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ACT-09-1160I MI 054 A ° I(1 ,6 1 to 4uvi cta- BUILDIN PERMIT APPLICATION FBC 2© Submittal Fee Structural Review, $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33 i38 Tel: (305) 795.2204 Fax: (305) 756'8972 INSPECTION'S PIIONE NUMBER: (30S) 762.4949 Permit Fee $ Training /Education Fee $ NO Vomit No, 'A - Master Aeirtnit ,Permit Type: BUILDING ROQFI Owner's Name (Fee Simple Titleholder) Phone 0 Owner's Addre fi / e/t Gt /aY j.c .c.c City /�rr� State Zip - �1 /.t Tenant/Lessee Name Phone # Email Job Address (Where the work is being done). (I City Miami Shores Village County Miami -Dade Zap FOLIO / PARCEL Is Building Historically Designated YES Flood Zone Contractor's Company Name 19e AVie s d. " Plio.ne # C I — 5 j . S? ' S / Contractor's Address - City Af .r'z ' State Zip / 6 Qualifier Novae C d . 4-42- 1 Plicjne 4 3 1 ^?- -• J >,.f State Certificate or Registration No, of Competency No. c7 AgSe9 Contact Phone ._� � G "�ZQ 3 E- mail S47° c 4 -• , .�.., .fff,aems, �, Total Fee Now Due $ CJ • vy See Reverse side - Value of Work For this Per Type of Work: ❑A +'.. Describe Work; Alteration • Square /Linear Footage Of Work: ]New 0 RepaiReplace 0 Demolition Architect/Engineer's Name (i# appF le) ,`A� / 1 Phone 11 ? 4 j 6 7 * * * * * * * * * * * * * * * * * * * * * * ** *** * * * *F sN* * * * *: 0 CCF$ . COIC C Notary $ Scanning $ Radon $ DPI3l2 $ Bond $ Doable Fee $ Violation date: Technology Fee $ Bonding Company's Name (if applicable) Bonding Company's Address City Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the wok 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 sewcUred 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 wiil'be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Sign; . Print: - AMA JP, • going i ers NOT 't PUBLIC: My Commission Expires: wner or Age t trumeutt�as ac . 4wle ,201U,by ed beforg me this The fore sing 1'1 day o who is pe identification and who did take an oath. O • NI Y1 own to me or who has produced V R`, - SDN Alr 0 meat was ackno ged before tlaas `"t , 20 , by o ally known to the or who has produced �rj* as identification and who did take .a n oath. ARTY PUBLIC: Contractor ° .0k J14 The for day of who is My Commission Expire n ,., ; w.i *dcdr ak) t* dt*dc***,-****:-* iaF* 3t****** 9t***aF9ttk3tBr9c9r*k-k***rt**** *fir 9r �F A'iY 7� *****;F ' )Fyt 4h*b* A'Y�*1�TN 9" 4,-*k' Ukb I 9 /tarp 5 11' 4 691 Plans Examiner APPROVED BY (Revised O7/ D /07)(Revised 06/10/2009) State Ord Zip Engineer Signafur Sign: Print: Zoning Clerk checked J w Miami Shores Village Building Department q`2(' 09 BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Building Roofing �/i Owner's Name (Fee Simple Titleholder) >1 ,Q. t_0 N t 0 r t t \ Phone # 305 - r151 4 rr Owner's Address 1) JUL 1 PAID City N\ 1'Q State L Tenant/Lessee Name 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Job Address (where the work is being done) (1 B (OQ City Miami Shores Village County Miami -Dade FOLIO /PARCEL # i 1 2136: — 0(5 Is Building Historically Designated YES Contractor's Company Name ' fl 1 n Value of Work For this Permit $ Type of Work: ❑Addition Describe Work: W _ f 1 n NO State ❑Alteration n L. ode Contractor's Address 6 - 1 0 Q W (Z STr "n City _N 101 IV 'i Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No.( Permit No. - 9 l (cC Master Permit No. Zip Z SD Phone # 305 - 335 -6IS Zip 33150 61116" : 7 8 3 5 & - 0 Z 0 3 Phone # ``()S.— -7 5q SOS zip '3 1 6 Gl Architect/Engineer's Name (if applicable) Phone # Square / Linear Footage Of Work: ( ' 1 Vew ❑ Repair/Replace ia JUL 1 3 2009 B Y: 1 ❑ Demolition .-. Submittal Fee $ 'co J Permit Fee $ � � ( CCF $ a- CO/cC Notary $ ' Training/Education Fee $ 0•60 Technology Fee $ 51S Scanning Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $" Structural Review. $ Total Fee Now Due $ ) ' • See Reverse side —> 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 property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature /-- , Signature '` — C---,_ -,L-- ' = Owner or Agent Contractor The foregoing instrument was acknowledged before me this 7 The foregoing instrument was acknowledged before me this 8 day of 1" )( 20 by Pi ell_ ILA4! tt 4 , day of sot)/ , 200 by 4L, C/ re-- , who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: y� , �' 4 Sign: ' " l r�� fit` U�� M - ndez Sign: � C OMMi SI • D 96x0 Print: Print: Al is �"�'E xpir• ' W472 (Revised 07/10/07) .. . y ` s. BanCad Tray Rain - InsY.? nCa Inc 800- 385.7 pr : hA oG Bond Troy Fain Insursnc? Inr, 89P 385 -7019 My Commission Expires: My Commission Expires: NOTARY PUBLIC: ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: '��' jJ Plans Examiner Engineer Zoning a 7/7)-7,, V 21 r e 2 6 Nov 3 0 2010 BY : ......... ...... .....e CHANGE OF CONTRACTOR / ARCHITECT �1. Permit N. 09 _ Il (00 Owner's Name (Fee Simple Title Holder): A reel t ay j na s Phone #: 3®5.3S -'1 7 Owner's Address: lie U) 104 ST City: M j a my Sh (2 re S State Job Address (Of where work is being done): 1.1 P, 13u.) .L S� City: Miami Shores Signature Notary bl• Sign: 1 Seal: owner or Agent f Contractor's Company Name: Address: City: State: ; Zip Code: Qualifier's Name : Lic. Number: Architect/ Engineer of Record Name: Phone #: Address: City: State: Zip Code: Describe Work: I hereby certify that the work has been abandoned and/or the contractorlarchitect is unable or unwilling to complete the contract. I hold the Building Official and the Miami Shores rmless for all legal involvement. The f regoing instr(u,,me�t was aknowledged Before me this i day of D 71� ,2010y A i ct.1 YA iv I Who is personally known to me or who has produced as indentification. State: Florida M iami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 L a Zip Code: ° , Zip Code: - 331 5 c� Phone #• Signature Contractor or Architect The