Loading...
ACT-11-1235Miami. Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 77 73 a • °_wa p E 1 211 B Y: Permit No -r 11 Master Permit No. Permit Type: BUILDING ROOFING OWNER: Name (Fee Simple Titleholder): A�Q-y U%11V �QS1T1� Phone#: 305 • 811 . 4054 Address: 11 300 NE (St C.otJ0 i i'i City: M1 PHI s{+oeeS state: EL zip: 33IG Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: 4 CO Me. Se-COIZ AV G* ileaC City: Miami Shores County: Miami Dade Folio/Parcel #: 11 — 0,\ 3 lo 0 0 0- 00 60 Ls the Building Historically Designated: Yes ADS Ce4t- Zip: 33) 6 NO �l Flood Zone: CONTRACTOR: Company Name: ` ..1— e.. A (1g Address: 5 lag mu ( (14- Lii 1 City: ink 1�tYl 1 State: I l Qualifier Name: F-,ne: .(mecdi Cj Phone #: O5 50941 a Zip: 330 Phone #:30 5 501 41 a,gi State Certification or Registration #: Certificate of Competency #: Contact Phone #: 3 O 5 5Q71 41 3 Email Address: c -s(l1' ®Q O 1 ( co} • CO/Y-1 DESIGNER: Architect/Engineer: MI 1 calb Cis. , ?r El .a (1 �'_ • Phone#: �Q Value of Work for this Permit: $ 1.6 0 0 Square/Linear Footage of Work: lo • to bJ 1. _Ilk Type of Work: ❑Addition UAlteration Description of Wo k: or 9jrniro‹Loirn New ORepair/Replace ODemolition q1 s.s **** * *** * * ** ** * ***a:******* ** * * * ** :***** Fees *****:x ********:x**** * * ** *****:x:x:x** ******* *** x Submittal Fee $ Permit Fee $ /10 o CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ 1 ) 9:10 Bowling 'ct apany's Name (if applicable) Bondin .,ompany'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 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 n of comment ' ent must be posted at the job site for the first inspection which occurs seven (7) days after the building permit ed. In th sence of such posted notice, the inspection will not be approved a ' a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this /6 day of ikAte , 201! , by ) (341,Ge-L l 5, who is personally known to me or who has produced Signature Con a . ctor The foregoing instrument was acknowledged before me this l c/ day of �� , 20 1 t , by Esner" r'` e &4 who is s ersonallv known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY P ' : LIC: Sign: r Print: ek z 7 My Commission Expir APPROVED BY o. Notary Public State of Florida `f' Cheryl Beide Gerber My Commies on DD988126 cF �d Expires 05/08/2014 '` 1 ei Cr ;2—if / Plans Examiner NOTARY PUBLIC: My Commission Expires: ,vs( ;:ar,, MARGARITA MORALES MY COMMISSION # DD 828151 EXPIRES: September 27, 2013 ° Bonded fin, Bud Nom Wen e Zoning Structural Review Clerk (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) SEE OTHER SIDE DO NOT FORWARD SUPREME AWNINGS CORP ESNER GARMENDIA PRES P 0 BOX 172252 HIALEAH FL 33017 STATE OF FLORIDA DS'ARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS COMPENSATION CONSTRUCTION ISMS-TRY CERTIFICATE OF ELECTION To BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW EFFECTIVE 10/11/2010 EXPIRATION DATE: 10/10/2012 PERSON ESNER GARMENDIA FEIN 562571186 BUSINESS NAME AND ADDRESS: SUPREME AWNINGS CORPORATION 5129 NW 194 IN MIAMI, FL 33055 SCOPE OF BUSINESS OR TRADE T- SALES 2- INSTALLATION SERVICES 3- PORT -POTTY RENT /AGGREGATE HAUL +�...r..tE]I,1R"k" CERTIFICATE OF LIABILITY INSURANCE DATE (MMIDDIYYYY) 06/15/11 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: lithe certificate holder Is an ADDITIONAL INSURED, the pollcy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Procom Insurance Underwriters 4909 SW 74th Ct. Miami, FL 33155 Phone (305)740 -4460 Fax (305)740 -4469 CONTACT NAME: ISIDRO L. GUIU.AMA No. Ext): (305) 740.4460- ADDDRESS PRODUCER CUSTOMER ID #: 1(AJC, Nor INSURED SUPREME AWNINGS CORPORATION 5129 NW 194 Lane Miami, FL 33055- 305 COVERAGES INSURER(S) AFFORDING COVERAGE INSURER A: ACCIDENT INSURANCE UNDERWRITERS COR MC 9 INSURER B: INSURER C: INSURER D : INSURER E: INSURER F: CERTIFICATE NUMBER: • THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. F' TYPE OF INSURANCE GENERAL LIABILITY ® COMMERCIAL GENERAL LIABUJTY ■ ❑ CLAIMS -MADE © OCCUR wi 1000 PD DED II ITIH 1, � : �,: ! POLICY NUMBER ° w MM1DD INU ., P MMfDO LIMITS AGL9001614 09/2B12010 09/22/2011 EACH OCCURRENCE $ 1,000,000 • PREMISES Ea oocmrenCe $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,-000,000 • GENERAL AGGREGATE $ 1,000,000 GENT AGGREGATE UTAH-APPLIES PER III POLICY • PRO- ❑ Lac PRODUCTS - COMP/OP AGG $ 1,000,000 $ AUTOMOBILE LU DII.I Y In ANYAUtO ALL OWNED AUTOS 111 SCHEDULED AUTOS • HIREDAUTOS NI NON -OWNED AUTOS • • COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per madden t $ PROPERTY DAMAGE (Per acddent) $ $ $ • UMBRELLALIAB • OCCUR II EXCESSLIAB ❑ CLAMS -MADE EACH OCCURRENCE $ AGGREGATE $ • DEDUCTIBLE RETENTION $ $ $ WORKERS COMPENSATION AND EMPLOYERS' U U IUTY y 1 ANY PROPRIETOR/PARTNER/EXECUTIVE EER/EXXECUTIVE OFFICERIMIn ( NIA WC STATU- OTH- RY LI Ir E EL EACH ACCENT $ NH) dyes, describe under DESORPTION OF OPERATIONS below E.L DISEASE -EA EMPLOYE $ E.L. DISEASE - POLICY LIMIT $ ■ ■1 (Attach ACORD 101, Addltlonal Remarks Schedule, if more space Is required) DESCRIPTION OF OPERATIONS 1 LOCATIONS 1 VEHICLES INSTALATION AND SERVICE OF AWNINGS CERTIFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE 10050 NE 2 AVENUE MIAMI SHORES, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED„' ENTATIVE 1 ISIDRO uT - • " I.!I4I ACORD 25 (2009/09) QF ©1988- _:a +09 ACORD CORPORATION. All rights reserved. The AC ! ° D name and logo are registered marks of ACORD X X X X X X X X X X X X X X X X X X X MIAMI -DADE COUNTY TAX COLLECTOR 140 W. Flagler Street Miami, Florida 33130 Please keep your receipt for future reference. Thank you and have a nice day. 7/5/2011 1300/227/001IRAR 0042 -0001 Last Seq. #:0001 WI LBT #:11 605416 -7 Local Business Tax $37.50 CK ,CHANGE $37.50 $0.00 MIAMI -DADE COUNTY TAX COLLECTOR LOCAL BUSINESS