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ACT-09-434Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 123069 Scheduled Inspection Date: September 08, 2009 Inspector: Bruhn, Norman Owner: EDUARDO MENDOZA, KEITH Job Address: 2TOM NE 99 Street Miami Shores, FL 33138- Permit Number: ACT -3 -09 -434 Project: <NONE> Contractor: HOME OWNER Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: New Phone Number Parcel Number 1132060134320 Building Department Comments AWNING INSTALLATION ON THE SIDE AND BACK OF THE HOUSE (BOTH ON SECOND STORY) Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP- 109117. Rear awning used detail e require detail c Cnn *nmhnr AA 9AAa For Inspections please call: (305)762 -4949 Donn 11 nf'ld 311atf ra • \\,1\c‘ )111me Miami Shores Village Building Department 10050 N.E.2nti Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 20 Permit Type (circle): Roofing Permit No. Master Permit No. Owner's Name (Fee Simple Titleholder) Ice 4 Tom- le in ert0{LEI_ Phone # 3 Owner's Address g b fl ?ti c5T City rYl t A,m t StLS State F. LL tL 011- Zip 33133 ill' aLICCMEVI �:, MAR 1 9 Bmmmmmm ©ms000mo -451 = 803 Tenant/Lessee Name (1 ( P Phone # f) (i) Email Ke.tnehc , @ cI��p� .C+oM , f Job Address (where the work is being done) o lQ ( n E $ 7 57--- City Miami Shores Village County Miami -Dade FOLIO / PARCEL # I 1 — 3 ac do a.. Is Building Historically Designated YES NO (:a!I 3 °- 4 3'-0 iC 6a6 OJ3)tione # DS Contractor's Com P an Y Name Ka ►n Co Zip 33 3� Fl Zone f) C) Contractor's Address City State Zip Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No. Contact Phone Architect/Engineer's Name (if applicable) E -mail Value of Work For this Permit $ g, Lf 00 Type of Work: ['Addition Describe Work: L).) i e. ❑Alteration Phone # Square / Linear Footage Of Work: [jal.ew ❑ Repair/Replace 0 Demolition E0 �u'li ' 1 l Fe Fee $ $ ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *F * **** *** * * * * * ** x *** *** ** * * * * * * * * * * * * Permit Fee $ AO Notary $ S 'On - Training/Education Fee $ 0'(40 Scanning q ° t = Radon $ DPBR $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ CCF $ I• Technology Fee $ Zoning $ CWee' Total Fee Now Due $ 'elf) •`� PAl See Reverse side -a 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 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 properly is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before `me this t1 day of rr' rcln , 20 09 , by 'K'e % �� }R',rtie.Y.- who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: -t'�rr ve - My Commission Expires: PAMELA L SCHNEIDER : MY COMMISSION # DO 493780 �'°` EXPIRES: March 17, 2010 Rfat ••' Bonded Tteu Notary Pablo Undenatfen * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 __, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: * **, ri� *'CS*`*** *** * * * * *** *** R **** * * * *** *xa** *� * * * ** *** ** * **** ** *** * * * * * * ** APPLICATION APPROVED BY �� Plans Examiner Engineer (Revised 07/10/07) Zoning Clerk checked • VILLAGE OF MIAMI SHORES OWNER BUILDER DISCLOSURE STATEMENT NAME: Ke «1T.l (Id, DATE: 3- i i - 0 ? ADDRESS: ,Z le 0 n E 9? S i Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception, to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one - family or two- family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less. The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation Of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law.and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with - holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, .buildings codes and zoning regulations. Please read and initial each paragraph. 1. I hold title to the above property and I am planning on doing this construction Myself. Initial 2. I understand that as an owner- builder I must abide by all zoning ordinances and building regulations in effect at the time of permit application. Inactive permits for a period of over 180 days will become null and void (expired) and a new permit will be required. to be issued for reinstatement of the permit. Initial 3. I have an understanding of the 2004 FBC & FRC and understand that this department and its inspectors are there to help enforce and interpret the code. There is a copy of the code in this office for review. Initial 4. I understand that the building official and inspectors are not there to design, • alter or give advice on how to meet code — only if the structure meets the minimum code. Initial V • 5. I understand that as an owner- builder, that any contractor disputes with sub- contractors and myself must be handled in a civil court with the advice of an attorney. The department will not mitigate any contract disputes. Initial 6. I understand that if I compensate any person or company for work performed they are required to have a business license in the county. If for any reason they do not posses a business license I will be responsible and liable for any wrorig doing from this unlicensed company or person. Initial 7. I understand that if any person gets injured on my construction project—they are entitled to workmen's compensation. And if they do not posses a workmen's policy I could be held liable for all doctor and related cost which could include loss of wages during recovery from injury. LA Initial 8. I understand that under state and local laws I can not do any Electrical, Plumbing, Heating, Air & Roof work on my property with out first obtaining the proper permits by licensed contractors. jL Initial Was acknowledged before me this 9 day of 20 By ke4?dJ\ KAik(24 who was personally known to me or who has Produced there License or ti 091 O U DM 01010 as identification. Miami Shores Village kfre 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)758-8972 Pennit NO. ACT-3-09-434 Issue Date: Not Issued Expires:Not issued Folio Number:1132060134320 :•:, Owners Name: KEITH REINHARD/ EDUARDO MENDOZA •• .