foregoing instrument was aknowledged before me this day of , 20 by who is personally known to me or who has produced as indentification. Notary Public: Sign: Seal: Sep 28 10 11:00p Awnings & Shades December 2, 2010 Angela Marinas 118 N.W. 104 Street Miami Shores, Fla 33150 Dear Angela Marinas: Sincerely, C - -� ca Perez Awnings and Shades., Co. Cc: City of Miami Shores Norman Bruhn Building Official/ Director 3057595052 Subject Proposal No. 2300 Permit 4 ACT -7 -09 -1160 I'm in receipt of your letter dated November 30, 2010 . As you are aware your awning project was completed on July of 2009. However, the final inspection by the City of Miami Shores was not possible due to the fact that the drawings did not show the detail of the awning installed. I've been out of town on other projects. My apology for this delay. I have called the City of Miami Shores and ask for final inspection . As soon as I know the time and date, I will inform you. You have an outstanding balance of $ 1,500.00. Please, this balance must be paid at the time of final inspection by the City of Miami Shores as agree. The City Fees are being voided as a courtesy for this inconvenience. Once again, thank you for your business. 670 N.W. 112 st. • Miami, Florida 33168 • Tel: 305- 759 -5051 • Fax: 305 -759 -5052 E -mail sales@awnin0sandshades.com Inoam MOW mem EWE wow Nisi MOP W NW alrapre Mgr te a•. .a o wes samosa 'a NOTICE OF COMMENCEMENT 1 —' This Instrument Prepared By: Name Anne; (4___ L_ ri jo f �7� Address // ' A/W joy cz_� j shoe e / d. 3; J J v Permit No. v Tax Folio No. STATE OF 3'kr, ci j 1...11-2/36-0/3--/// COUNTY OF . THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property: (legal description of properly, and street address if available) +1 - 2,13 0 /3- /17A'4/ /OU ST AvOM /Sho /eSF/. 33 /S0 2. General description of improvement: �� -4N X 32 r 3. Owner information a. Name and address: An CO MarrfnaS / /Ss WA/ /0,u Sr Ao i% shores, ./. 33 1S'D b. Interest in property: c. Name and address of fee simple titleholder (11 other than owner): 4. Contractor: a. Name and address: a`,/nen 5 b. Phone number: ° shares Qv 67o • cos- 7 /"9 SW s1 5. Surety a. Name and address: b. Amount of bond $ c. Phone number: 6. Lender a. Name and address: b. Phone number: ow me. S7'ree7 N/Q,.j 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and address: b. Phone number: 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienors Notice as provided In Section 7.13.13(1)(b), Florida Statutes: a. Name and address: b. Phone number. 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) / - / A . 9 - ZOO,. • WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. The fo (join , � s ` , r as acknowledged before me this 15 da ' (name of person) as authority, ...e.g. o car, ° stee, attorney In fact) for behalf of whom instrument was executed). NOTARY PUBLIC STATE OF FLORIDA Cktudia V Cubillos [ Cote #I3D717 23 Expires: SEP. 23,.2011 BONDED O RD ATLANTICBONDLYGCO.,INC. Signs re of Notary Public State of Florida Print, pe, or Stamp Conmissioned Name of Notary Public Commission Number • Personally Known or Produced Identification Verification Pursuant-to Section 92,626, Florida Statutes Under penalties of perjury, I declare that t have read the foregoing and that the facts stated in it are true to the best of my knowledge and belief. Signature of Owner or Owner's Au orized er /Director Partner/Manager A It'N 1~ Q. cZ r t in 4 S Signatory's tie/Ofiice 01 ..mss/ ; Signature or Natural Person Signing Above of • 1 (name of party on , 4 , 0 z, 0 2 .cl'° t OWNE JOYVQ \ ILt DISCLOSURE STATE ENT NAME: A IWk 1 DA TE: 94oKI ADDRESS: I i g I I , 1 04 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 new form states 75,000). 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 budding 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 understand that state law requires construction to be done by a licensed contractor and have applied for an owner- builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. 5. I understand that, as the owner - builder, I must provide direct, onsite supervision of the construction. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 2. I understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. I understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license permits and contracts. Initial 4. I understand that I may build or improve a one family or two- family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or improved it for sale or lease, which violates the exemption. Initial Initial Initial 6. I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. By 7. I understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner - builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner - builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner - builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 8. I understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. 9. I agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner - builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. 10. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or htt .: /lwww.m oridalicense .comldb / Iro /cilb /inde ml 11. I am aware of, and consent to; an owner - builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: Was acknowledged before me this day of 41011 10 aol 6/QA OWNE NOTARY Initia Initial rr Initial 12. I agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information I have provided on this disclosure. Initial who was personally known to me or who has Produced there License or as identification. .404 Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner - builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and retumed to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Print From: Angela Marinas (angelamarinas@ymail.com) To: Sale@awningsandshades.com; Date: Fri, December 3, 2010 4:26:10 PM Cc: Subject: 118 NW 104 Street, Miami Shores, Fl 33150 Dear Alicia Perez, Please find attached a letter fax to your office this afternoon. In addtiion, this said letter will be mailed via USPS. Once again the inspection has failed. Page 1 of 1 http: / /us. mg4. mail.yahoo.com/dc /launch ?. gx =1 &. rand =003eh 1 hdv5gtm 12/3/2010 Inspection Number: INSP - 157033 Scheduled Inspection Date: March 10, 2011 Inspector: Bruhn, Norman Owner: MARINAS, ANGELA Job Address: 118 NW 104 Street Project: <NONE> Miami Shores, FL Contractor: HOME OWNER Building Department Comments March 09, 2011 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 Permit Number: ACT -7 -09 -1160 Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: New Phone Number Parcel Number 1121360131440 AWNINGS FRONT AND BACK as per change of contractor done by home owner, ok to extend permit 30 days only. Las t extension approved by NB. 12/22/10 Passe( � 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- 154017. CREATED AS REINSPECTION FOR INSP- 136850. CREATED AS REINSPECTION FOR INSP- 119259. Awnings do not match plans. Tube size and configuration. NB Rear awning needs new anchors, wrong size used. Front awning wrong tube size. SAME COMMENTS NB Page 8 of 16 don 4 . et: 7-09-lab i / M iarrx; �- D�.es /214A-P-4-t 440 1 Acr_- -_ 7.49-M7 0, ad -at) fl4P/Mezioxiit) thr 0 7; attemot 4 Aindailiv-e ) p J je d A ga ea Added &o. fiv g WiltelaXd tA i 26/o.' o .' a)(4 224,a 40 4 . c ' ecze SEP 2 2 2010 ,ie/ite_6 717a4uA 3f I•DADE MIAM COUNTY December 10, 2010 Angela Marinas 118 NW 104 St Miami Shores, FL., 33150 Re: Case # A2011000510 Dear Sir or Madam: This office has received your Complaint Form. reason(s) indicated below: ® Contact Investigator Complaint Form must be notarized ® Following Documentation has not been provided: Copy of check (s) front ® Copy of check (s) back ® Copy of Contract ❑ Sworn Statement ❑ Other Complete sworn statement and send it back as soon as possible. 11 Miami -Dade County Herbert S. Saffir Permitting and Inspection Center OZIEV IR DEC 20,ZO10 LW You must provide this information and /or contact me within 30 days of receipt of this letter or your case will be administratively closed. Please reference your case number above when sending any documentation pertaining to your case. G✓ Carlos 011et Building Neighborhood Compliance Investigator 786 - 315 -2565 Internet mail address: bldodept(a)miamidade.aov ■IAMI.O.IOE COUNIV ‘ 1/4A fe BUILDING OIPAB1MIN1 MIAMI -DADE COUNTY BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT Building Code Support Division 11805 SW 26 Street (Coral Way), Room 230 Miami, FL 33175 -2474 Phone: (786) 315 -2424 Fax: (786) 315 -2912 This form cannot be properly processed due to the Homepage: http: //www.miamidade.gov /bldg November 30, 2010 Awnings & Shades Co., Inc. 670 NW 112 Street Miami, Florida 33168 Dear Alicia Perez, This letter serves as a "Notice of Termination ". With this letter I'm terminating Awnings & Shades Co., Inc., CTQB Number 06BS00910; aka. Alicia R. Perez as my contractor effective Wednesday, December 8, 2010 at 1:00 PM EST. The reasons for the termination are: • Delay in timetables to complete job - Completion Due Date exceed 365 days from Proposal Date 5/23/2009 • Lack of commitment by contractor to complete job • Lack of accurate project plan — Plans do not meet builders code • Contractor exceeded number of extensions /grace periods provided by Owner and Village of Miami Shores • No further permit extension granted by Village of Miami Shores If you have any questions about this contract termination please contacts me by email (angelamarinas a,ymail.com) or cell phone 305.335.6787. Angela Marinas 118 NW 104 Stree Miami Shores, Florida 33150 Subject: Proposal No. 2300 Proposal Date May 23, 2009 Village of Miami Shores Permit No. CT -7 -09 -1160 Address 118 NW 104 St Miami Shores, Fl, 33150 0000000 0.OZ 0 E 110t4 ;Postal Servico CERTIFIED MAIL, 'RECEI (Domestic Mali Only; No lost. talwwe cat, eta i~ For delivery i &tormatiort visit 'our vrel site at www.usps.camf, Re�ai 5o toy [nsr 17 m Posta Certified Fee Return Receipt Fee (Endorsement Required) Restricted Delivery Fee (Endorsement Required) Total Postage & Fees Expected Delivery: Wed 12/01/10 Return Rcpt (Green Card) $2.30 Certified $2.80 Label #: 70101670000168045963 Issue PVI: Total: Paid by: Debit Card Account #: Approval #: Transaction #: 23 903520633 Receipt #: 6111 #: 1000502463424 Clerk: 08 003176 Customer Copy Postmark Here $5.54 $7.10 $7.10 XXXXXXXXXXXX8325 141663 707 Order stamps at USPS.com /shop or call 1- 800- Stamp24. Go to USPS.com /clicknship to print shipping labels with postage. For other information call 1 -800- ASK -USPS. ********* * * * * * * * * * * * * * * * * ** * * * * * * * * * * *** Get your mail when and where you want it with a secure Post Office Box. Sign up for a box online at usps.com /poboxes. ********* * * * *** * * * * * * * * * * * * * * * * * * * * * * * ** ********* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** All sales final on stamps and postage Refunds for guaranteed services only Thank you for your business ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********* * * * * * * * * * * * * * * ** * * * * * * * * ** * * * ** HELP US SERVE YOU BETTER Go to: https : / /postalexperience.com /Pos TELL US ABOUT YOUR RECENT POSTAL EXPERIENCE YOUR OPINION COUNTS ********* * * * * * * * * * * * * * * * ** * * * * * * * * * * * * ** ********* * * * * * * * *** * * * * * * * * * * * * * * * * ** *** rdr Subject: oEC o WO Proposal No. 2300 Proposal Date May 23, 2009 Village of Miami Shores Permit No. CT -7-09 -1160 Address 118 NW 104 St Miami Shores, Fl, 33150 :e of Termination ". With this letter I'm terminating Awnings lumber 06BS00910; a.k.a. Alicia R. Perez as my contractor Tiber 8, 