TAX SECTION 140 W. Flagler St. - 1st Floor Miami, Florida 33130 TEMPORARY RECEIPT 2011 -2012 MUNICIPAL CONTRACTOR TAX Local Business Tax #:11605416 -7 State /CC #:06BS00620 Issued to: SUPREME AWNINGS CORP Type of Business: SPECIALTY BUILDING CONTRACTOR ESTRICTED TO MIAMI SHORES THIS 'ECEIPT IS ISSUED AS EVIDENCE OF PAYMENT FOR YOUR LOCAL BUSINESS TAX OR PERMIT. YOUR OFFICIAL RECEIPT WILL BE MAILED TO YOU WITHIN 10 DAYS FROM THE VALIDATION DATE ON THIS RECEIPT. Payment Received as Certified Above Miami -Dade County Tax Collector #. PERMIT • I 1, 5r) Miami Shores Viiiage Building Department RECEIPT DATE: 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 gig Ned Contractor ❑ owner ❑ Architect / Picked up 2 sets of plans and other C9�') 4 `_ - p p t Address: I 4r, - Cl From the building department •n this •ate in order to ha - corrections done to plans And /or get County stamps. I ndersta d that the plan • - : d to be brought back to Miami Shores Village Building Dep . rtment to continue per process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: L 1 L---e...---SA--______ PERMIT CLERK INITIAL: `T-e) vrtizsi �� Permit No: 11 -1235 Job Name: July 16, 2011 Miami Shores Village Building Department Building Critique Sheet 1) Provide approval from Miami dade County Fire 2) Provide approval from Miami Dade County DERM. 3) Top of foundation must be a minimum of 8' below finish grade. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Plan review is not complete, when all items above are corrected, we will doa 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. Norman Bruhn CBO 305 - 795 -2204 1 Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. ACT -7 -11 -1235 Issue Date: Not Issued ae Expires:Not Issued Folio Number:1121360010160 -23 Owner's Name: BARRY UNIVERSITY Job Address: 11300 2 Avenue Suite: Health & Sports Miami Shores, FL 33138 -0000 Owner's Phone: Total Square Feet: Total Job Valuation: 0 $ 1,600.00 Contractor(s) SUPREME AWNINGS CORP Phone Primary Contractor (305)527 -4132 Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 7/12/2011: Yes Comments: 07/19/2011 14:11 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 1584 RECIPIENT ADDRESS 93056752834 DESTINATION ID ST. TIME 07/19 14:10 TIME USE 00'41 PAGES SENT 1 RESULT OK Permit No: 11 -1235 Job Name: July 16, 2011 Miami Shores Village Building Department Building Critique Sheet 1) Provide approval from Miami dade County Fire 2) Provide approval from Miami Dade County DERM. 3) Top of foundation must be a minimum of g' below finish grade. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Plan review is not complete, when all items above are corrected, we will doa 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. Norman Bruhn CBO 305 -795 -2204 1 Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Parcel Number Applicant 11300 NE 2 Avenue Number: Health & Sport: 1121360010160 -23 Miami Shores, FL 33138 -0000 Block: Lot: BARRY UNIVERSITY INC Owner Information Address 11300 NE 2 Avenue MIAMI SHORES FL 33161 -6628 Phone Cell Contractor(s) SUPREME AWNINGS CORP Phone (305)527 -4132 CeII Phone Valuation: $ 1,600.00 Total Sq Feet: 0 Approved: Yes Comments: Date Approved: 7/12/2011: Yes Date Denied: Type of Work: AWNING Classification: Commercial Code Comments: : Code Denied: Additional Info: Color Approved: In Review: Yes Code Approved: : Yes Scanning: 4 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee Scanning Fee Technology Fee Total: Amount $1.20 $2.25 $2.25 $0.40 $150.00 $12.00 $1.60 $169.70 Pay Date Pay Type Invoice # ACT -7 -11 -41427 07/11/2011 Check #: 1316 $ 50.00 $ 119.70 08/03/2011 Check #: 1319 $ 119.70 $ 0.00 Amt Paid Amt Due Available Inspections: Inspection Type: Final Foundation In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore, I authorize the above -named contractor to do the work stated. August 03, 2011 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Date August 03, 2011 1 2c( [ 002tZPC NOTE: ALL SHEET MUST BE REVIEWED MIAMI -DADE COUNTY BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175 -2474 • (786) 315 -2100 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI -DADE FIRE RESCUE AND /OR DEPARMENT OF ENVIRONMENTAL RESOURCES MANAGEMENT MUNICIPAL PROCESS NUMBER HERE LOCATION OF IMPROVEMENTS y j/PROVIDE Job Address C I"3 09 l e 2' X 1 CONTRACTOR INFORMATION Contractor No. Last four (4) digits of Qualifier No. " Folio Contractor Name SV Y e J (J}g47 Lot Block Qualifier Name '' n e I - Subdivision PBpg Address CI t)-11 h )A-, 1 y / 1-1-2 Metes and bounds City ] r4V1 ) Stated —Zip - 0j TYPE OF IMPROVEMENTS X New Construction on Vacant Land [ ] Alteration Interior [ ] Alteration Exterior [ 1 Relocation of Structure [ ] Enclosure [ ]Repair [ ] Repair Due to Fire [ ] Demolish [ ] Shell Only [ ] Addition Attached [ ] Addition Detached [ ] Re -Roof [ ] Foundation Only rrpnt use of property VVIA ov VeN yi) V S, 1 De cription of Work f %ar () t7�') �d7/ tray " V ,J Sq. Ft. �. Floors jU,nits Value of Work tY PO- PERMIT TYPE [ MBLD* 1 Category REVIEW STATUS [ ] Chg. Contractor [ ] Re -Issue [ ] Re -Stamp [ ] Revision [ ] Not Applicable for Fire OWNER'S NAME Owner 5q 4 Y' Y� v Y7v S Address ) 1 3 ®P v1C 2 A [ ] MELE City " 14 AP State`FL Zip 3 -1 ) 11' [ ] MLPG Phone [ ] MMEC Last four (4) digits of Owner's Social Security No. [)(] FIRE PERSON TO PICK UP PLANS Name �`$ v7 CV alV'°"'11 4'1 a 1�� ARCHITECT / ENGINEER /`� Owner dvl 1 `'�10 W 11—� Address 5) t)".°41 `1 9^"' 1 \ (dr") Address 1 X- C \� ' gi City Ai ) 79-K4 1 State I- L Zip ` '2 S City' ` c4 , State LZip 33 (�° Phone Q, Sa.