•• •• ••• •• Owners Phone: ••• Job Address: 260 99 Street Total Square Feet: 0 Miami Shores, FL 33138- Total Job Valuation: $ 3,000.00 1 1/4:':',::‘:::,:*:‘:::::::::':::':':':':':::,:::,:,:,:,:,:,:,:::'s:':'!':,:,:,:,:,:,:,•;...;•;••.,,,,,,,,,,,,,,,•;•:•;•:-,‘,?;•:•:•-•-(e.????.??:=??????::::::::::::::n.m.????::???K•i•i•I?????:•;+;•;•:•-•-•:?:?:?..,•::;:kk::::••••••••••••••••-•••••••••••,....---.....--:.:....----------•:.:.:•:.:.:.:.:.:.:.:.):.:.:.:.:...:•:.:41. Contractor(s) Phone PrimaryContractor • •• •• •• •• •• •• HOME OWNER Yes •• •• •• •• •• •• •• •• Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 3/20/2009 : Yes Comments: Permit No: 09- Job Name: , 2009 Miami Shores Viiiage Building Department !! Building Critique Sheet ale 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 ZG /i/ 4 i4r b d.4I 4(IE.•ti o.r,,r 4' . ,✓tt ,v Oks.Q 6TOPPE4 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Awning 4 Ever, Inc. .‘14S1 wom www.AWN I N6SUVER.COM Fabricacion rilnstalaci�n 13740 NW 19th Ave, Bay 11 • Opa Locka, FL 33054 Tel: 786.285.7006 • Cell: 786.768.7365 •Fax: 305.895.4810 • • • • • • • 7,1, • • • /././::11( • • fi-;C: 1 e.? • (8. • • • •••• • • • • • • • • • • • / /0 �c11(lY(1YLl (11f11L11111I 1'(l'lli llll�ll�'l1" 011111 L1l� 1Iti1711alllllll(11`lll n thi11L 11clliill( 11I11.I1i11`(15'l1WilliAT11Y11) 1Y(1�1 -3 Certificate of a ' A Reolotance, ti REGISTERED APPLICATION CONCERN No. F -36805 ISSUED BY GLEN RAVEN CUSTOM FABR ICS, LLC 1831 N PARR AVE GLEN RAVEN NC 27217 336- 227 -6211 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 AT 2937 WEST 25th STREET Dote Work Performed 4/17/08 CITY CLEVELAND STATE OHIO x 44113 Certification is hereby made that: (Check "a" or "6 ") (a) The articles described on the reverse side 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 laws 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 on the reverse side 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 F I RES I ST Reg. No F -36805 The flame Retardant Process Used WILL NOT Be Removed By Washing (will or will not) K` K� I G f i 1 `1 Cif ,,, r =,h E GLEN RAVEN CUSTOM FABRICS By STEVEN L. ELLINGTON, GEN. MGR.; r4:-..'''-' P Name of Production Superintendent Title IILkTiLm IJ�TI�TI TAT)�1 �LALATITT,•U TYUMLT?tILTkkil ill. AT7,t11 * J 1.1UTIIRTIRTIL11tTgar It IJ�7I� all TILPT ''1J 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 •••• • • • •• • • • •• • • • • • •••• • • • • •••• • Correll /lot # • • • • • • •••• •• •• • C.RLDyS, • Cink @mc�r order 4f Description • •••• By ► e. wu_ 60. 000 YD Quantity *NIC* FIRESIST HUV 88049 • • • 38P.QZ3 898049 Tri liaCtio. L, LLC Ilvolae # Product Code • •• •• • • • • • • • • •• "'S1ibtC I gI_TY.AWN INC Z NC. 8700 JCVMSON ST PEMBROKE PINES FL 33024 -6502 RiTIFX D TO: IC%L H Ri.tXEILARt C • agg3rtt -f. At:torRy'S Titi® Itii 13 4.1- 0e ttr i re E.3 ud "$- 2. 4 ,w+ 414 1.4 • •.ate 1 fz %.;oo u;ziu,Yt fi l• 4 v Zp •••• • • • •• • • •• • • • • • • • •••• • • • • • • • • it • • •••• • •••• • • u • • •• • •• • • . - •••• • •••• • • • • • • • • f (l,��S -- bolL oft 5ecY\d " 0 _ comic)pS••.h•c `‘•iPC-•t "� •• •••• IMUTERVM1 La MAR 1 9 BY: •••• • • • • • •• • • •• • • • • • •••• • • C MIT APPRCNED ZONNG DEPT BLDG DEPT o7 SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS •••• • • • •• • • •• • • • • • •••• • • • • •••• • • • •• •• • • •••• • • •••• • •• • • • • • • •111•• • • •••• • •••• • • • • •• • • • • •• •• • • • • • • • • • • • • • • • • • •• CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY SHALL BE POSTED WITH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE STRUCTURE OR PART THEREOF DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE U.S. WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. TYPICAL CONNECTION DETAIL "A" SCALE : N.T.S. SEE DETAIL "B" SEE DETAIL "C" ALL MEMBERS TUBE 1.315" O.D. X 14 GA (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) CONNECTION SEE DETAIL "A" (TYP) ALL COLUMNS PIPE 1 1/2 SCH 40 SEE DETAIL "0" EXISTING CMB WALL ISOMETRIC # 1 SCALE : N.T.S. NOTE: DESIGN LIMITED TO STEEL AWNING ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. KEITH K. RINEHARD 260 NE 99 ST. MIAMI SHORES, FL. 33138 PHONE: (305) 803 8996 AWNING 15' -0" W X 9' -0" PROJ.X 1' -6" H. 260 NE 99 ST. MIAMI SHORES, FL. 33138 •• • • • • • • • • . • • •• • ••• MILTON CUBAS, P. E. ING� '•: °A••,,�,',���•��ars ••• • CONSULTING ENGINEERS PE # 51902 SCALE C.A. # 27267 S.I. # 6999901: •: :'• • ` D 51GNE i • 1302 NE 125 ST .G �• • NORTH MIAMI, FLORIDA 33161 • " •' D�tAWN ••` PHONE: (305) 891 -4174 FAX (305) 891 -4175 ( J.L. www.miltoncubaspe.com ; ••• • E MAIL: miltoncubas @msn.com • • : ; :• SGiEEr: i : OF 4 •` •• • •� _ •.