2010 at 1:00 PM EST. ion are: co mplete job - Completion Due Date exceed 365 days from by contractor to complete job iect plan — Plans do not meet builders code number of extensions/grace periods provided by Owner and 3res :ension granted by Village of Miami Shores out this contract termination please contacts me by email or cell phone 305.335.6787. ) SENDER: COMPLETE THIS SECTION • Camptete items 1, 2, and 3.. Also complete item 4 if Ftestricted Delivery is desired. • Print your name and address on the reverse so that we can return the card to you. • Attach this card to the back of the mafplece, or on the front if space permits, 1. Article Addressed to: 1 Lrci pereZ- Aw s Shades Co x'"7 0 w sib sireer rtia ( FI. 334 2. Article Number Messier from service label PS, Fomt 3811, February 2004 Domestic Retum Receipt COMPLETc. THIS SECTION ON DELIVERY b. Is delivery address different from Item l? 13 Yes If YES, eerier delivery address below: i1 No r C 3. DIttertified Mali D Express Mali 0 Registered 0 Ryan Receipt far Merchandise D insured Mail a C.O.O. 4. Restricted Delvey? {Edell Fee) Cr yes 7010 1670 0001 6804 5963 1Q2895424d -1840 November 30, 2010 Awnings & Shades Co., Inc. 670 NW 112 Street Miami, Florida 33168 Dear Alicia Perez, This letter serves as a "Notice of Termination ". With this letter I'm terminating Awnings & Shades Co., Inc., CTQB Number 06BS00910; a.k.a. Alicia R. Perez as my contractor effective Wednesday, December 8, 2010 at 1:00 PM EST. The reasons for the termination are: • Delay in timetables to complete job - Completion Due Date exceed 365 days from Proposal Date 5/23/2009 • Lack of commitment by contractor to complete job • Lack of accurate project plan — Plans do not meet builders code • Contractor exceeded number of extensions/grace periods provided by Owner and Village of Miami Shores • No further permit extension granted by Village of Miami Shores If you have any question& a. bout this contract termination please contacts me by email (an elamarinasrii)yrnail.cam) or cell phone 305.335.6787. Angela Marinas 118 NW 104 Street Miami Shores, Florida 33150 Subject: Proposal No. 2300 Proposal Date May 23, 2009 Village of Miami Shores Permit No. CT- 7-09 -1160 Address 118 NW 104 St Miami Shores, Fl, 33150 Last Transmission Dec.03.2010 04:59 PM Name . Tel Date Time Type ID Duration Pages Result Dec.03 04:57PM Send 3057595052 00:41 2 OK cA' DEC 2 0 20 BY. ................... December 3, 2010 Awnings & Shades Co., Inc. 670 NW 112 Street Miami, Florida 33168 Dear Alicia Perez, Subject: Proposal No. 2300 Proposal Date May 23, 2009 Village of Miami Shores Permit No. CT -7 -09 -1160 Address 118 NW 104 St Miami Shores, Fl, 33150 Inspection Number INSP - 136850 Inspection Number INSP - 136850 was performed today and failed. Attached is a copy of the "Inspection Worksheet - Number INSP - 136850" In response to your fax letter allow me to point out several factors: Based on the Miami -Dade, State of Florida; a job and/or project is not completed or considered completed under the Business and Professions Code until the construction meets the building code's mandated and regulated by Miami -Dade County and/or Miami Shores Village. Therefore, Awnings and Shades Co., Inc., installed the "awnings" in July of 2009, since then as the property owners we have exhausted every means of communication and any /all attempts to have a satisfactory per code completion. In fact, final inspection has been scheduled at minimum three times and all three times including today, the structure has failed as noted on the inspection worksheet(s). In good faith, we (Angela Marinas, Adriana Garcia and Miami Shores Village) have provided adequate time, communication (phone call, emails and letters) and permit extensions for Awnings & Shades, Co., Inc., to meet their contractual builder's code requirement(s) and proposed job. The code and/or plan modification has been outstanding, pending and/or abandoned for over 365 days. This latest attempt by Awning and Shades Co., Inc., is in response to my (owner's) certified "Termination Notice" dated November 30, 2010. The outstanding balance of one thousand five hundred dollar ($1,500.00) is and will be immediately payable upon satisfactory approval of the building code inspection. I urge you to immediately contact Miami Shores Village to proceed with necessary corrections. Regards, Angela Mari,ias cc: Norman Bruhm, Building Director, Miami Shores Village 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. ALL MEMBERS TUBE 1.315 0.D. X 14 GA (GALVANIZED GATORSHIELD) SUNLESS NOTICED OTHERWISE SEE DETAIL "B" SEE DETAIL "C" ISOMETRIC # 1 CONNECTION SEE DETAIL "A" (TYP) SCALE : N.T.S. DECORATIVE SPEARS NOTE: - DESIGN LIMITED TO TEEL AWNING -ANY CORRECTIONS, NK MARKS, WHITE OUT OR STICK ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. AWNINGS & SHADES 670 NW 112th ST MIAMI, FLORIDA PHONE: (305) 759 -5051 FAX: (305) 7595052 "ANGELA MARINAS" AWNING 14' -8" W X 6' -2" PROJ. X 3' -6" H. 118 NW 104 ST. MIAMI SHORES, FL. 33150 MILTON CUBAS, P. E., INC. C CONS C U # C UL # 27267 ING ENGIN S # ERS 6999901 PE 51902 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 l 07/08/09 (SCALE N.T.S. ( DESIGNED l G.E. DRAWN J.L SHEET 1 OF 4 ) J 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 "D" SEE DETAIL "B" ALL MEMBERS TUBE 1.315 O.D. X 14 GA (GALVANIZED GATORSHIELD) UNLESS NOTICED OTHERWISEL CONNECTION SEE DETAIL "A" (TYP) ISOMETRIC # 2 NOTE: - DESIGN LIMITED TO S L AW ING -ANY CORRECTIONS, INK ARKS, WHITE OUT OR STICK -ON WILL VOID THESE DRAWINGS AND C CULATIONS. AWNINGS & SHADES 670 NW 112th ST MIAMI, FLORIDA PHONE: (305) 759 -5051 FAX: (305) 7595052 "ANGELA MARINAS" AWNING 27' -0 3/4" W X 15'-5 1/2" PROJ. X 2' -9" H. 118 NW 104 ST. MIAMI SHORES, FL. 33150 MILTON CUBAS, P. E., INC. C CONSULTING ENGINEERS # 51902 C.A. # 27267 S.I. # 69999 