Fastening meets the design criteria! PROFlS Artdtor(c)2QO320�Hill AG,FL 9484 s HMI Is a read Trademark of HN AG,Sdmen 26/26 WWWAIM.us Profit Anchor 2.4.2 Company: [ENGINEER,PLLC. Pte. 6 Specifier. JUAN C.MORENO Project Address: 9920 NW 44TH TER.#306 DORAL FL 33178 Sub-Project I Poe.No.: Phone I Fax 954 274 2429 1 786 545 7636 Date: 23/08/2013 E-Mail: juan@iengineerpkcom 7 Installation data Anchor plate,steel:- Anchor type and diameter.Kwik Bolt 3-CS,3/8(2) Profile:no profile;0,000 x 0,000 x 0,000 in. Installation torque:240,000 in.ib Hole diameter in the fixture:df=0,438 in. Hole diameter in the base material:0,375 in. Plate thickness(input):0,250 in. Hole depth in the base material:2,625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5,000 in. Cleaning:Manual cleaning of the drilled hole according to Instructions for use is required. Y 3,000 3,000 2 1,000 4,000 1,000 Coordinates Anchor in. Anchor x y c.X c,.x c c 1 - 4"Doo - 2 -2,000 0,000 4,000 - 4,000 - Input deft tnti results mgt be dredW for amt wdh the mds*v co XW"and fa*wWW PROFlS Anchor(c)2=2008 H16 AG,FL 9484 Sd�n HIM Is a re&Wred Trtftmedc of M AG,Sdman