••• • • ••• •• CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY SHALL BE POSTED WITH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE STRUCTURE OR PART THEREOF DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE U.S. WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. TYPI CAL CONNECTION DETAIL "A" SCALE : N.T.S. ALL MEMBERS TUBE 1.315" O.D. X 14 GA (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) SEE DETAIL "E" SEE DETAIL "B" 0, CONNECTION SEE DETAIL "A" (TYP) ISOMETRIC # 2 NOTE: DESIGN LIMITED TO STEEL AWNING ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. •• • • • • • ••• • • ••• KEITH K. RINEHARD 260 NE 99 ST. MIAMI SHORES, FL. 33138 PHONE: (305) 803 8996 AWNING 18' -0" W X 3' -0" PROJ.X 2' -0" H. 260 NE 99 ST. MIAMI SHORES, FL. 33138 MILTON CUBAS, P. E., INc3- :•: 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°6 OQ SCALE •. N.T.S. • C• DSSIGNEP • ▪ l.33.E! • : • (DRAWN • ' 1 J.L. • •• • •• •• • . • ; •SWEET; • 2 : OF 4 • • • • f • • • • • •. • ••• EXISTING WALL EXISTING 5 /8" STUCCO LINE OF FINISH WALL. 3/16 3" MIN SIDE VIEW STEEL ASTM A36 PLATE 2X2X1 /4 W /(1) DYNABOLT SLEEVE ANCHOR BY RED HEAD 3/8" 0 X 3" MIN. EMBED. INTO HOLLOW CONCRETE MASONRY BLOCK DETAIL "B" SCALE : N.T.S. EXISTING 5 /8" STUCCO LINE OF FINISH WALL. 3/16 3" MIN. SIDE VIEW STEEL ASTM A36 (2)PL2X2X1/4 W /(2) DYNABOLT SLEEVE ANCHOR BY RED HEAD 3/8" 0 X 3" MIN. EMBED. INTO HOLLOW CONCRETE MASONRY BLOCK DETAIL "E" SCALE : N.T.S. FRONT VIEW FRONT VIEW • V d • • < ° °. 4 • ° 1 EXISTING 5 /8" STUCCO LINE OF FINISH WALL. 1/8 3" MIN. SIDE VIEW 3/16 STEEL ASTM A36 (2)PL4X2X1/4 W /(4) DYNABOLT SLEEVE ANCHOR BY RED HEAD 3/8" 0 X 3" MIN. EMBED. INTO HOLLOW CONCRETE MASONRY BLOCK DETAIL "C" SCALE : N.T.S. 3/16 io ),_41" FRONT VIEW NOTE: DESIGN LIMITED TO STEEL AWNING ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. •• • • • • • • • • • • : ••• . • KEITH K. RINEHARD 260 NE 99 ST. MIAMI SHORES, FL. 33138 PHONE: (305) 803 8996 AWNINGS 260 NE 99 ST. MIAMI SHORES, FL. 33138 C MILTON CUBAS, P. E., INc3 CONSULTING ENGINEERS PE # 51902 C.A. # 27267 S.I. # 6999901i :: •: 1302 NE 125 ST •.• ••• NORTH MIAMI, FLORIDA 33161 PHONE: (305) 891 -4174 FAX (305) 891-4175 www.miltoncubaspe.com : : • :' E MAIL: miltoncubas @msn.com • ••• - • • fD1T1 •• • • • •a6 O444, • iMP SCALE • • • • T.S. • • rDFIGNED • •.G.E! • • • • • • (DRAWN - • l J.L. ••. •••• : • StIEET: 3 :OF 4 •••._• • • • 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. 2004 AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2004 AND ASCE 7 -02. WIND VELOCITY : 90 MPH EXPOSURE CATEGORY: C IMPORTANCE FACTOR : 0.87 GCPI: ± 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 STRUCTURAL TUBES TO BE GALVANIZED STEEL ASTM A500 GRADE B Fy =46Ksi OR APPROVAL EQUAL ALL ANCHOR BOLTS SHALL BE KWIK BOLT 111 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. r KEITH K. RINEHARD 260 NE 99 ST. MIAMI SHORES, FL. 33138 PHONE: (305) 803 8996 STEEL COLUMN PIPE 1 1/2 SCH 40 STEEL PLATE ASTM A36 4X4X1/4 W /(4) DYNABOLT SLEEVE ANCHOR BY RED HEAD 3/8" 0 X 3" MIN. EMB. INTO HOLLOW CONCRETE MASONRY BLOCK 1/8 V EXISTING CMB WALL 2.25" MIN. SIDE VIEW 3/4" 4' 21/2" 3/4" 3/4" 2 1/2" j3/4" / 4" TOP VIEW STEEL COLUMN PIPE 1 1/2 SCH 40 1/8 STEEL PLATE ASTM A36 4X4X1/4 W /(4) DYNABOLT SLEEVE ANCHOR BY RED HEA 3/8" 0 X 3" MIN. EMB. INTO HOLLOW CONCRETE MASONRY BLOCK DETAIL "D" SCALE : N.T.S. ISOMETRIC c'' NOTE: DESIGN LIMITED TO STEEL AWNING ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. •• • • • • = : • •• : : ••• • •• • •• rDar • • - •os • AWNINGS 260 NE 99 ST. MIAMI SHORES, FL. 33138 MILTON CUBAS, P. E., INS: CONSULTING ENGINEERS PE # 51902 C.A. # 27267 S.I. # 6999901; ; 1302 NE 125 ST • • • • • NORTH MIAMI, FLORIDA 33161 • PHONE: (305) 891 -4174 FAX (305) 891E4175 www.miltoncubaspe.com : • E MAIL: miltoncubas @msn.com :• •.; • • • (SCALE 1 • • ) • N.T.S. • • • (DF,SIGNEb ; • • 1 • l +.G.E? • _ • : J • • (DRAWN • •• • 1 L J.L. ) • .: • •. • : • SIJEET • 4 :OF 4 IMCMETEll ,,UN 1 1 #zPaCci- 4 Miami Shores Village DATE APPROVED BY ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE W1T1-1 ALL FEDERAL STATE AND COUNTY RULES AND P EGU ‘.3 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 COVER SHEET DATE: June 4, 2009 PROJECT: AWNING 15' -0" W x 9` -0" PROJ. x 1' -6" H AWNING 18' -0" W x 3' -0" PROJ. x 2' -0" H ADDRESS: 260 NE 99TH ST . MIAMI SHORES, FL. 33138 CLIENT: DESIGN BY: GE PAGE „',,3o • • • • •••• • • • • .... • •• •• • • • •••• • • •••• • • • • . • •• •• • • • • • • • • ••• • • •••• • • • .. •• • • • ••. • This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 30. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requir ents, using nationally recognized computer software and in -house developed software. Prior to commissio i ' into service, the in -house developed software was thoroughly checked by performing parallek nanual compu ons. The sign and seal provided herein are meant to cover all computation sheets pages 1 thro 30. • • • • • • • • .• • • 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 DESCRIPTION AWNING 15' -0" W x 9' -0" PROJ. x 1' -6" H Wind Loads Calculations. PAGE • • •. •• • • •••• • • • • •• •• •...3 • •.•• • • • s• • • • • • • • ••.O•• • • • • • • • • • • • • • • • • ••• AE • • • • ••• .. • • •• • • • • • •••• 1 Frame with Longs 3 Wind Loads Analysis 4 Design Columns Group 5 Design Members Group 8 Self Weight Reactions 11 Wind Reactions 12 Baseplate Design 13 Existing CMB Wall Check 14 Combination Reactions 2.4.7 16 Anchors Wall Connections Design (Detail C) 17 Anchors Baseplate Design (Detail D) 18 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 DESCRIPTION AWNING 18' -0" W x 3' -0" PROJ. x 2' -0" H Wind Loads Calculations. • •�ab • • •• • • • •• • • • • • • • •••• • • • • • • •••• • • • • • PACE • • • • • • • • .•.