* '� I) ,(�' Phone 3 ' 0 .7 `) L -3 Z c FIRE SPECIAL REQUEST PLAN REVIEW (SRI) I am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible at the rate of $190 for the first hour and $65 per each additional hour in addition to the review fees. Minimum charge one -hour. 1 ' Request: Date: 2 "d Request: Date: 3'd Request: Date: DERM OPTIONAL PLAN REVIEW (OPR) I am requesting Optional Plan Review (OPR) to be scheduled as soon as possible at the rate of $75 for each discipline. Additional review fees may apply. 1 st Request: Date: 2"d Request: Date: 3'd Request: Date: 123_01-192 12/09 BUILDING PERMIT CATEGORIES CATEGORY DESCRIPTION PERMIT TYPE BUILDING 01 GENERAL BUILDING - COMMERCIAL MBLD 02 SUB - GENERAL BUILDING- RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 55 SWIMMING POOL MBLD 56 TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK -IN COOLER MBLD 91 MARINAS MBLD 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD 95 SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF MBLD 0110 WATER MAIN MBLD 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS /STATE MLPG MECHANICAL 09 ABOVE/BELOW GROUND TANKS /PUMPS & POLLUTANT STORAGE SYSTEM MMEC 38 COMMERCIAL HOODS MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE e MATCH LINE SHHEy 10 .•_, 8., C.B.s. BASEBALL FIELD NANO MOD.N.,11 • a• RYMNs uMiR MEMMOmmloal ARRY UNIVERSITY TOU9SAINT & ASSOOIA1tS. INC. HIC SUCCOR RN N8. 16 ON NOM CYO. FORM RINI SCALD I • - p. NA MR FS OM A M4 INNS NOR° 1. • OM NO. IOC MC N& Rh ON RI441.01 SHEET 10 OF 16 TOPOGRAPHIC SURVEY R-aro RY 64.11•93 m mm WAX SW It OP NORTH MIAMI AVENUE CORRIDOR IN VINIOITY OF KARAT UNIVERSITY MIAMI SHORES FLORIDA nivsinissinwswtusinrwini lmetritli v vow mgmvT <tpi_AgrIpiflcquiirimmiwymvniwymmeifiq inuniaa..i. . 1.11.1 I '1A1 ► Ltu[" 1'l ' ilui'Pi VI 1.1 '.L)A ( u'' u Ant atllA llililAu1,Y(Y1171(aLl(WIYA certificate of jftame 3aettance REGISTERED APPUCATION CONCERN No. ISSUED BY tHERO Ui.. 1 T . {�- PRO a.' f. t!.: i 3. P.1. . PO BOX 43E pr' i ? EMtGSV b'LLE A Dote Work Performed _. %•)i� >0— •_'li;J tom} "+ This is to certify that the materials described on the reverse side hereof have been flame - retardant treated (or are inherently nonflamable). FOR TRI VANTAGE; LLC CITY CLEVELAND AT 2937 WEST 25th STREET STATE OHIO 44113 Certification is hereby made that: (Check "a" or "b ") (a) The articles described at the bottom of this 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 (b) 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 Rai i }.0` :: I i'`;'..Reg. No. :..,;;; The flame Retardant Process Used W.UC -,. NO*, Be Removed By Washing (will or will not) r: 4 ER C JOHN Nome of Production Superintendent gy ST EPHA,N : E M i";t"1EP'i`, Tide 44T It �11L ATATAT1t1MPT5T.T71. MPITI.IIT TItTATRIA :,, TITI_I r1C;1. TJtT7iT1tT1�tT1�T1It1(T7� jI�T1 ItTIJATclltnt We hereby certify this to be a true copy of the original "CERTIFICATE OF FLAME RESISTANCE" issued to us, "original copy" of which has been filed with the California State Fire Marshal. TRI VANTAGE, LLC By ateut Control /lot # Quantity 20 . 0, :.:` "c} fv..E x WL"-;3L.j,:.' +N l:i 2.7.,...,..;' L. .:s::;v:t ':t:(•.�1'` Customer order Description Tri Vantage, LLC InvoidiV23 f_119 Product Code "572 .' JESUS AWN N0` 467 W 28TH STREET HIAL.TAH FL 33010 REMOVABLE CANVAS MUST BE REMOVED WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34M /S) AND /OR HURRICANE WARNING OR ALERT IS ADVISED. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE CANVAS DURING SUCH PERIODS OR TIME. MEMBERS TUBE 1.315 O.D. X 14 GA (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) SEE DETAIL "B" SEE DETAIL "B" pJUL 2011 j- Miami Shores Village APPROVED ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS CONNECTION SEE DETAIL "A" (TYP) COLUMN A, t4$ a1@ -i PIPE 2SCH40 CO 'TYFIRE LEF,I,IRTDAENT f+L irsiA WATER Fr A*/ EXT.,� TYPICAL CONNECTION DETAIL "A" SCALE: N.T.S. SEE DETAIL "C" ISOMETRIC SCALE : N.T.S. NOTE: DESIGN LIMITED ANY CORRECTI WHITE OUT OR THESE DRAWING TI K -0 _^ WI L VOID S C 'TIO SUPREME AWNINGS CORP. 5129 NW 194th LN. MIAMI, FLORIDA 33055 PHONE: (305) 527 -4132 FAX: (305) 628 -5563 "BARRY UNIVERSITY" AWNING 9' -0" W X 1O' -0" PROJ. X 2' -0" H 11300 NE 2nd AVE. MIAMI SHORES, FL. 33161 MILTON CUBAS, P. E., INC. CONSULTING ENGINEERS PE # 51902 C.A. #27267 S.I. # 6999901 1302 NE 125 ST NORTH MIAMI, FLORIDA 33161 PHONE: (305.) °891 -4174 FAX (305) 891 -4175 www.miltoncubaspe.com E MAIL: miltoncubas @msn.com ( DESIGNED l G.E. (DRAWN l J.L. (SHEET 1 OF 3 i EXISTING 5/8" STUCCO EXISTING ... mss: LINE OF FINISH WALL CONCRETE WALL X 3" MIN SIDE VIEW STEEL ANGLE ASTM A36 L 2 X2 X3/16 X 2 LG W /(1) KWIK BOLT -III BY HILTI 3/8" 0 X 3" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f'c= 3,000p.s.i.) DETAIL "B" SCALE : N.T.S. FRONT VIEW STEEL PLATE ASTM A36 6X6X1/4 W /(4) KWIK BOLT III BY HILTI 1/2" 0 X 4" MIN. EMB. INTO CONCRETE FOOTING FINISH RADE ID 8" MIN. I I- 3 1 /2 "CL 31 /2 "CL . d • o • .4 • G 12" o4 • ••. 1' -3" x 1' -3" SIDE VIEW (BASEPLATE TO ISOLATED CONCRETE FOOTING) 1" 1 6" 4" 1 " 11 1 6" TOP VIEW COLUMN PIPE 2 SCH 40 5 #5 @ 6" O/C BOTTOM E.W. STEEL PLATE ASTM A36 6X6X1/4 W/ (4) KWIK BOLT -III BY HILTI 1/2" 0 4" MIN. EMBED. INTO CONCRETE FOOTING DETAIL "C" SCALE : N.T.S. ISOMETRIC NOTE: DESIGN LIMITED TO STEEL AWNING ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. SUPREME AWNINGS CORP. 5129 NW 194th LN. MIAMI, FLORIDA 33055 PHONE: (305) 527 -4132 ( ) FAX: (305) 628 -5563 "BARRY UNIVERSITY" AWNING 9' -O" W X 10' -O" PROD. is 2� -O" H 11300 NE 2nd AVE. MIAMI SHORES, FL. 33161 MILTON CUBAS, P. E., INC. CONSULTING ENGINEERS PE # 51902 C.A. # 27267 S.I. # 6999901 1302 NE 125 ST NORTH MIAMI, FLORIDA 33161 PHONE: (305) 891 -4174 FAX (305) 891 -4175 www.miltoncubaspe.com E MAIL: miltoncubas @msn.com 1 ("2:f/07/2011 J SCALE ( N.T.S. ) DEGIENED ) DRAWN ( J.L. l 1 (SHEET 2 OF 3 EXISTING CONCRETE WALL EXISTING 5/8" STUCCO LINE OF FINISH WALL 3/1 3" MIN SIDE VIEW STEEL ANGLE ASTM A36 L2X2X3 /16X2LG W /(1) KWIK BOLT -III BY