01 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 07/08/09 SCALE N.T.S. (DESIGNED l G.E. ) (DRAWN l J.L ) SHEET 2 OF 4 ) • EXISTING CONCRETE WALL k k 3" MIN SIDE VIEW 3" MIN. SIDE VIEW EXISTING 5 /8" STUCCO LINE OF FINISH WALL. 3/16 STEEL ASTM A36 PLATE 2X2X1 /4 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" EXISTING 5/8" STUCCO LINE OF FINISH WALL 3/16 SCALE : N.T.S. STEEL ASTM A36 PLATE 2X4X1 /4 WI (1) KWIK BOLT -III BY HILTI 3/8" 0 3" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f'c =3,000 p.s.i.) DETAIL "C" SCALE : N.T.S. • • FRONT VIEW 1/2" MIN. 4" " " 3/16 " 3/16 FRONT VIEW EXISTING CONCRETE WALL X X 3 1/2" MIN TOP VIEW EXISTING 5/8" STUCCO LINE OF FINISH WALL Ali u I ° �\ 3/16 2 STEEL PLATE ASTM A36 3X3X 1/4 W/ (2)KWIK BOLT -III BY HILTI 5/8" 0 X 31/2" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f'c= 3,000p.s.i.) DETAIL "D" SCALE : N.T.S. " 4 FRONT VIEW 3/16 ti NOTE: �j - DESIGN LIMITED T TEEL'AVvNING -ANY CORRECTIONS, I K MARKS, WHITE OUT OR STICK *NS WILL VOID THESE DRAWINGS AND CALCULATIONS. AWNINGS &SHADES 670 NW 112th ST MIAMI, FLORIDA PHONE: (305) 759 -5051 FAX: (305) 7595052 L AWNING 27' -0 3/4" W X 15'-5 1/2" PROJ. X 2' -9" H. AWNING 14' -8" W X 6' -2" PROJ. X 3' -6" H. 118 NW 104 ST. MIAMI SHORES, FL. 33150 MILTON CUBAS, P. E., INC. C CONSULTING ENG I # C.A. # 27267 Si # ERS 6999901 PE 51902 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 l 07/08/09 ) (SCALE t N.T.S. ) DESIGNED G.E. DRAWN J.L. SHEET 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. 2007 AND SUPPLEMENT 2009, AND 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 : 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 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. NOTE: L - DESIGN LIMITED TO S -ANY CORRECTIONS, INK WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. EL AWNING AWNINGS & SHADES 670 NW 112th ST MIAMI, FLORIDA PHONE: (305) 759 -5051 FAX: (305) 7595052 AWNING 27' -0 3/4" W X 15' -51/2" PROD. X 2' -9" H. AWNING 14' -8" W X 6' -2" PROJ. X 3' -6" H. 118 NW 104 ST. MIAMI SHORES, FL. 33150 MILTON CUBAS, P. E., INC. C C C CONSULTING ENGINEERS PE # 51902 C.A. # 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 l 07/08/09 ) (SCALE l N.T.S. ) DESIGNED G.E. (DRAWN l J.L. SHEET 4 OF 4 ) SUBJECT TO COMPLIANCE WITH ALL FEDERAL. STATE AND COUNT( RULES AND REGULATIONS CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY SHALL BE POSTED WITH i4 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 "D" SEE DETAIL "B" ALL MEMBERS TUBE 1.315 O.D. X 14 GA (GALVANIZED GATORSHIELD) UNLESS NOTICED OTHERWISEL CONNECTION SEE DETAIL "A" (TYP) ISOMETRIC # 2 NOTE: - DESIGN LIMITED TO STE L AWt ZING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. AWNINGS & SHADES 670 NW 112th ST MIAMI, FLORIDA PHONE: (305) 759 -5051 FAX: (305) 7595052 "ANGELA MARINAS" AWNING 27' -0 3/4" W X 12' -11" PROJ. X 2' -9" H. 118 NW 104 ST. MIAMI SHORES, FL. 33150 MILTON CUBAS, P. E., INC. C CONSTING ENGINE # C UL C.A. # 27267 S.I. # ERS 6999901 PE 51902 1302 NE 125 ST NORTH MIAMI, FLORIDA 33161 PHONE: (305) 891 -4174 FAX (305) 891 -4175 www. m iltoncubaspe.com E MAIL: miltoncubas @msn.com ( DATE 07/08/09 (SCALE l N.T.S. (DESIGNED l G.E. DRAWN J.L. SHEET 2 OF 4 l EXISTING CONCRETE WALL 1' 3" MIN SIDE VIEW 3" MIN. SIDE VIEW EXISTING 5 /8" STUCCO LINE OF FINISH WALL. 3/16 STEEL ASTM A36 PLATE 2X2X1 /4 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" EXISTING 5/8" STUCCO LINE OF FINISH WALL 3/1 SCALE : N.T.S. STEEL ASTM A36 PLATE2X4X1 /4 W/ (1) KWIK BOLT -III BY HILTI 3/8" 0 3" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f'c =3,000 p.s.i.) DETAIL "C" SCALE : N.T.S. FRONT VIEW FRONT VIEW EXISTING CONCRETE WALL 3 1/2" MIN TOP VIEW EXISTING 5/8" STUCCO LINE OF FINISH WALL 2 STEEL PLATE ASTM A36 3X3X 1/4 W/ (2)KWIK BOLT -III BY HILTI 5/8" 0 X 31/2" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f'c= 3,000p.s.i.) DETAIL "D" SCALE : N.T.S. FRONT VIEW NOTE: v I - DESIGN LIMITED TO STEEL IN -ANY CORRECTIONS, INK M - KS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. l AWNINGS & SHADES 670 NW 112th ST MIAMI, FLORIDA PHONE: (305) 759 -5051 FAX: (305) 7595052 AWNING 27' -0 3/4" W X 15'-5 1/2" PROJ. X 2' -9" H. AWNING 14' -8" W X 6' -2" PROJ. X 3' -6" H. 118 NW 104 ST. MIAMI SHORES, FL. 33150 MILTON CUBAS, P. E., INC. C CONSTING NG INE # C # 272 S # ERS 6999901 PE 51902 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 07/08/09 (SCALE l N.T.S. (DESIGNED l G.E. DRAWN J.L SHEET 3 OF 4 1 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, AND 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 : 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 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. NOTE: - DESIGN LIMITED TO STE L AWMNG -ANY CORRECTIONS, INK KS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. r AWNINGS & SHADES 670 NW 112th ST MIAMI, FLORIDA PHONE: (305) 759 -5051 FAX: (305) 7595052 AWNING 27' -0 3/4" W X 15'-5 1/2" PROJ. X 2' -9" H. AWNING 14' -8" W X 6' -2" PROJ. X 3' -6" H. 118 NW 104 ST. MIAMI SHORES, FL. 33150 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 1 07/08/09 (SCALE l N.T.S. DESIGNED G.E. DRAWN J.L. SHEET 4 OF 4 1 SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS X CITY CLEVELAND PFTFR Cf1HFN REGISTERED APPLICATION CONCERN No. ISSUED BY HERCULITE PRODUCTS, INC. WEBLON DIVISION PO BOX 435 EMIGSVILLE PA 17318 — 000 -0000 This is to certify that the materials described on the reverse side hereof have been flame - retardant treated (or are inherently nonflamable). FOR ASTRUP COMPANY AT F-06901 Certification is hereby made that: (Check "a" or "b ") (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 _RE T NFP r n ht V I Reg No. F -0A90 9 The flame Retardant Process Used WTI i NrIT Be Removed By Washing (will or will not) Name of Production Superintendent 2937 WEST 25th STREET STATE OHIO 44113 Date Work Performed 8/27/07 By RTFPHANTF Mt1MMFRT, (a r MANAV'FR Title certificate of jftame eitanct L1 F- 111Ll (1�1 11YIl LT! Yl [ Ll` (1)'(1)'71)'L11`ll)`111L1 \'(I flLinth i lLl)ifZIli(111iftw1Yaninf :-• - k T )tTall.