• • . • • • •••• • • • • • •• • • •• • • • • • •••• 19 Frame with Longs 21 Wind Loads Analysis 22 Design Members Group 23 Combination Reactions 2.4.7 26 Anchors Wall Connections Design (Detail B) 27 Anchors Wall Connections Design (Detail E) 28 Ultimate Shear & Tension Values, Sleeve Anchors 29 ` 1 /30 MILTON CUBAS PE INC Project : File : Subject : Date : 6/4/2009 Location : Eng..4. •GE • • • • • • •• • •.•• . • .. •. . • Design Wind Pressure, p. Equation 6-25 (ASCE 7-051 • ••.• • • Design wind pressures and forces are determined per equations given in sectioh .5.1: • • • • System Type Structure Type Equation Open Buildings and Other Structures Rigid Structures Monoslope Roofs over Open Buildings p qz G Cf • = qz.G.Cf • • •....' : at height z above ground • •., : given in 6.5.8.1 •••• : 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 • V 2.1 qz = See wind pressure calculation table Where : Constant Mean Sea Level Air Density @ MSL = Numerical constant = % 2•[ ( Air density lb/ cuft) /(32.2ft/s2)]• [( mi/h )( 5280 ft/mi) • (1 hr /3600 s )] 2 = 0.00255 = 25.00 ft = 0.0764 lb/cu ft • • • • • • • • • • (Eq. 6-15) (Section C6.5.10) (Table C6-1) Category = I (Table 1 -1) Importance Factor = 0.87 (Table 6-1) Exposure Category = C Alpha = 9.50 Zg = 900.00 ft Basic Wind Speed Structure Height = 90.00 mph = 25.00 ft (Open terrain) (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) A (2/Alpha) for Z < 15 ft = 0.95 Page 1 2/30 MILTON CUBAS PE INC Project : File Subject : Date :6/4/2009 Location : Eng. ; GE, • •, • • .. •• • ..•• • •• •• • Velocity Pressure Calculations. az (Cont.) Where : Kzt Gust Effect Factor. G • • • • • • • • •••• • • • = Topographic factor obtained f r o m . l . r p : t " • • = (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. Figure 6 -18 The pressure force coefficient is given in Figure 6-18 Roof Angle = 10.00 deg LIB Value = 0.60 Cf = 0.53 Center of Pressure = X/L = 0.30 Design Wind Pressure. a. Equation 6 -25 Design wind pressures and forces are determined per equations given in section 6.5.1.1 Height Kz K3 Kzt Kd qz Cf p (feet) (pst) (psf) 1 25.00 0.95 1.00 1.00 1 16.99 0.53 10.00 1 Page 2 VisualAnalysis (version 5.50) - Thu Jun 04 14:01:01 2009 Milton cubes PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 DL ( -Y) = SELF WEIGHT (�D2 • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • • • • • • • • • • •• • • • • • • • • • • • •• • • • • • • •• •• • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 3/30 4/30 VisualAnalysis (version 5.50) - , Thu Jun 04 14:02:49 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 WL (+Y) = 10.0 PSF 0 •e ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • • • • • • • • • • •• • • • • • • • • • • • •• • • • • • • •• •• • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • e • • • •• •• • • • •• •• ••• • • • ••• • • VisualAnalysis (version 5.50) - Thu Jun 04 14:05:27 2009 Milton cubes PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 Design Results 0 Unity Check Values 0.000 0.250 0.500 0.750 1.000 — Failed Not Checked _ _ _ Not Grouped !b o- •• ••• • • • • • •• oh • • • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • • • • • • • • • • •• • • • • • • • • o • • • •• • • , • • • • •• •• • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 5/30 Untitled Project VisualAnalysis 5.50 Report Company: Milton cubas PE,Inc. Engineer: Milton Cubas, PE Billing: PHONE (305) 891 -4174; FAX (305) 891- 4175 Project File: 260 NE 99 ST MIAMI, FL. 33138 (15W) (FINAL).vap Folder: E: \COLOMBIA'S PROJECT 2009 \AWNINGS \SPECIALTY AWNINGS \260 NE 99 ST MIAMI, FL. 33138 \CALC\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.2372 M25 Designed COLUMNS PIPE1 -1 PIPE1- 1 /2SCH None Design Member Results Design Load Cases Strength Service Load Case (Deflection Type) Number Number Name 1 7 DL ( -Y) = SELF WEIGHT First Order (Other) 2 2.4.1 First Order ,D 3 - 2.4.5W First Order ,D +W 4 - 2.4.6W +Lr First Order ,D +0.75W 5 - 2.4.7 First Order ,0.60D +W 6 - 2.4.8 First Order ,0.60D RISC Steel (ASD) Design Group: COLUMNS, Group Report, Designed As: PIPE1- 1/2SCH40 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing in weak direction (parallel to z): Lateral bracing in strong direction (parallel to y): Pattern = Unbraced•• ••• • • • • • •• Pattern = Unbra8ed •• • • • • COLUMN INFORMATION: Braced frame in the y- direction (strong axis bending for most shapes). Braced frame in the z- direction (weak axis bending for most shapes). Effective length factors: K is calculated automatically. Fy = 36.00Ksi -1 -Thu Jun 04 14:06:05 2009 •• ••• •• • • • -•. .• • • • • •• • • • • • • • • ••• ••• • • • • • • • • • • • • • • • • • •• • • •• •• • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Combined Stresses Check: Member Load Offset fa Fa fbz Fbz fby Fby Code Unity Name Case # ft Ksi Ksi Ksi Ksi Ksi Ksi Ref. Check M25 5 0.00 0.32 21.60 3.54 23.76 1.74 23.76 H2 -1 0.24 Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M25 5 0.00 96.10 3.54 4.00 1.75 23.76 F3 -1 0.15 Axial Check: Member Load Offset P fa KL /r Cc Q Fa Code Unity Name Case # ft lb Ksi Ksi Ref. Check M25 5 0.00 256.87 0.32 77.06 0.00 1.00 21.60 D1, B1 0.01 Weak Flexure Check: Member Load Offset My fby Lu Fby Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M25 5 0.00 47.38 1.74 4.00 23.76 F3 -1 0.07 -2 -Thu Jun 04 14:06:05 2009 .. .