HILTI 3/8" 0 X 3" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f'c= 3,000p.s.i.) DETAIL "B" SCALE : N.T.S. FRONT VIEW STEEL PLATE ASTM A36 6X6X1/4 W /(4) KWIK BOLT III BY HILTI 1/2" 0 X 4" MIN. EMB. INTO CONCRETE FOOTING —1-7 1/2" 12" 3 1 /2 "CL 3 1/2"CL 1' -3" x 1' -3" SIDE VIEW 5#5 @6 "O/C BOTTOM E.W. (BASEPLATE TO ISOLATED CONCRETE FOOTING) COLUMN PIPE 2 SCH 40 STEEL PLATE ASTM A36 6X6X1/4 W/ (4) KWIK BOLT -III BY HILTI 1/2" 0 4° MIN. EMBED. INTO CONCRETE FOOTING DETAIL "C" SCALE : N.T.S. ISOMETRIC NOTE: DESIGN LIMITED TO STEEL AWNING ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. r s SUPREME AWNINGS CORP. 5129 NW 194th LN. MIAMI, FLORIDA 33055 PHONE: (305) 527 -4132 FAX: (305) 628 -5563 "BARRY UNIVERSITY" AWNING 9' -0" W X 10' -0" P ROJ . X 2' -0" H 11300 NE 2nd AVE. MIAMI SHORES, FL. 33161 MILTON CUBAS, P. E., INC. CC CONST # CUL.A. 27267 ING ENGINEERS # # Si. 6999901 PE 51902 1302 N E 125 ST NORTH MIAMI, FLORIDA 33161 PHONE: (305) 891 -4174 FAX (305) 891 -4175 www.miltoncubaspe.com E MAIL: miltoncubas @msn.com (DATE 07/07/2011 (SCALE 1 N.T.S. (DESIGNED G.E. (DRAWN l J.L. (SHEET 2 OF 3 SHEET 3 OF 3 ) STRUCTURAL NOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. DESIGN WIND LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2007 AND SUPPLEMENT 2009, THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2007 AND ASCE 7 -05. WIND VELOCITY : 90 MPH EXPOSURE CATEGORY: C IMPORTANCE FACTOR : 1.15 GCPI: t 0.0 STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC -ASD, 9TH EDITION, 1995. ALL PIPES TO BE NOMINAL DIAMETER GALVANIZED ASTM A501, Fy =36Ksi OR APPROVAL EQUAL. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, Fy= 50Ksi.OR APPROVAL EQUAL. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI, NOA 06- 0810.13 WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF- THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E60XX LOW- HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH -UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. CONCRETE: CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 3,000 PSI REGULAR WEIGHT FOR SLAB -ON- GRADE. CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 4" +1- 1" PRIOR TO THE ADDITION OF PLASTICIZER. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME - STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE. ALL CONCRETE SHALL BE CURED USING A CURING COMPOUND MEETING ASTM STANDARD C -309, TYPE 1. CURING COMPOUNDS SHALL HAVE A FUGITIVE DYE. THE CURING COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE VISIBLE WATER HAS LEFT THE UNFINISHED CONCRETE. ALL SCUFFED OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE UTILIZED IN THE WORK. OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER. .01011"111 ION_ A NOTE: DESIGN LIMITED TO STEEL AWNING ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. r SUPREME AWNINGS CORP. 5129 NW 194th LN. MIAMI, FLORIDA 33055 PHONE: (305) 527 -4132 FAX: (305) 628 -5563 "BARRY UNIVERSITY" AWNING 9' -0" W X 10' -0" PROJ. X 2' -0" H 11300 NE 2nd AVE. MIAMI SHORES, FL. 33161 MILTON CUBAS, P. E., INC. CONSULTING ENGINEERS PE # 51902 C.A. # 27267 S.I. # 6999901 1302 NE 125 ST NORTH MIAMI, FLORIDA 33161 PHONE: (305) 891 -4174 FAX (305) 891 -4175 www.miltoncubaspe.com E MAIL: miltoncubas @msn.com DATE 07/07/2011 (SCALE l N.T.S. DESIGNED G.E. (BRAWN l J.L. J PLAN REVIEW F 1 N } L APPROVAL DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGEMENT MILTON CUBAS, P.E., INC. 1302 N.E. 125 Street — North Miami — Florida 33161 Phone (305) 891 -4174 Fax (305) 891 -4175 E -mail: miltoncubas @,msn.com www.miltoncubaspe.com PAGE 1/2s COVER SHEET DATE: July 7, 2011 PROJECT: "BARRY UNIVERSITY" AWNING 9' -0" W x 10' -0" PROJ. x 2' -0" H ADDRESS: 11300 NE 2ND AVE, MIAMI SHORES, FL. 33161 CLIENT: SUPREME AWNINGS CORP. DESIGN BY: GE This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 28. 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 commissio ' g into service, the in -house developed software was thoroughly checked by performing parallel anual comp ;.tions. The sign and seal provided herein are meant to cover all computation sheets pages 1 throu 28. Milton Cubas Certification Authorization # 27267 F.L Reg. P.E # 51902 S.I. # 6999901 MILTON CUBAS, P.E., INC. 1302 N.E. 125 Street — North Miami — Florida 33161 Phone (305) 891 -4174 Fax (305) 891 -4175 E -mail: miltoncubas@msn.com www.miltoncubaspe.com INDEX PAGE u/28 DESCRIPTION PAGE Wind Loads Calculations. 1 Frame with Lengths 3 Wind Loads Analysis 4 Load Combination Summary 5 Design Columns Group 6 Design Members Group 8 Self Weight Reactions 10 Wind Reactions 11 Baseplate Design 12 Concrete Footing Design (Detail C) 13 Combination Reactions (0.6D+W) 15 Anchors Wall Connections Design (Detail B) 16 Anchors Baseplate Design (Detail C) 22 1/28 MILTON CUBAS PE INC Protect : Subject : Location : File : Date : 7/7/2011 Eng. : GE Design Wind Pressure. p, Equation 6-25 (ASCE 7-05) Design wind pressures and forces are determined per equations given in section 6.5.1. System Type Structure Type Equation Open Buildings and Other Structures Rigid Structures Monoslope Roofs over Open Buildings p = qz.G.Cf qz : at height z above ground G : given in 6.5.8.1 Cf : given in Figure 6 -18 Velocity Pressure Calculations. az Velocity pressure qz is calculated in accordance with section 6.5.10 qz = Velocity pressure @ height (z) qz = Constant • Kz • Kzt • Kd • V2 °I qz = See wind pressure calculation table Where : Constant Mean Sea Level Air Density @ MSL = Numerical constant = 1/ 2•[ (Airdensity lb /cuft ) /(32.2ft/s2)]- [(mi/h )( 5280 ft/mi) • (1 hr /3600 s )] 2 = 0.00255 = 30.00 ft = 0.0764 lb /cu ft Category = III Importance Factor = 1.15 Exposure Category = C Alpha = 9.50 Zg = 900.00 ft Basic Wind Speed Structure Height = 90.00 mph = 30.00 