�T1�IJ��11 /k17 ; 1)AmTITTATJuTgT1. , tTsT T J: I.. R KE ; T .. T )kTATIC17 - 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. The ASTRUP COMPANY By / -7 Control/ lot # Quantity 250 YD Customer order # AL I C I A Astrup Invoice # 3636145 Product Code 857238 AWNINGS & SHADES CO INC 670 N. W. :112TW:ST. MIAMI T= L 33168 Description WEBLON CP2738 -62 EBBTIDE TAN :P!.."4fiffik, -➢ 0:4'6 e ; 1' v (I/ DATE: July 22, 2010 PROJECT: "MRS. ANGELA MARINAS" COVER SHEET 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 AWNING 36' -0" W x 9' -0" PROJ. x 3' -5" H ADDRESS: 118 NW 4 ST. MIAMI SHORES, FL. 33150. CLIENT: AWNINGS & SHADES, INC. DESIGN BY: GE PAGE 1 /35 This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 35. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, B [ using nationally recognized computer software and in -house developed software. Prior to- commis ioning into service, the in -house developed software was thoroughly checked by performing parallel manual co putations. s % The sign and seal provided herein are meant to cover all computation sheets pages 1 throigh 35. 2 ` Milton Cubas Certification Authorization # 27267 F.L Reg. P.E # 51902 S.I. # 6999901 DESCRIPTION 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 /35 PAGE Wind Loads Calculations. 1 Frame with Longs 3 Wind Loads Analysis 4 Design Columns Group 5 Design Members Group (1.315 x 14 GA.) 8 Design Members Group (1.05 x 14 GA.) 11 Self Weight Reactions 14 Wind Reactions 15 Baseplate Design 16 Existing Concrete Slab Check 17 Combination Reactions 2.4.7 19 Anchors Wall Connections Design (Detail B) 23 Anchors Wall Connections Design (Detail C) 26 Tapcon Concrete Design (Detail D) 29 Anchors Baseplate Design (Detail E) 30 NOA 07- 0315.03 (Tapcon Concrete Anchor ITW- Buildex) 33 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 MILTON CUBAS PE INC Protect : Subject : Location : Design Wind Pressure. p. Equation 6 -25 (ASCE 7 -051 Design wind pressures and forces are determined per equations given in section 6.5.1;; 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 Exposure Category = C Alpha = 9.50 Zg = 900.00 ft Basic Wind Speed Structure Height Kz = Numerical constant = 1 / 2•[ (Airdensitylb /cuft) /(32.2ft/s [( mi/h )( 5280 ft/mi) • (1 hr /3600 s )] 2 = 0.00255 = 15.00 ft = 0.0764 lb/cu ft = 90.00 mph = 15.00 ft = Velocity pressure coefficient at height z = 2.01•( Z/Zg) A (2/Alpha) for 15 ft <= Z <= Zg = 2.01 • (15/Zg) " (2/Alpha) for Z < 15 ft = 0.85 Page 1 (Open terrain) 1 /35 File : Date : 7/19/2010 Eng. : GE (Eq. 6-15) (Section C6.5.10) (Table C6-1) Category = I (Table 1 -1) Importance Factor = 0.87 (Table 6-1) (Table 6-2) (Table 6-2) (Figure 6-1) (Eq. C6-3a) (Eq. C6-3b) Height (feet) Kz K3 Kzt Kd qz lost) Cf p (pst) 1 15.00 0.85 1.00 1.00 1 15.25 0.90 11.65 j MILTON CUBAS PE INC Protect : Subject : Location : Velocity Pressure Calculations. az (Cont.) Where : Kzt Gust Effect Factor. G Topography = None 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 = 18.00 deg L/B Value = 0.25 Cf = 0.90 Center of Pressure = X/L = 0.30 Design Wind Pressure. a, Equation 6-25 Page 2 File : Date : 7/19/2010 Eng. : GE = Topographic factor obtained from Fig. 6-4 = (1 +K1•K2•K3) = 1.00 Kd = Wind directionality factor obtained from Table 6-4 = 1.00 Design wind pressures and forces are determined per equations given in section 6.51; 2/35 VisualAnalysis (version 5.50) - Thu Jul 22 15:10:29 2010 Milton cubas PE,Inc., Milton Cubas, PE DL( -Y) =SELF WEIGHT 3/35 T VisualAnalysis (version 5.50) - Thu Jul 22 15:11:06 2010 Milton cubas PE,Inc., Milton Cubas, PE WL( +y) =11.7 PSF 4/35 VisualAnalysis (version 5.50) - Thu Jul 22 15:11:45 2010 Milton cubes PE,Inc., Milton Cubas, PE Design Results Unity Check Values 0.000 0.250 0.500 0.750 1.000 — Failed Not Checked ___ Not Grouped 5/35 Untitled Project VisualAnalysis 5.50 Report Company: Milton cubas PE,Inc. Engineer: Milton Cubas, PE Project File: 118 NW 4 ST. MIAMI SHORES, FL. 33150(2).vap Folder: C: \Documents and Settings \USUARIO \Escritorio\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.0263 M64 -0 Designed COLUMN Design Member Design Load Cases Strength Service Number Number 1 7 2 - 3 4 5 6 Results PIPE2SC PIPE2SCH40 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 AISC Steel (ASD) Design Group: COLUMN, Group Report, Designed As: SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing in weak direction (parallel to z): Lateral bracing in strong direction (parallel to y): None Pattern = Unbraced Pattern = Unbraced 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 Combined Stresses Check: Member Load Offset Name Case # ft M64 -0 5 0.00 fa Kai 0.13 Fa Ksi 21.60 fbz Fbz fby Kai Ksi Kai 0.17 23.76 0.31 -1 -Thu Jul 22 15:13:43 2010 Fby Ksi 23.76 Code Ref. H2 -1 Unity Check 0.03 6/35 Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # ft 2b Kei ft Kei Ref. Check M64 -0 5 0.00 -7.98 0.17 7.67 1.75 23.76 F3 -1 0.01 Axial Check: Member Load Offset P fa KL /r Cc Q Fa Code Unity Name Case # ft 1b Kai Kei Ref. Check M64 -0 5 0.00 136.61 0.13 116.63 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 - Kei ft Kai Ref. Check M64 -0 5 0.00 14.67 0.31 7.67 23.76 F3 -1 0.01 -2 -Thu Jul 22 15:13:43 2010 7/35 VisualAnalysis (version 5.50) - Thu Jul 22 15:12:37 2010 Milton cubes PE,Inc., Milton Cubas, PE Design Results Unity Check Values 0.000 0.250 0.500 0.750 1.000 — Failed Not Checked ___ Not Grouped 8/35 Untitled Project VisualAnalysis 5.50 Report Company: Milton cubes PE,Inc. Engineer: Milton Cubes, PE Project File: 118 NW 4 ST. MIAMI SHORES, FL. 33150(2).vap Folder: C: \Documents and Settings \USUARIO \Escritorio\ Member Unity Checks Unity Member Statue Group Model Shape Design Shape Messages? 