•. • • • • • •• • • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • • • • • • • • • • •• • • • • • • • • • • • •• • • • 1 • • •• •• • • • • • • • • • • ••. • • • • •.. • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• •• • • • •. •• ••• • • • 000 • • 7/30 VisualAnalysis (version 5.50) - Thu Jun 04 14:04:09 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 Design Results 0 V V Unity Check Values 0.000 0.250 0.500 .750 1.000 — Failed Not Checked Not Grouped •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • • • • • • • • • • 0 •• • • • • • • • • V • • • •• • • V • • • • •• •• • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • ••• • • Untitled Project VisualAnalysis 5.50 Report Company: Milton cubas PE,Inc. Engineer: Milton Cubas, PE Billing: PHONE (305) 891 -4174; FAX (305) 891- 4175 Project File: 260 NE 99 ST MIAMI, FL. 33138 (15W) (FINAL).vap Folder: E: \COLOMBIA'S PROJECT 2009 \AWNINGS \SPECIALTY AWNINGS \260 NE 99 ST MIAMI, FL. 33138 \CALC\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.5227 M29 Designed MEMBERS Pipe0.1 Pipe0.11 None Design Member Design Load Cases Strength Service Number Number 1 7 2 3 4 5 6 Results Load Case (Deflection Type) Name DL ( -Y) = SELF WEIGHT First Order (Other) 2.4.1 First Order ,D 2.4.5W First Order ,D +W 2.4.6W +Lr First Order ,D +0.75W 2.4.7 First Order ,0.60D +W 2.4.8 First Order ,0.60D RISC Steel (ASD) Design Group: MEMBERS, Group Report, Designed As: Pipe0.11 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing at top flange (at +y): Lateral bracing at bottom flange (at -y): Fy = 50.00Ksi Combined Stresses Check: Member Load Offset Name Case # ft M29 5 0.00 Pattern = Unbraced Pattern = Unbraced fa Fa fbz Fbz fby Ksi Ksi Ksi Ksi Ksi 0.03 30.00 15.64 33.00 1.57 -1 -Thu Jun 04 14:06:38 2009 .. ... • • • • • • • •. ••• .• • • • •• • • • • • •• • • ••• .•• • • • • • • • • • • • • •• • • • • • • • • • blot .•vb:. utl.teir •::: Ksi Lief. ' Check" 33.00 H2 -1 0.52 • .• • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • • •• •. ••• • • • ••• • • • Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M29 5 0.00 - 121.40 15.64 3.75 2.30 33.00 F3 -1 0.47 Axial Check: Member Load Offset P fa KL /r Cc Q Fa Code Unity Name Case # ft lb Ksi Ksi Ref. Check M29 5 0.00 11.06 0.03 103.08 0.00 1.00 30.00 D1, B1 0.00 Weak Flexure Check: Member Load Offset My fby Lu Fby Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M29 5 0.00 -12.16 1.57 3.75 33.00 F3 -1 0.05 Strong Shear Check: Member Load Offset Vy fvy h /tw Fvy Code Unity Name Case # ft lb Ksi Ksi Ref. Check M29 5 0.00 49.46 1.12 6.27 20.00 F4 -1 0.06 Weak Shear Check: Member Load Offset Vz fvz h /tw Fvz Code Unity Name Case # ft lb Ksi Ksi Ref. Check M29 5 0.00 4.44 0.94 6.27 20.00 F4 -1 0.05 Warning: Possible warping stresses were not checked. Maximum torsional moment was 7.61 lb -ft -2 -Thu Jun 04 14:06:38 2009 •• 010 • • • • • •• • • • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • • • • • • • • • • •• • • • • • • • • • • • •• • • • • • • •• •• • • • • • • • •• • ••. • • • • ••• • • • • • • • • • • • • • • • • • •.• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 10/30 VisualAnalysis (version 5.50) - Thu Jun 04 14:07:37 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 DL ( -Y) = SELF WEIGHT e • ti • R • a rn • • • 5P yig`� co • 'ts ' n" ch • • • • ,.0`�3 , 11‘414444. r /b co 'd' • • /b •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • •• •• • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • VisualAnaiysis (version 5.50) - Thu Jun 04 14:08:15 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 WL (+Y) = 10.0 PSF • • • • w • • • • • •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• 0 0 V . BAS6PLATE DCSIGN • • • • • • • • •• • • • ••• •• •• ••• • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • • • •• •• ••• • • • ••• • • 12/30 4.001 in 0 13/30 Base Plate Title - Bearing Pressure Maximum Bearing .021 ksi • 00 % ISC Q IV) E Max/Allowable Ratio •..1A$IF = 13) • • • • Plain Base Plate Connection Base Plate Thickness :.25 in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksl Anchor Bolt Diameter :.375 in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksl Column Shape : PI1.9X0.145 Design Code : AISC ASD 9th Anchor Bolts Bolt X in Z in Tens.(k) Vx (k •• • • • • .02•..• • • • • ••.••• •• •• • Y• • • •••• • • • • •••• • • • - Base Plate Stress •••• Maximum Stress 1.806 ksi Max/Allowable Ratio .05 AISC EQ.4(E) (ASIF = 1.333) 1.806 (ksl) .104 • • • • • • • • • • • Vz (k Ft (ksi Fv (ksi 1 1.25 1.25 .062 -.006 .003 N.A. N.A. N.A. AISC EQ.4(E) 2 1.25 -1.25 .062 -.006 .003 N.A. N.A. N.A. AISC EQ.4(E) 3 -1.25 1.25 .062 -.006 .003 N.A. N.A. N.A. AISC EQ.4(E) 4 -1.25 -1.25 .062 -.006 .003 N.A. N.A. N.A. AISC EQ.4(E) Loads DL VVL P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Reverse .049 -.004 .002 No -.279 .026 -.013 Yes 14/30 Milton Cubas.PE, Inc. tict PROJECT: CLIENT : JOB NO. : INPUT DATA COLUMN WIDTH r1 = COLUMN DEPTH c2 = BASE PLATE WIDTH br = BASE PLATE DEPTH bz = FOOTING CONCRETE STRENGTH fs = 3 ksi REBAR YIELD STRESS fy = . 