ft (Open terrain) (Eq. 6-15) (Section C6.5.10) (Table C6-1) (Table 1 -1) (Table 6-1) (Table 6-2) (Table 6-2) (Figure 6-1) Kz = Velocity pressure coefficient at height z (Eq. C6-3a) = 2.01•( Z/Zg) ^ (2/Alpha) for 15 ft <= Z <= Zg (Eq. C6-3b) = 2.01 • (15/Zg) ^ (2/Alpha) for Z < 15 ft = 0.98 Page 1 2/28 . MILTON CUBAS PE INC Project . Subject : Location : Velocity Pressure Calculations. az (Cont.) Where : Kzt Gust Effect Factor. G File : Date :7/7/2011 Eng. : GE = Topographic factor obtained from Fig. 6-4 = (1 +K1.K2•K3)2 = 1.00 Topography = None Kd = Wind directionality factor obtained from Table 6-4 = 1.00 The gust effect factor for main wind -force resisting building and other structures and for components and cladding of open buildings is in accordance with section 6.5.8.1 G = 0.85 Force Coefficient. Cf. Fissure 6 -18 The pressure force coefficient is given in Figure 6-18 Roof Angle = 10.00 deg UB Value = 1.11 Cf = 0.43 Center of Pressure = X/L = 0.31 Design Wind Pressure. p. Equation 6-25 Design wind pressures and forces are determined per equations given in section 6.5.1: Height (feet) Kz K3 Kzt Kd qz (pst) Cf p last) 1 30.00 0.98 1.00 1.00 1 23.33 0.43 10.00 1 Page 2 3 Milton Cubes PE, inc., Milton Cubas Jul 07, 2011; 11 :45 AM: Load Case; DL(Y) =SELF WEIGHT IES VIsualAnaly&s 8.00.0013 3/28 3 Milton Cubes PE, Inc., Milton Cubes Jul 07, 2011; 11:47 AM Load Case: WL( +Y) =10.0 PSF IES Visua4AnaIysis 8.00.0013 4/28 Project: 3 Milton Cubas, Milton Cubas PE, Inc. July 07, 2011 G: \COLOMBIA'S PROJECT 2011■WNINGS \SUPREME AWNINGS\BARRY UNIV 11300 NE 2 AVE, MIAMI SHORES, FL 3 G: \COLOMBIA'S PROJECT 2011\AWNINGS \SUPREME AWNINGS\BARRY UNIV., 11300 NE 2 AVE, MIAMI SHORES, FL. 33161\CALCI3.vap Company: Milton Cubas PE, Inc. Engineer. Milton Cubas VisualAnalysis 8.00 Report Load Cases Load Case signChe ks Se hriid Type, ,. i.' 1)DL(Y) =SELF WEIGHT (2)WL( +Y) =10.0 PSF ( 3)0.6D +W +H » +Y ( 4)D +F -NA- -NA- Yes Yes No -NA- -NA- Yes Yes No Allowable (ASD) -NA- Yes No Allowable (ASD) -NA- Yes Yes ( 5)D +H +F +0.75(W +L +Lr) » +Y Allowable (ASD) -NA- Yes Yes No ( 6)D +H +F +W » +Y Allowable (ASD) -NA- Yes Yes No Load Combination Summary Equation Combination: 0.6D +W +H » +Y Combination: 0.60D + H *0 + 1.50Fa *0 + W +Y Contributing Cases & Source DL( -Y) =SELF WEIGHT (D) WL( +Y) =10.0 PSF (W +Y) Equation Combination: D +F Combination: D + F *0 Contributing Cases & Source DL( -Y) =SELF WEIGHT (D) Equation Combination: D +H +F +0.75(W +L +Lr) » +Y Combination: D + 0.75L *0 + 0.75Lpa *0 + 0.75Lr*0 + H *0 + F *0 + 1.50Fa *0 + 0.75W +Y Contributing Cases & Source DL( -Y) =SELF WEIGHT (0) WL( +Y) =10.0 PSF (VV +Y) Equation Combination: D +H +F +W » +Y Combination: D + H *0 + F *0 + 1.50Fa *0 + W +Y Contributing Cases & Source DL( -Y) =SELF WEIGHT (D) WL( +Y) =10.0 PSF (W +Y) Page 1 VlsualAnalysis 8.00 (www.tesweb.com) 3 Milton Cubas PE, Inc, . Milton Cubas Jul 07, 2011; 11 :48 AM Design Vow, Unity Cheeks JES VisuaLAnalysis 8.00.0013 6/28 Project: 3 Milton Cubas, Milton Cubas PE, G: \COLOMBIA'S PROJECT 201 Design Group Results Inc. 1\AWN July 07, 2011 INGS\SUPREME AWNINGS BARRY UNIV., 11300 NE 2 AVE, MIAM Design Group: COLUMNS perAISC ASD (2005) Designed As: Pipe2STD, Material: \Steel\ASTM A501 Combined Check Member Name Result Case Offset Code ft Ref. Unity Details Check COL008 0.6D +W +H » +Y 0.00 H1 -1b 0.020K Cb =1 , Lb = 7.50 ft Axial Check Member Result Name Case. Offset Demand Fx Capacity Fx Code Ref. ft Ib Unity Details heck . -> COL008 0.6D +W+H » +Y 0.00 185.34 21556.89 D2 -1 0.01 OK Strong Flexure Check Member Name Result Case Offset Demand Mz Capacity Mz Code ft Ib -in Ib-in Ref, . ............................... Unity Details' Check COL008 0.6D +W +H » +Y 0.00 57.14 15370.06 F8-1 0.00 OK Lb = 7.50 ft, Cb = 1 Weak Flexure Check Member Result! Name Case errand' My Capacity My Code Ib-in ... b-in Ref: Unity Details Check ; COL008 0.6D +W +H » +Y 0.00 - 201.22 15370.06 F8-1 0.01 OK Strong Shear Check Member Name Result Case Offset Demand Vy ft Ib Capacity ',Vy Code :. Ib Ref. Unity . Details Check COL008 0.6D +W +H » +Y 7.50 -0.63 6467.07 G6-1, 2b 0.00 OK Weak Shear Check Member Result Name Case Offset ft Demand Vz lb. Capacity ;:Vz Code' Ili Ref ` Unity Details Check COL008 0.6D +W +H » +Y 7.50 2.24 6467.07 G6-1, 2b 0.00 OK Page 1 Visua!Analysis 8.00 (www.iesweb.com) 3 Milton Cuter PE, Inc , Milton Cuter Jul 07, 1 ;11 ;49 AM Design Vow. UnttyChecks 1ES Vis alAnalysis 8.00.0013 8/28 Project: 3 Milton Cubes, Milton Cubes PE, Inc: July 07, 2011 G:\ COLOMBIA'S PROJECT 20i 1\AWNINGS \SUPREME AWN INGS\SARRY UNIV., 11 Design Group Results Design Group: MEMBERS per AISC ASD (2005) Designed As: Pipe 1.31 x 0.083, Material: \Steel\ASTM A992 Grade 50 Combined Check 300 NE 2 AVE, MIAMI SHORES, FL. 33 Member Name Result Case Offset Code ft Ref. ............................ . Unity Details Check BmX002 -5 0.6D +W +H » +Y 0.00 H1 -1b 0.350K Cb =1, Lb =5.06ft Axial Check Member. Name Result Case Offset Demand;.Fx ft' Ib Capacity Fx Ib Ref: :tin'�#y Details :. BmX002 -5 D +H +F +W » +Y 0.00 20.20 9618.16 D2 -1 0.00 OK Strong Flexure Check Member Result Name Case Offset ft Demand Mz Ib -in .... ....... ........... . Capacity Mz Code Ib-in Ref. Unity Details Cheek BmX002 -5 0.6D +W +H » +Y 0.00 1313.94 3777.54 F8-1 0.35 OK Lb = 5.06 ft, Cb = 1 Weak Flexure Check Member Result Name Case Offset Demand My 10-in Capacity My: Code: lb -in Ref. Unity DetF Check BmX002 -5 0.6D +W +H » +Y 0.00 10.27 3777.54 F8-1 0.00 OK Strong Shear Check Member Result Name Case Offset Demand Vy ft Ib Capacity Vy Code Ib Ref. Unity Details Check 0.6D +W +H » +Y 0.00 - 136.24 2885.45 G6-1, 2b +StVenant 0.05 OK Weak Shear Check Member Result Name Case Offset ft .. •• )errand Vz ..:... Ib Capacity Vz Code, Urillly Details Check ' • BmX002 -5 0.6D +W +H » +Y 5.06 -13.53 2885.45 G6-1, 2b +StVenant 0.00 OK Page 1 Visua/Analysis 8.00 (www.lesweb.com) 3 Milton Cubes PE, Inc., Milton CUbas Jul 07,2011; 11:57 AM Result Case: DL(-Y)=SELF WEIGHT I ES VisualAnalysis 8.00.0013 4-* * /4 0>At. e to- "1,e co IA:t■ ptfr -11,8e.e6 10/28 3 Milton Cubas PE, Inc., Milton Cubas Jul 07, 2011; 11 :54 AM Result Case: WL( +Y)=10.O PSF IES VisualAnalysis 8.00.0013 .0 rn '1 (6 11/28 LOAD REACTIONS GOV. BASEPLATE DESIGN Ire SEE DETAIL C 6.001 in 0 0 Plain Base Plate Connection Base Plate Thickness :.25 In Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter :.5 in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape : PIPE_2.0 Design Code : AISC ASD 9th Pullout Code : ACI 2005 Anchor Bolts Bolt X in Z in Tens.