60 ksi AXIAL DEAD LOAD Poi = 0 .489 k AXIAL LIVE LOAD Pu = 0 k LATERAL LOAD (0= WIND,1= SEISMIC) = 0 Wind,ASD WIND AXIAL LOAD PuT = 0,279 k, ASD SURCHARGE q8 SOIL WEIGHT wa = 0.11 kcf FOOTING EMBEDMENT DEPTH Dr = 4 ft FOOTING THICKNESS T = 48 in ALLOW SOIL PRESSURE Qa = 2 ksf FOOTING WIDTH B = 2 ft FOOTING LENGTH L = 0.67 ! ft BOTTOM REINFORCING in in in in DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. PAGE: DESIGN BY : REVIEW BY : • • • • • B ••= • L•••e•• • T•••••• 3 # ••d;• • 2 # ••is* •••• • • •••• 2.00 •••f�•• 0.67 • of • 48 in • • @ • @ • 2 in o.c. • • • • •••1 • •• •• • • • • • • •• 9 • in o.c. • • • • • • • •••• 4444/7// Y// • • 45• • • THE PAD DESIGN IS ADEQUATE. m S F. X WIND REACTION < WEIGHT OF WALL 1.5 X 279 LB < 55PSFX4FTX2FT 419LKB < 440LB L 1. ANALYSIS DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-02 SEC.9.2.1) CASE 1: DL + LL P = 0 Idps CASE 2: DL + LL + 1.3 W P = 0 kips CASE 3: DL + LL + 0.65 W P = 0 kips CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) CASE 1 q = BL + q + (0.15 — ws)T = 0.52 ksf, 1.2DL +1.6LL Pu = 1 kips 1.2DL +LL +1.6W Pu = 0 kips 0.9 DL+ 1.6 W Pu = 0 kips CASE 2 0.25 ksf, CASE 3 0.39 ksf Chow( < k Q a , ]Satisfactory] where k =1 for gravity loads, 4/3 for lateral Toads. 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) 0.85 f 4 Y 1 , I1 Mu 0.383bd2fc) .f. Y PASnx — f fiu +fit 0.8511,fc fiu p,„, =MINI 0.00184 , 3 p i LONGITUDINAL TRANSVERSE d 44.69 44.38 b 24 8 q u,max 0.44 0.44 Mu 0.02 0.11 p 0.000 0.000 Pmin 0.000 0.000 As 0.00 0.00 ReqD 0 # 5 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. USE 3 # 5 @ 9 In o.c. 2 # 5 @ 2 in o.c. Amax 0.015 0.015 Check pprod < Pmax ]Satisfactory] ]Satisfactory] 15/30 CHECK FLEXURE SHEAR (ACI 318-02 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) OVn =2q5bd fc CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) iSVn= (2 +y)0 .fAp = 1389.73 kips where 4 = 0.75 (ACI 318 -02, Section 9.3.2.3 ) 13. = ratio of long side to short side of concentrated load b0 = 41 + 42 + b1 + b2 +4d = 189.9 in AP = b0 d = 8457.6 in2 y = MIN(2, 4 /6u, 40d /b0) = 2.0 Vu =pu, 11— 1 (b, } 2 cr ) d ll b2 +2 c24. = BL J11 •••• • • •••• • • •• •• • • 1 = 1.00 • • •••• •••• • • • • •••• • • • • •••• •• • • •• • • • • •••• (cont'd) •••• • • •••• •••• •••• • • • • •• • •••• • • •••• • • • • •••• • • • •••• • •••• • • -6.27 ft-kips < Sti V n [Satisfactory] • • • • •• • •• • • • • •• • • •• •• • • LONGITUDINAL TRANSVERSE Vu -3.08 -0.83 • • 4 0.75 0.75 •••• • 4Vn 88.1 29.3 Check Vu < d'Vn [Satisfactory] [Satisfactory] • CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) iSVn= (2 +y)0 .fAp = 1389.73 kips where 4 = 0.75 (ACI 318 -02, Section 9.3.2.3 ) 13. = ratio of long side to short side of concentrated load b0 = 41 + 42 + b1 + b2 +4d = 189.9 in AP = b0 d = 8457.6 in2 y = MIN(2, 4 /6u, 40d /b0) = 2.0 Vu =pu, 11— 1 (b, } 2 cr ) d ll b2 +2 c24. = BL J11 •••• • • •••• • • •• •• • • 1 = 1.00 • • •••• •••• • • • • •••• • • • • •••• •• • • •• • • • • •••• (cont'd) •••• • • •••• •••• •••• • • • • •• • •••• • • •••• • • • • •••• • • • •••• • •••• • • -6.27 ft-kips < Sti V n [Satisfactory] • • • • •• • •• • • • • •• • • •• •• • • VisualAnalysis (version 5.50) - Thu Jun 04 14:43:53 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 2.4.7 • • • O • N co 16/30 LOAD REACTIONS GOV. ANCHOR WALL DESIGN (DETAIL B) LOAD REACTIONS GOV. - ANCHOR WALL DESIGN (DETAIL C) • • • • s. • • co en ......400, co — • • • N 0 • • •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• •• • ••• ••• • • 'L,Otl REACTIQNS keh •,AN'CNOR 6'ASEPLATI •.• DESIGN �,�■° (AaT�41L Q).: • •• • • • • • • • ••• • • • • • • • . • • • . • • • • • • • • •• • • • • • • • ••• • • • • ••• • • 17/30 •••• • • • • • •••• • • • • •• • •• • • •. • • • • •• • • • • • •••• • • • • • • •• -•••• • R •• e• • • • • • • • • • • •••• • 0 • • •••• • • • • • • -• • • • • y • • • • .• •••• • • • • • • • • •••• • • • •, •• • •.r• • • •••• • • •• s• • •- • • • • • •• • 18/30 • •• •• • • • • • •• • • • • • • • • • • 1•• • •••• • •• • • • ••• • • •• • •••••• • 19/30 MILTON CUBAS PE INC Project : Fes' • Subject . • • • • Data ": 6/4/2809*: • • Location : •• Eno :••:GE •• Design Wind Pressure. p. Equation 6 -25 (ASCE 7-05) • •••• • • •••• Design wind pressures and forces are determined per equations given in sectitih 6 51 • •• • • • • • • • • • • • System Type Structure Type Equation ••• • • • • Open Buildings and Rigid Structures p = qz.G.Cf • •• ' Other Structures Monoslope Roofs qz : at height z above ground over G : given in 6.5.8.1 Open Buildings Cf : given in Figure 6 -18 Velocity Pressure Calculations. qz Velocity pressure qz is calculated in accordance with section 6.5.1C qz = Velocity pressure @ height (z) qz = Constant • K z • Kzt • Kd • V 2.1 qz = See wind pressure calculation table Where : Constant Mean Sea Level Air Density @ MSL = Numerical constant = % • [ ( Air density lb/ cu ft ) / ( 32.2 ft/s2 )] - [( mi/h )( 5280 ft/mi) • (1 hr /3600 s )] 2 = 0.00255 = 25.00 ft = 0.0764 lb/cu ft • • • • • • • (Eq. 6-15) (Section C6.5.10) (Table C6-1) Category = I (Table 1 -1) Importance Factor = 0.87 (Table 6-1) Exposure Category = C Alpha = 9.50 Zg = 900.00 ft Basic Wind Speed Structure Height = 90.00 mph = 25.00 ft (Open terrain) (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) A (2/Alpha) for Z < 15 ft = 0.95 Page 1 20/30 MILTON CUBAS PE INC Protect : Subject : Location : Velocity Pressure Calculations. qz (Cont.) Where : Kzt Topography Kd Gust Effect Factor, G File : Date ! 6/417009 "" • c • •••' En g, :'E . • • • • • •••• • • • • • •••• • • • • • ••••• • • • •• • • = Topographic factor obtained frodi'Fr 8-4 = (1 +K1•K2•K3)2 •'•• • • = 1.00 • • • •••• •• • • = None • •• o • • •••• = 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 = 27.00 deg UB Value = 0.20 Cf = 0.97 Center of Pressure = X/L = 0.42 Design Wind Pressure. a, Equation 6 -25 Design wind pressures and forces are determined per equations given in section 6.5.1: Height Kz K3 Kzt Kd qz Cf p (feet) (osf) (osf) 1 25.00 0.95 1.00 1.00 1 16.99 0.97 14.01 Page 2 • • • • • • • VisualAnalysis (version 5.50) - Thu Jun 04 15:59:52 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 DL ( -Y) = SELF WEIGHT •• •• •• • • • • • '• • • • • •• • • u • • • • • • • • • • it • • • •• • • • • • • •• •• • • • • • • • 00 • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • 00 •• 000 • • • ••• • • h 21/30 VisualAnalysis (version 5.50) - Thu Jun 04 16:00:33 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 WL( +Y)= 14.1PSF 22/30 • �_ • •• • • • • • • •• • • • • • • • • • • • •• • • •• •• • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 00 • • • • ••• • • VisualAnalysis (version 5.50) - Thu Jun 04 16:01:13 2009 Milton cubes PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 Design Results Unity Check Values .000 0.250 0.500 0.750 1.000 °Failed Not Checked __Not Grouped •. •.. • • • • • • •• • • •• • • • • • • •• . •• •• • • • • •• • • • •• • • • • • • • ..• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • • • • • ••• • • • • • • • • • • • • • • • •• • • • ••• • • 23/30 Untitled Project VisualAnalysis 5.50 Report Company: Milton cubes PE,Inc. Engineer: Milton Cubas, PE Billing: PHONE (305) 891 -4174; FAX (305) 891- 4175 Project File: 260 NE 99 ST MIAMI, FL. 33138 (18W) (1).vap Folder: E: \COLOMBIA'S PROJECT 2009 \AWNINGS \SPECIALTY AWNINGS \260 NE 99 ST MIAMI, FL. 33138 \CALC\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.0844 M10 -3 Designed MEMBERS Pipe0.1 Pipe0.11 None Design Member Results Design Load Cases Strength Service Load Case (Deflection Type) Number Number Name 1 7 DL ( -Y) = SELF WEIGHT First Order (Other) 2 - 2.4.1 First Order ,D 3 - 2.4.5W First Order ,D +W 4 - 2.4.6W +Lr First Order ,D +0.75W 5 - 2.4.7 First Order ,0.60D +W 6 - 2.4.8 First Order ,0.60D AISC Steel (ASD) Design Group: MEMBERS, Group Report, Designed As: Pipe0.11 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing at top flange (at +y): Lateral bracing at bottom flange (at -y): Fy = 50.00Ksi Combined Stresses Check: Member Load Offset Name Case # ft M10 -3 5 3.00 Pattern = Unbraced Pattern = Unbraced fa Fa fbz Fbz fby Ksi Ksi Ksi Ksi Ksi 0.95 30.00 1.06 33.00 0.68 -1 -Thu Jun 04 16:02:13 2009 • • • • • .. ••. • • • • • • • •• • • •• ••• •• • • • •• .• • • • • • .• • • • Illy::Cbd4. : : Itsi • Ref' • Chetsdc .se 33.00 H2 -1 0.08 ••• ••• • • • • • • • • • •. • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • •• • •. • • • • • • • • • ••• • • • • • ••• • • 24/30 Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M10 -3 5 3.00 -8.21 1.06 3.00 1.73 33.00 F3 -1 0.03 Axial Check: Member Load Offset P fa KL /r Cc Q Fa Code Unity Name Case # ft lb Ksi Ksi Ref. Check M10 -3 5 0.00 306.38 0.95 82.46 0.00 1.00 30.00 D1, B1 0.03 Weak Flexure Check: Member Load Offset My fby Lu Fby Code Unity Name Case # ft lb -ft Rsi ft Ksi Ref. Check M10 -3 5 0.00 -10.30 1.33 3.00 33.00 F3 -1 0.04 Strong Shear Check: Member Load Offset Vy fvy h /tw Fvy Code Unity Name Case # ft ]b Ksi Ksi Ref. Check M10 -3 5 0.00 -1.69 0.13 6.27 20.00 F4 -1 0.01 Weak Shear Check: Member Load Offset Vz fvz h /tw Fvz Code Unity Name Case # ft lb Ksi Ksi Ref. Check M10 -3 5 0.00 1.68 0.15 6.27 20.00 F4 -1 0.01 Warning: Possible warping stresses were not checked. Maximum torsional moment was 1.15 lb -ft -2 -Thu Jun 04 16:02:13 2009 • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• •• • ••• • • • • • • • • ••• ••• • • • • • • • • • • • • • • • • • •• • • •• •• • • • • • •• • ••• • • • • ••• • • • • • . • • • ••• • • • • • • • • • • • •••••• • ••. • • • • ••• • • • • • • •.• •. •• VisualAnalysis (version 5.50) - Thu Jun 04 16:03:52 2009 Milton cubas PE,Inc., Milton Cubas, PE, PHONE (305) 891 -4174; FAX (305) 891 -4175 2.4.7 w LOAD REACTIONS GOV. ANCHOR WALL DESIGN (DETAIL B) • • 39 LOAD REACTIONS GOV. ANCHOR WALL DEIGN (DETAIL E) w 13 /b • 10.0 • •• ••• • • • • •ib.\\■• • • • • •• • • • • • • •• ••• •• •• • • • • •• • • • • • • • • 00 • • • • • • • • • • • • •• ••• ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • •• • • ••• • • • • ••• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • •• • • • •• •• • • 26/30 • • • • .• •• • • • • • • • • •••• • • • •• • • 27/30 • • • • • - r • • 0 • • a • • •••• - • • • • • • • • 28/30 • 1 • • • • • • • .••• • • • •• • • •••• • • • • • • •• • • • • • . • •••• • • • • • • ••••. • • • •• •• • • • • 1 • • • • • • •••• • • • • • • • • •••• •• • • •• • • • • • • • • • • • RED HEAD® CONCRETE ANCHORING SYSTEMS 29/30 Submittal Information Dynabolt Sleeve SPECIFIED FOR ANCHORAGE INTO CONCRETE, MASONRY, GROUT-FILLED BLOCK AND HOLLOW BLOCK Sleeve type anchors feature a split expansion sleeve over a threaded stud bolt body and integral expander, nut and washer. Anchors are made of Zinc - Plated Carbon Steel, or Type 304 Stainless Steel. Anchors should be installed with carbide tipped hammer drill bits made in accordance to ANSI 8212.15 -1994. Anchors are tested to ASTM E488 criteria. APPROVALS /LISTINGS Meets or exceeds U.S. Govemment G.S.A. Specification A- A -1922A (Formerly GSA: FF -S -325 Group II, Type 3, Class 3) Factory Mutual California State Fire Marshal INSTALLATION STEPS 1 . Use a bit with a diameter egta►terthe, nchor. See selectpon cheat() determide'»Tdber size • bit for ancbar�1 l`Drill hoiet2 i r.pth exceedingai i li wo embedment lean hole. •••• • • • • •••• • • • • • • 2. Insert asssidled•ilchor int: f1Alc* SO'that washer oCI12aLti9 lush with materials to be fastened. • • • • • • •• • •.