(k) Vx (k Base Plate Title Bearing Pressure Maximum Bearing .008 ksi Max/Allowable Ratio .003 AISC EQ.3(W) (ABIF = 1.333) .008 (ksi) .008 12/28 . Base Plate Stress Maximum Stress 1.837 ksl Max/Allowable Ratio .051 AISC EQ.3(W) (ASIF = 1.333) 1.837 (ksl) .01 Vz (k Ft (ksi ft (ksi Fv (ks fv (ksi Un Combination 1 2. 2. .042 -.0001 -.0006 N.A. N.A. N.A. N.A. N.A. AISC EQ.4(E) (8) 2 2. -2. .042 -.0001 -.0006 N.A. N.A. N.A. N.A. N.A. AISC EQ.4(E) (8) 3 -2. 2. .042 -.0001 -.0006 N.A. N.A. N.A. N.A. N.A. AISC EQ.4(E) (8) 4 -2. -2. .042 -.0001 -.0006 N.A. N.A. N.A. N.A. N.A. AISC EQ.4(E) (8) Loads DL WL P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Reverse .065 -.001 -.001 No -.209 .001 .003 Yes Milton Cubas,PE, Inc. PROJECT: CLIENT : JOB NO. : PAGE: DESIGN BY : REVIEW BY : INPUT DATA COLUMN WIDTH ei = COLUMN DEPTH c2 = BASE PLATE WIDTH b, = BASE PLATE DEPTH b2 = ,, q 13 ;i',In FOOTING CONCRETE STRENGTH fu. = REBAR YIELD STRESS fy = ;#)0 ksl AXIAL DEAD LOAD PDL = 299 €I "k AXIAL LIVE LOAD Pu. = k LATERAL LOAD (0 =WIND, 1= SEISMIC) = 0 : ! Wind,ASD WIND AXIAL LOAD PLAT = 009 k, ASD SURCHARGE qs = 1 0„ ksf SOIL WEIGHT ws = kcf FOOTING EMBEDMENT DEPTH Of = 1 ° ft FOOTING THICKNESS T2 in ALLOW SOIL PRESSURE Oa'': ;ksf FOOTING WIDTH B = ft FOOTING LENGTH L = 'L25 ft BOTTOM REINFORCING In in in THE PAD DESIGN IS ADEQUATE. DESIGN SUMMARY FOOTING WIDTH B = 1.25 ft FOOTING LENGTH L = 1.25 ft FOOTING THICKNESS T = 12 in LONGITUDINAL REINF. 2 # 5 @ 9 in o.c. TRANSVERSE REINF. 2 # 5 @ 9 in o.c. CO c1 b U 1 L ANALYSIS DESIGN LOADS (IBC SEC .1605.3.2 & ACI 318-02 SEC.9.2.1) CASE 1: DL + LL P = 0 Idps 12 DL + 1.6 LL Pu = 0 kips CASE2: DL +LL +1.3W P = 0 kips 1.2DL +LL +1.6W Pu = 0 kips CASE 3: DL + LL + 0.65 W P = 0 kips 0.9 DL+ 1.6 W Pu = 0 kips CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) CASE 1 CASE 2 q"'''x = BL + q s+ (0.15 — ws)T = 0.23 ksf, 0.06 ksf, CASE 3 0.14 ksf q tux < k Q a , !Satisfactory] where k =1 for gravity Toads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318-02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) P= f y 0.85f41 ,I 1 Muz 0.383ba f�J 0.858 fc eu Pasax — fy eu +er Amy= MINI0.0018 3pl LONGITUDINAL TRANSVERSE d 8.69 8.38 b 15 15 q u.max 023 0.23 Mu 0.03 0.03 p 0.000 0.000 Pmin 0.000 0.000 As 0.00 0.00 ReqD 1 # 5 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. USE 2 # 5 @ 9 in o.c. 2 # 5 @ 9 in o.c. Pmax 0.015 0.015 Check Pprod < Pmax [Satisfactory] [Satisfactory] CHECK FLEXURE SHEAR(ACI 318-02 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) qvn =29ibd .fc CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) oVn= (2 +y)0 .1ocAp where 71.11 kips p = 0.75 (ACI 318 -02, Section 9.3.2.3 ) flo = ratio of long side to short side of concentrated load = 1.00 b0 = c1 +c2 +b1 +b2 +4d = 50.7 in AP = bpd = 432.7 inz = MIN(2, 4/ /f3u, 40d /bp) = 2.0 I BL(bi2ct +d)f bz?cz +d IJ= 0.10 ft-kips < 0 V„ [Satisfactory] Vu = Pu,max (`o""VI /28 LONGITUDINAL TRANSVERSE Vu -0.08 -0.07 0 0.75 0.75 OV„ 10.7 10.3 Check Vu < $Vu [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) oVn= (2 +y)0 .1ocAp where 71.11 kips p = 0.75 (ACI 318 -02, Section 9.3.2.3 ) flo = ratio of long side to short side of concentrated load = 1.00 b0 = c1 +c2 +b1 +b2 +4d = 50.7 in AP = bpd = 432.7 inz = MIN(2, 4/ /f3u, 40d /bp) = 2.0 I BL(bi2ct +d)f bz?cz +d IJ= 0.10 ft-kips < 0 V„ [Satisfactory] Vu = Pu,max (`o""VI /28 3 Milton Cubs FE, Inc., Milton Cubs Jul 07, 2011;11:58 AM Result Case: 0.8D +W +1.1 » +Y IES VlsualAnalysis 8.00.0013 LOAD REACTIONS GOV. Fv�kl?" ��a ANCHORS TO WALL DESIGN 7 -r 4� SEE DETAIL B 0-7 (si jb P I; a fikfi2%'J�� a 15/28 LOAD REACTIONS GOV. ANCHORS TO BASEPLATE DESIGN SEE DETAIL C www.hiltl.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project: Sub - Project I Pos. No.: Date: 1 PROFIS Anchor 2.1.3 7)7/2011 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement: Seismic loads (cat. C, D, E, or F): Geometry [In.] & Loading [Ib, in. -114 Kwik Bolt TZ - CS, 3/8 (2) h„ = 2.000 in., h = 2.625 in. Carbon Steel ESR 1917 9/1/2009 1 - design method ACI 318 / AC 193 e, = 0.000 in. (no stand -off); t = 0.187 in. 1. x ly x t = 2.000 x 2.000 x 0.187 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 2500, fo = 2500 psi; h = 8.000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Z Input data and results must be checked for agreement with the existing conditions and for plausibfityl PROFIS Anchor ( c ) 2003 -2009 Hiiti AG, FL -9494 Schaan Hiti is a registered Trademark of Hilts AG, Sciman www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mall: -I- Page: Protect: Sub - Protect I Pos. No.: Date: PROFIS Anchor 2.1.3 2 7/7/2011 2. Load case/Resulting anchor forces Load case (goveming): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 453 152 -152 -5 max. concrete compressive strain [%o]: 0.15 max. concrete compressive stress [psi]: 633 resulting tension force in (x/y)= (0.00010.000) [lb]: 453 resulting compression force in (x/y)= (0.000% 0.831) [lb]: 321 3. Tension Toad Proof Load N,, obi Capacity +•„ [1b] Utilization [i,,, [%] = N./4)N„ Status Steel Strength* 453 4875 Pullout Strength* 453 1475 Concrete Breakout Strength** 453 1563 * anchor having the highest loading **anchor group (anchors in tension) Steel Strength Equations NE, = ESR value �NZN„o Variables n ABe.N Del refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D-1) fum [pail 1 0.05 Calculations N„ [Ib] 6500 Results N,, pb] 6500 125000 4, Ns, [lb] N1e [Ib] 0.750 4875 453 9 31 29 OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility) PROMS Anchor (c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mall: Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 3 7/7/2011 Pullout Strength Equations pnl. = Np, 2500 refer to ICC-ES ESR 1917 0 Npni z Nua ACI 318-08 Eq. (D-1) Variables fc [Psi N„,2500 [lb] 2500 2270 Calculations fc 2500 1.000 Results Nonf [lb] Oconaete 0 Npn.f, obi Nua [lb] 2270 0.650 1475 453 Concrete Breakout Strength Equations Nth = CANco) Wed,N Wc,N Wcp,N Nb ACI 318-08 Eq. (D-4) 0 Nth z N. ACI 318-08 Eq. (D -1) AN, see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) A = 9 tif ACI 318-08 Eq. (D-6) 1 We,N = 1 e 5 1.0 ACI 318-08 Eq. (D -9) 3 he Wed,N = 0.7 + 0.3 (1 h ) 51.0 ACI 318-08 Eq. (D-11) Wm,N = MAX( , 1.. i) 51.0 ACI 318-08 Eq. (D-13) Nb = kc X IX h.1146 ACI 318-08 Eq. (D-7) Variables hei [in.] 2.000 fc [PSI] 2500 Calculations ANC [In•2] 36.00 Results Nub [lb] 2404 ect.N Dn.] 0.000 ec2,N [in.] 0.000 Ca,min [in.] 393.701 ANco [in 2] Wec1,N Wec2.N 36.00 1.000 1.000 Sccnaete 4, Nth [lb] Nua [lb] 0.650 1563 453 Wc,N 1.000 cac [in.] kc X 4.000 17 1 Wed,N WcP,N Nb [Ib] 1.000 1.000 2404 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 HMI AG, FL -9494 Schwan HIM is a registered Trademark of Hilt AG, Schwan www.hiltLus Company: Specifier. Address: Phone I Fax: E -Mail: PROFIS Anchor 2.1.3 -I- Page: Project Sub - Project I Pos. No.: Date: 7/7/2011 4 4. Shear Toad Proof Load V. [Ib] Capacity 4,V. pb] Utilization 13,, [%] = V//4V, Status Steel Strength* 152 2337 7 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 152 1683 9 OK Concrete edge failure in direction** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) Steel Strength Equations V� = ESR value 4 V z V„a refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D-1) Variables n Aev [in•2] f„m [Psil 1 0.05 125000 Calculations Vs. pb] 3595 Results Vea [Ib] 3595 Ostael +Vsa[lb] vu. obi 0.650 2337 152 Input data and results must be checked for agreement with the existing condltlons and for plausibility! PROFIS Anchor ( c) 2003 -2009 Hiifi AG, FL -9494 Schwan Hill is a registered Trademark of Hill AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: 1104 Ll'irl! Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 5 7/7/2011 Pryout Strength (Concrete Breakout Strength controls) Equations _ ( APkl Vcp - kop 1 (. \ANco / 11/ed,N Vo,N 11rcp,N Nbl �VcpZVua AN, see ACI 318 -08, Part D.5.2.1, Fig. ANco = 9 het 1 Vec,N — 1 + 2 eN l 5 1.0 3 he/ Wed.N= 0.7 +0.3k M ) 51.0 may, efl Wcp,N = MAXC cac ' 1.5h Cac / 51.0 Nb = kcl.hs Variables kcp het [in.] 1 2.000 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-1) RD.5.2.1(b) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (13-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ect,N [in.] 1 2500 Calculations 2� No Del ANco [In• ] 36.00 36.00 Results Vcp [lb] 4COmate 2404 0.700 0.000 1I'ec1,N 1.000 � Vcp [lb] 1683 ec2,N Dn.] 0.000 11tec2,N 1.000 V1e [lb] 152 ca,min [in.] Wc,N Cac [in.] kc 1.000 17 1(ted,N tltcp,N 1.000 1.000 5. Combined tension and shear Toads yN = NAN. pv = V•/•V• utilization Nb [lbl 2404 Status 0.307 pNr= < =1 0.090 5/3 16 OK 6. Warnings • Condition A applies when supplementary reinforcement is used. The 0 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 ACI 318, Part D.4.4(c). • 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 standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 -2009 Huti AG, FL -9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: -I- Page: Project: Sub - Project 1 Pos. No.: Date: PROFIS Anchor 2.1.3 6 7/7/2011 7. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d, = 0.438 in. Plate thickness (input): 0.187 in. Recommended plate thicimess: not calculated Coordinates Anchor (In.] Anchor x y 1 0.000 0.000 Anchor type and diameter: Kwik Bolt 17 - CS, 3/8 (2) Installation torque: 300.000 in.-lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. 0 0 8 0 0 0 0 x 1 8 0 0 0 0 0 0 1.0000 1.0000 1.0000 1.0000 c.� c•, Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (o) 2003 -2009 Hilt AG, FL -9494 Schaan Hilti is a registered Trademark of HIM AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: -I- Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 7/7/2011 Specifler's comments: 1. Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement Seismic loads (cat. C, D, E, or F): Geometry [in.] & Loading [Ib, in. -lb] Kwik Bolt TZ - CS, 1/2 (31/4) = 3.250 in., h = 4.000 in. Carbon Steel ESR 1917 9/1/20091 - design method ACI 318 / AC 193 e, = 0.000 in. (no stand -off); t = 0.250 in. I, x Ir x t = 6.000 x 6.000 x 0.250 in. (Recommended plate thickness: not calculated) Round HSS, Steel pipe (AISC); (L x W x T) = 2.380 in. x 2.380 in. x 0.154 in. cracked concrete , 3000, f' = 3000 psi; h = 12.000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Z Input data and results must be checked for agreement wkh the existing conditions and for plausibifltyt PROFIS Anchor ( c ) 2003 -2009 HMI AG, FL -9484 Schwan HBO is a registered Trademark of Hill AG, Schaan www.hiltius Company: Specifier. Address: Phone I Fax: E -Mail: -I- Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 2 7/7/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 42 1 0 -1 2 43 1 0 -1 3 43 1 0 -1 4 43 1 0 -1 max. concrete compressive strain [%o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [lb]: 