•• • • •••• • •• • • • •••• 3. Expand anchor by tightening nut or head 2 to 3 turns. Ultimate Shear and Tension Values in Concrete (Lbs /kN)* • • • ANCHOR INSTALLATION BOLT MINIMUM DIA. TORQUE DIA. EMBEDMENT In. (mm) Ft Lbs. (Nm) In. (mm) DEPTH In. (mm) 1/4 (6.4) 3.5 (4.7) No.10 1 -1/8 (28.6) 5/16 (7.9) 8 (10.8) 1/4 (6.4) 1 -1/4 (31.8) 3/8 (9.5) 14 (19.0) 5/16 (7.9) 1 -1/2 (38.1) 1/2 (12.7) 20 (27.1) 3/8 (9.5) 1 -7/8 (47.6) 5/8 (15.9) 48 (65.1) 1/2 (12.7) 2 (50.8) 3/4 (19.1) 90 (122.0) 5/8 (15.9) 2 -1/4 (57.2) ANCHOR TYPE (STEEL) fc =2000 PSI (13.BMPa) ft = 3000 PSI (20.7 MPa) ft 4000 PS (27.6MPa) Carbon or Stainless TENSION SHEAR TENSION TENSION SHEAR Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) 1,200 (5.3) 1,620 (7.2) 1,600 (7.1) 2,100 (9.3) 1,620 (7.2) 1,400 (6.2) 2,040 (9.1) 1,920 (8.5) 2,220 (9.9) 2,600 (11.6) 2,400 (10.7) 1,620 (7.2) 2,560 (11.4) 2,240 (10.0) 2,800 (125) 3,100 (13.8) 3,040 (135) 2,220 (9.9) 4,000 (17.8) 3,140 (14.0) 4,400 (19.6) 5,000 (22.2) 3,080 (13.7) 6,440 (28.6) 4,400 (19.6) 6,120 (27.2) 8,080 (35.9) 4,200 (18.7) 10,200 (45.4) 6,060 (27.0) 8,900 (39.6) 13,100 (58.3) . Allowable value are based upon a4to safety factor. Dhride try 4 for allowable load values The mbulated values are for anchors Installed In a minimum of 12 diameters on center and a mhilmum edge distance of 6 diameters for 100 percent anchor efficiency. Spacing and edge distance may be reduced to 6 diameter spacing and 3 diameter edge distance, provided the values are reduced 50 percent Linear Interpolation maybe used for Intermediate spadngs and edge distances. for continuous extreme low temperature applkallons, use stainless steeL SHEAR Lbs. (kN) 1,620 (7.2) 4,500 7,240 11,600 (20.0) (32.2) (51.6) IMF Mut 1- 800 -899 -7890 46 4/08 www.itwredheadcom • d!',' ► 4 RED HEAD® CONCRETE ANCHORING SYSTEMS 30/30 Submittal Information Dynabolt Sleeve Anchors ANCHOR DIA. In. (mm) 1/4 (6.4) 5/16 (7.9) 3/8 (93) 1/2 (12.7) 5/8 (15.9) 3/4 (19.1) INSTALLATION TORQUE Ft Lbs. (Nm) 35 (4.7) 8 (10.8) 14 (19.0) 25 (33.9) 48 (65.1) 90 (122.0) BOLT DIA. In. (mm) No.10 1/4 (6.4) 5/16 (7.9) 3/8 (93) 1/2 (12.7) 5/8 (15.9) Ultimate Shear and Tension Values in Lightweight Concrete (Lbs /kN)* MINIMUM EMBEDMENT DEPTH In. (mm) 1 -1/8 (28.6) 1 -1/4 (31.8) 1 -1/2 (38.1) 1 -7 /8 (47.6) 2 (50.8) 2 -1/4 (57.2) ANCHOR TYPE (STEEL) f c =4000 PSI (27.6MPa) TENSION Lbs. (kN) 1,080 (4.8) SHEAR Lbs. (kN) 1,160 (52) • .•• •ft �PS (41.4 •• TENSION. • • • Slit 1,940. (8.6) 1,220 • • •;Ms 1,440 • • 44) •••••• • • • • a 1,260 (5.6) 1,680 (75) (9.9) * 1,620 (7.2) 2,300 (10.2) ••�BOe• • • (12.5) 2,600 (11.6) 3,920 (17.4) 4,840 (213) 3,240 (14.4) 5,600 (24.9) 4,300 . • • jt�', •7,11$1. i • (34.9) 3,640 (162) 8,640 (38.4) 5,800 525.8) 2,480 (553) Allowable values are based upon a4to1 safety factor. Divideby4 for allowable load values. The tabulated values are for anchors Installed ina minimum of12 diameters on center and aminhr medgPdb t�hceof6diametersfor100percentandror ei8dency. Spacing and edge dMancemay be reduced to6 diameter sparing and 3 diameter edge distance, provided the values are reduced 50 percent Linear interpolation may be used for intermediate spacings and edgyai err• • • •••• • • • •• • • •• • • • lr Carbon or Stainless 2,240 ••ing 3,160 ••.j1t15 .2,220 • • • • • • • • • •••• • • • • ANCHOR DIA. In. (mm) Dynabolt Sleeve INSTALLATION TORQUE Ft. Lbs. (Nm) Anchors BOLT DIA. In. (mm) MINUAUM EMBEDMENT DEPTH Ultimate Shear and Tension Values in Masonry Units (Lbs /kN)* In. (min) ANCHOR TYPE (STEEL) LIGHTWEIGHT MEDIUM WEIGHT HOLLOW CORE GROUT FILLED HOLLOW CORE GROUT FILLED TENSION Lbs. (kN) SHEAR Lbs. (kN) TENSION Lbs. (kN) SHEAR Lbs. (kN) TENSION Lbs. (kN) SHEAR Lbs. (kN) TENSION Lbs. (kN) SHEAR Lbs. (kN) 1/4 (6.4) 3.5 (4.7) 3/16 (4.8) 1 -1/8 (28.6) Carbon 1,120 1,360 1,120 1,360 1,120 1,620 1,120 1,360 (5.0) (6.0) (5.0) (6.0) (5.0) (7.2) (5.0) (6.0) Stainless 640 1,620 640 1,620 640 1,620 640 1,620 (2.8) (7.2) (2.8) (72) (2.8) (7.2) (2.8) (7.2) 3/8 (9.5) 15 (203) 5/16 (7.9) 1 -1/2 (38.1) Carbon 1,360 2,560 1,360 2,560 1,360 2,560 1,360 2,560 (6.0) (11.4) (6.0) (11.4) (6.0) (11.4) (6.0) (11.4) Stainless 1,160 2,560 1,160 2,560 1,160 2,560 1,160 2,560 (5.2) (11.4) (5.2) (11.4) (5.2) (11.4) (52) (11.4) 1/2 (12.7) 25 (33.9) 3/8 (9.5) 1 -7/8 (47.6) Carbon - - 2,220 4,000 - - 2,220 4,000 - - (9.9) (17.8) - - (9.9) (17.8) Stainless - - 2,100 4,000 - - 2,100 4,000 - - (93) (17.8) - - (93) (17.8) 5/8 (15.9) 55 (74.6) 1/2 (12.7) 2 (50.8) Carbon - - 3,0. -' 6,440 - - 3,0 :r 6,440 - - (13.7) (28.6) - - (13.7) (28.6) Stainless - - 3,080 6,440 - - 2,820 6,440 (13.7) (28.6) - - (125) (28.6) 3/4 (19.1) 90 (122.0) 5/8 (15.9) 2 -1/2 (633) Carbon - - 4,200 10,200 - - 4,200 10,200 - - (18.7) (45.4) - - (18.7) (45.4) Albwablevalues are bared upon a 4to 1 safetyfactor. Divide bp4 for allowable load values The tabulated values are for anchors Intoned in a minlnwm of 12 diameters on centerand a minlmmn edge distance of6 diameters for 100 percent anchor of idency. Spacing and edge distance maybe reduced to 6 diameterspadng and 3 diameter edge dlstante, prodded the vat are reduced 50 percent Linear interpolation may be used for intermediate spadngs and edge distances. Combined Shear and Tension Loading -for Dynaboit Anchors Allowable Toads for anchors subjected to combined shear and tension forces are determined by the following equation: (Ps/Pt) + (Vs/Vt) s 1 Ps = Applied tension load Vs = Applied shear load Pt = Allowable tension load Vt = Allowable shear load trwr `1(-1 _. . 1- 800 - 899 -7890 47 4/08 www.itwredhead•com •