170 resulting compression force in (x/y) =(0/0) [lb]: 0 3. Tension Toad 5 y $ Ten ion x Proof Load N,. pi)] Capacity 4N„ pb] Utilization pN [%] = N j4 Nn Status Steel Strength* 42 8029 Pullout Strength* 42 3500 Concrete Breakout Strength** 170 7052 * anchor having the highest loading **anchor group (anchors in tension) Steel Strength Equations N� = ESR value NLN1e refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D-1) Variables n Ase,N M•2] fute [psi] 1 0.10 106000 Calculations N. [lb] 10705 Results N. pi)] 4) N. obi N. [lb] 10705 0.750 8029 42 1 1 2 OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003-2009 HOD AG, FL -9494 Schaan Hgti is a registered Trademark of HIIti AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 3 7/7/2011 Pullout Strength Equations fc N i = Na'25 ° f 00 0 Npn.l; z Ni„, Variables fc [Psi] NP,2500 [lb] 3000 4915 Calculations 2500 1.095 refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D-1) Results Npn.f, ON +concrete • Npn.G [ib] Nua [ib] 5384 0.650 3500 42 Concrete Breakout Strength Equations l N`bg — ItC0) Wec,N Wed,N WGN Vcp,N Nb 4) Nt,g 2 Naa AC1318-08 Eq. (D-1) AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN, = 9 hef ACI 318-08 Eq. (D-6) 1 Wac,N = (.1 4. 2 eN) 51.0 ACI 318-08 Eq. (D -9) 3 het wed.N = 0.7 + 0.3 ( 5hof) 51.0 ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D -5) Ww.N Nb = MA(rca ndn 1.5hef1 1.0 \\ caC ' cac J =kca. 4f7C haj5 ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Variables hef [in.] eC1,N [in.] ec2,N [in.] ca,mtn Dn.] wc,N Can [in.] ko X 3.250 0.000 0.000 5.500 1.000 6.000 17 1 fc [psi] 3000 Calculations ANC [n.2] ANc0 [in 2] wec1.N Wec2,N WedN Ww,N Nb [lb] 189.06 95.06 1.000 1.000 1.000 1.000 5455 Results Nog [ib] +concrete 0 Ncbg [lb] Nue obi 10850 0.650 7052 170 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hill AG, FL -9494 Schaan Hog Is a registered Trademark of Hilti AG. Schaan www.hiltl.us Company: Specifier. Address: Phone I Fax: E -Mail: Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 4 7/7/2011 4. Shear Toad Proof Load V,. [lb] Capacity 4V5 pi)) Utilization ilv [%] = VJ4Vn Status Steel Strength* 1 Steel failure (with lever arm)* N/A Pryout Strength** 3 Concrete edge failure in direction 3 y-** * anchor having the highest loading **anchor group (relevant anchors) Steel Strength Equations V081,/, = ESR value 4V aVua Variables n 1 Ase,v [in•2] Calculations Vsa [lb] 6405 Results V� [Ib] 6405 0.10 4163 N/A 15190 2912 refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D-1) f„ta [psi] 106000 Vs. [lb] 0.650 4163 Vua (Ib] 0 N/A 0 0 OK N/A OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL -9494 Schwan HIIi is a registered Trademark of Hill AG, Schwan www.hiltl.us Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 5 7/7/2011 Pryout Strength (Concrete Breakout Strength controls) Equations \cpg = kcp [ (ANcO) Wec,N Ved,N yrc,N Vep,N Nb, ACI 318-08 Eq. (D -31) Vci„, z V1e ACI 318-08 Eq. (D-1) ANc see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) A = 9 4 ACI 318-08 Eq. (D-6) 1 = \ 1 eN / 51.0 ACI 318-08 Eq. (D -9) 3 het = 0.7 +0.3(j! )51.0 ACI 318-08 Eq. (D-11) yrx, N = MAX( , ) 51.0 ACI 318-08 Eq. (D-13) cab cab Nb = kb ' h5 ACI 318 -08 Eq. (D-7) /ec,N NJsd,N Variables kcp her Dn.] em,N [In.] ecz,N [in.] C5,rmn Dn.] 2 3.250 0.000 0.000 5.500 1 3000 Calculations AN. Lin 2] 189.06 Results Vcp, [lb] 21700 ANco Cn•2] 95.06 Oconcrete 0.700 Wect,N Wean 1.000 1.000 Ved,N m Vw9 [lb] V„,„ obi 15190 3 1.000 WaN c [in.] 1.000 6.000 17 Wcp,N 1.000 Nb Ph] 5455 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003 -2009 Hlitl AG, FL -9494 Schaan Hit is a registered Trademark of Hllti AG, Schaan www.hilti.us Company: Specifier Address: Phone I Fax: E -Mail: -I- Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 6 7/7/2011 Concrete edge failure in direction y- Equations Vcbg = (Avao) Wecv Vedv Wc,V Wh,V Wparallel,v Vb ACI 318-08 Eq. (D-22) V,b z V„a ACI 318-08 Eq. (D-1) Avg see ACI 318 -08, Part D.6.2.1, Fig. RD.6.2.1(b) Ave) = 4.5 cl ACI 318-08 Eq. (D-23) 1 ' \ 11 51.0 ACI 318-08 Eq. (D-26) • 3caf Wedv = 0.7 + 0.3(1.5caf / 5 1.0 ACI 318-08 Eq. (D-28) why _ 1.5caf Z 1.0 ACI 318-08 Eq. (D-29) ha Vb = (7 (de) oa ') A 4Tb 45 ACI 318-08 EQ. (D -24) Variables cal Pr.] cat Pill eat [in•] Wav ha [in.] le Iln•] x da [in.] 5.500 5.500 0.000 1.000 12.000 3.250 1 0.500 c [psi] Wparallel,V 3000 1.000 Calculations Avc [in.2] Avco M 2] Wecv Wad,V 123.75 136.12 1.000 0.900 Results Vc,,, [Ib] Oconcrete Vcb, [Ib] V„a [lb] 4160 0.700 2912 3 5. Combined tension and shear Toads RN = N• /4N• Rv = V0/4V• Wh,V 1.000 Vb [lb] 5085 Utilization YN,V [%] Status 0.024 DNV= RN +13s,< =1 6. Warnings 0.001 5/3 0 OK • 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 ACI 318, Part D.4.4(c). • 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 AC1318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hllti is a registered Trademark of HIM AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: -I- Page: Project Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.3 7 7/7/2011 7. Installation data Anchor plate, steel: - Profile: Round HSS, Steel pipe (AISC), 2.380 in. x 2.380 in. x 0.154 in. Hole diameter in the fixture: d = 0.563 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x 1 -2.000 -2.000 6.500 2 2.000 -2.000 9.500 3 -2.000 2.000 5.500 4 2.000 2.000 9.500 0 3 n y Anchor type and diameter. Kwik Bolt 12 - CS, 1/2 (3 1/4) Installation torque: 480.001 in. -lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 8.000 in. n 0 0 0 0 4 0 0 0 0 x n 0 0 0 0 0 0 0 0 ai '.0060 1.0000 3.0000 3.0000 cK c c,,, 9.500 5.500 9.500 5.500 5.500 9.500 9.500 9.500 5.500 5.500 9.500 5.500 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003 -2009 HMI AG, FL -9494 Schaan Hilt' is a registered Trademark of Hilti AG, Schaan