0.2301 M60 -2 Designed MEMBERS Pipe0.1 Pipe0.11 Design Member Design Load Cases Strength Service Number Number 1 2 3 4 5 6 7 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 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 M60 -2 5 1.30 Strong Flexure Check: Member Load Offset Name Case # ft M60 -2 5 1.30 fa Ksi 0.05 Mz 1b -ft -57.37 Fa Kai 30.00 fbz Ksi 7.39 Pattern = Unbraced Pattern = Unbraced fbz Kai 7.39 None Fbz Ksi 33.00 fby Kai 0.14 Fby Ksi 33.00 Lu Cb Fbz Code ft Ksi Ref. 3.24 1.00 33.00 F3 -1 -1 -Thu Jul 22 15:14:13 2010 Code Ref. H2 -1 Unity Check 0.22 Unity Check 0.23 9/35 Axial Check: Member Load Offset P fa KL /r Cc Q Fa Code Unity Name Case # ft lb Kai Rai Ref. Check M60 -2 3 0.00 18.26 0.06 89.10 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 Kai Ref. Check M60 -2 5 0.00 -3.54 0.46 3.24 33.00 F3 -1 0.01 Strong Shear Check: Member Load Offset Vy fvy h /tw Fvy Code Unity Name Case # ft lb Rai Ksi Ref. Check M60 -2 5 3.24 91.26 0.42 6.27 20.00 F4 -1 0.02 Warning: Possible warping stresses were not checked. Maximum torsional moment was 0.31 lb -ft -2 -Thu Jul 22 15:14:13 2010 10/35 a • F VisualAnalysis (version 5.50) - Thu Jul 22 15:13:02 2010 Milton cubes PE,Inc., Milton Cubas, PE Design Results Unity Check Values 0.000 0.250 0.500 0.750 1.000 — Failed Not Checked ___ Not Grouped 11 /35 Untitled Project VisualAnalysis 5.50 Report Company: Milton cubes PE,Inc. Engineer: Milton Cubas, PE Project File: 118 NW 4 ST. MIAMI SHORES, FL. 33150(2).vap Folder: C: \Documents and Settings \USUARIO \Escritorio\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.2814 M79 Designed MEMB2 Design Member Design Load Cases Strength Service Number Number 1 7 2 - 3 4 5 6 Results AISC Steel (ASD) Design Group: DIAGON, Group Report, Designed As: 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 M79 5 0.00 Strong Flexure Check: Member Load Offset Name Case # ft M79 5 0.00 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 fa Ksi 2.26 Pipe0.0 Pipe0.0875 Fa Kai 30.00 fbz Ksi 6.43 None Pattern = Unbraced Pattern = Unbraced Fbz Ksi 33.00 fby Ksi 0.37 -1 -Thu Jul 22 15:14:39 2010 Fby Kai 33.00 Mz fbz Lu Cb Fbz Code lb -ft Ksi ft Ksi Ref. -30.29 6.43 3.43 2.30 33.00 F3 -1 Code Ref. H2 -1 Unity Check 0.19 Unity Check 0.28 12/35 • Axial Check: Member Load Offset P fa KL /r Cc Q Fa Code Unity Name Case # ft lb Rai Kai Ref. Check M79 5 3.43 571.08 2.26 119.91 0.00 1.00 30.00 D1, B1 0.08 Weak Flexure Check: Member Load Offset My fby Lu Fby Code Unity Name Case # ft lb - Kai ft Kai Ref. Check M79 5 0.00 1.75 0.37 3.43 33.00 F3 -1 0.01 Strong Shear Check: Member Load Offset Vy fvy h /tw Fvy Code Unity Name Case # ft lb Rai Rai Ref. Check M79 5 0.00 15.49 0.11 4.91 20.00 F4 -1 0.01 Warning: Possible warping stresses were not checked. Maximum torsional moment was 0.14 lb -ft -2 -Thu Jul 22 15:14:39 2010 VisualAnalysis (version 5.50) - Thu Jul 22 15:17:27 2010 Milton cubas PE,Inc., Milton Cubas, PE DL( -Y) =SELF WEIGHT 0 co o /6 \ a' N. /6 i o /6 • iO /6 v -(1;3 • • • 7 • • • r • • a :; • O° • a • • • 1' • • • • • • • • W m 14/35 VisualAnalysis (version 5.50) - Thu Jul 22 15:17:52 2010 Milton cubas PE,Inc., Milton Cubas, PE WL( +Y) =11.7 PSF • � A 7 S O 9\ ?o � 5�4 • c l ic • • • • • .> 6 n n T • 4 4 • • • • • 0) W N 0 C 6) , � S Gi 1, st 6 ' o /6 • 8 43 4'y 0 . • 4 6 • • • 0 W • 12 \b • • • • • • LOAD REACTIONS GOV. BASEPLATE DESIGN 15/35 1 2. 2. .053 -.0004 -.004 N.A. N.A. N.A. AISC EQ.4(E) 2 2. -2. .053 -.0004 -.004 N.A. N.A. N.A. AISC EQ.4(E) 3 -2. 2. .053 -.0004 -.004 N.A. N.A. N.A. AISC EQ.4(E) 4 -2. -2. .053 -.0004 -.004 N.A. N.A. N.A. AISC EQ.4(E) Z Anchor Bolts Bolt X in Loads DL WL P (k) X 6.01 in Z in Vx (k) Plain Base Plate Connection Base Plate Thickness :.25 in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.1 ksi Anchor Bolt Diameter :.374 in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape : P12.875X0.2 Design Code : AISC ASD 9th Tens.(k) Vx (k Base Plate Title - Bearing Pressure Maximum Bearing .009 ksi Max/Allowable Ratio .003 AISC EQ.3(W) (ABIF = 1.333) Vz (k - Base Plate Stress Maximum Stress 1.806 ksi Max/Allowable Ratio .05 AISC EQ.4(E) (ASIF = 1.333) 2 1.806 (ksi) . 099 Ft (ksi Fv (ksi Un .009 (ksi) . 009 Vz (k) Mx (k -ft) Mz (k ft) Combination Reverse 16/35 .062 -.249 .001 .001 -.002 .016 No Yes Milton Cubas,PE, Inc. PROJECT : CLIENT : JOB NO. : DATE: PAGE: DESIGN BY : REVIEW BY : rat FOOtk ig Design 1 onA INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (0=WIND, 1=SEISMIC) WIND AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING rh 0 2 b1 b2 f� f PDT Pu PLAT qs w, D T Oa B L THE PAD DESIGN IS ADEQUATE. In In in in ksi ksi 0.442. k 0 .,k Wind,ASD k, ASD ksf kcf ft in 2_ _r'ksf 2.25 j ft 2,25 :I ft DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. WIND REACTION X S.F. < WEIGHT OF SLAB 249 LB X 1.5 < 2.25FTx225FTx0.5FTx150LB/FT3 374 LB < 379 LB B L T 3 # 3 # CO 4 4 2.25 2.25 6 L ft ft In 10 in o.c. 10 in o.c. 1 ANALYSIS DESIGN LOADS (IBC SEC .1605.3.2 &ACI 318-02 SEC.9.2.1) CASE 1: DL + LL P = 0 CASE2: DL +LL+1.3W P = 0 CASE3: DL +LL+0.65W P = 0 CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) CASE 1 0.11 ksf, +gs+( _ gtyux= BL 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) 0.85f( 1 Mu z J 1 0.383bd P = f kips kips kips 0.85A le su .f su+et CASE 2 0.04 ksf, 1.2 DL + 1.6 LL 1.2 DL + LL + 1.6 W 0.9 DL+ 1.6 W g mAx C k Qa , [Satisfactory] where k =1 for gravity Toads, 4/3 for lateral Toads. CASE 3 0.08 ksf Pu = Pu = Pu = p= M/NI0.0018d 1 kips 0 kips 0 kips 5 LONGITUDINAL TRANSVERSE d 2.75 2.50 b 27 27 q u,max 0.10 0.10 M 0.10 0.10 9 0.000 0.000 Pmin 0.000 0.000 As 0.01 0.01 ReqD 1 # 4 1 # 4 Max. Spacing 18 in o.c. 18 in o.c. USE 3 # 4 @ 10 in o.c. 3 # 4 @ 10 In o.c. Amax 0.015 0.015 Check p < Pmac [Satisfactory] [Satisfactory] Milton Cubas,PE, Inc. PROJECT : CLIENT : JOB NO. : DATE: PAGE: DESIGN BY : REVIEW BY : rat FOOtk ig Design 1 onA INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (0=WIND, 1=SEISMIC) WIND AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING rh 0 2 b1 b2 f� f PDT Pu PLAT qs w, D T Oa B L THE PAD DESIGN IS ADEQUATE. In In in in ksi ksi 0.442. k 0 .,k Wind,ASD k, ASD ksf kcf ft in 2_ _r'ksf 2.25 j ft 2,25 :I ft DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. WIND REACTION X S.F. < WEIGHT OF SLAB 249 LB X 1.5 < 2.25FTx225FTx0.5FTx150LB/FT3 374 LB < 379 LB B L T 3 # 3 # CO 4 4 2.25 2.25 6 L ft ft In 10 in o.c. 10 in o.c. 1 ANALYSIS DESIGN LOADS (IBC SEC .1605.3.2 &ACI 318-02 SEC.9.2.1) CASE 1: DL + LL P = 0 CASE2: DL +LL+1.3W P = 0 CASE3: DL +LL+0.65W P = 0 CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) CASE 1 0.11 ksf, +gs+( _ gtyux= BL 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) 0.85f( 1 Mu z J 1 0.383bd P = f kips kips kips 0.85A le su .f su+et CASE 2 0.04 ksf, 1.2 DL + 1.6 LL 1.2 DL + LL + 1.6 W 0.9 DL+ 1.6 W g mAx C k Qa , [Satisfactory] where k =1 for gravity Toads, 4/3 for lateral Toads. CASE 3 0.08 ksf Pu = Pu = Pu = p= M/NI0.0018d 1 kips 0 kips 0 kips 5 CHECK FLEXURE SHEAR (ACI 318-02 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) 9V =2Obd 7 CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2,11.12.6, & 13.5.3.2) OVn =(2 + y)O f = 12.18 kips where pp� ro b0 A9 Y 0.75 (ACI 318 -02, Section 9.3.2.3 ) = ratio of long side to short side of concentrated Toad = c +c2 +b1 +b +4d = 28.2 in = b0 d = 74.1 in MIN(2, 4 /fi 40 d / b0) = 2.0 Vu =Pu,11— 1 br-FCr + d 1rbz +c2 +d]= LLL BL l 2 ) l 2 J = 1.00 0.49 ft-kips < b V n [Satisfactory] (c ont'd) 18/35 LONGITUDINAL TRANSVERSE V 0.17 0.17 4> 0.75 0.75 OV 6.1 5.5 Check V < Wu ISadsfactory] [Satisfactory] CHECK FLEXURE SHEAR (ACI 318-02 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) 9V =2Obd 7 CHECK PUNCHING SHEAR (ACI 318-02 SEC.15.5.2, 11.12.1.2,11.12.6, & 13.5.3.2) OVn =(2 + y)O f = 12.18 kips where pp� ro b0 A9 Y 0.75 (ACI 318 -02, Section 9.3.2.3 ) = ratio of long side to short side of concentrated Toad = c +c2 +b1 +b +4d = 28.2 in = b0 d = 74.1 in MIN(2, 4 /fi 40 d / b0) = 2.0 Vu =Pu,11— 1 br-FCr + d 1rbz +c2 +d]= LLL BL l 2 ) l 2 J = 1.00 0.49 ft-kips < b V n [Satisfactory] (c ont'd) 18/35 VisualAnalysis (version 5.50) - Thu Jul 22 16:19:04 2010 Milton cubas PE,Inc., Milton Cubas, PE 2.4.7 CA 0 '69.11 • LOAD REACTIONS GOV. ° pi a ANCHOR WALL DESIGN (DETAIL B) . io w 0 2 8 s N ib 0 • CI • • 0 L3 • • 19/35 VisualAnalysis (version 5.50) - Thu Jul 22 16:19:43 2010 Milton cubas PE,Inc., Milton Cubas, PE 2.4.7 • • • f rn �6 • • • • 0 0 io k °-- 1g @o 7,6 • LOAD REACTIONS GOV. ANCHOR WALL DESIGN • (DETAIL C) • • • 0 w • • • • • • Og \b • • • • 0 co IV • • • 20/35 • • • Y VisualAnalysis (version 5.50) - Thu Jul 22 16:40:31 2010 Milton cubas PE,Inc., Milton Cubas, PE 2.4.7 • • 4. 6: c• I 218` 6c.' `S <6 • LOAD REACTIONS GOV. ANCHOR WALL DESIGN (DETAIL D) • • 4 . 01 P, is -6 9P t i \o ‘p 1 — o (6 co • 1 • • • • 21/35 VisualAnalysis (version 5.50) - Thu Jul 22 16:42:08 2010 Milton cubas PE,Inc., Milton Cubas, PE 2.4.7 • vo s • a 0) <9 N W IP 0, 2 6 • to 7 n) o 09 , c y 4a cYcs, • co g o . 6 • CO 6 \` d s ib '6. • l k...... ,,t .76, 9�i : 6 �4 • of • 1 "? 36 9 cD '7 7 6 4 6 • . . w O A W (.3 O N O • • • 0 Co • • • • • N _ AO" LOAD REACTIONS GOV. ANCHOR WALL DESIGN (DETAIL E) 22/35 N 204 V„ 19 V„ 44 M 0 M 306 M, 0 1-111. User application PROFIS Anchor 1.11.20 http://www.us.hillicomi Company: Milton Cubas, P.E. INC Specifier. GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891 -4174 / (305) 891 -4175 E -Mail: miltoncubas @msn.com Sheet 1 of 3 23/35 Project Contract No.: Responsible: Location/Date: - / 7/22/2010 Specifier's comments: Anchor type and size: Effective embedment depth: Material: Proof: Stand -off installation: Anchor plate: Base material: Reinforcement: Anchor Geometry [in.] Loading Goveming loads [Ib, in.-lb] N = 204 M,= 0 Kwik Bolt 3 (KB3) -318 h 2.06 in. Carbon Steel design method: ICC Uninsp. e = 0.00 in. (no stand -off) ; t = 0.25 in. CUSTOM ; f = 36000 psi ; l x lr x t = 2.00 x 2.00 x 0.25 in. uncracked concrete 3000, = 3000 psi; h = 8.00 in. plan view 0 N 0 0 0 N 20.00 20.00 y x section A 4 section A t�.25 h,=2.06 section B V 44 M 306 V,= 19 M,= 0 Goveming Toads [Ib, in.-lb] Eccentricity (structural section) [in.] e =0.00; e = 0.00 Seismic / Wind loads: no Input data and results must be checked for agreement with the existing conditions and for plauslbWtyl PROFIS Anchor (c) 2003 HUtI AO, FL -9494 Schrum HMI Is a registered Trademark of RIM AO, Schaan i■ User application PROFIS Anchor 1.1120 Company: Milton Cubas, P.E. INC Sheet 2 of 3 24/35 Specifier: GE Project Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Contract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 Responsible: httpi /www.us.hilti.com/ E -Mail: miltoncubas@msn.com Location/Date: - / 7/22/2010 Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension - Pressure) Anchor Tension force Shear force S� x 1 565 48 max. concrete compressive strain [ %o]: 021 max. concrete compressive stress [psi]: 792 resulting tension force [Ib]: 565 resulting compression force [Ib]: 361 T co o? Loads on the critical anchor 1 Design values [Ib] Utilization [ %] Proof Load Strength A /13v Status Tension load 565 567 100 / - OK Shear load (no bending) 48 1158 - / 4 OK Combined tension and shear loads RN [3t, a Utilization P N.V Vol Status 0.996 0.041 1.667 100 OK RN +P4<= Details fA.N f A.V 6, fRV 1.000 1.000 1.000 1.000 all N all V.[Ib] all N all V. all MM. -lb] N V 567 1158 - - 274 567 1158 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 Mb AG. FL -9494 Schwan Hilti is a registered Trademark of Hllti AO. Schwan � ' u_ User application PROFIS Anchor 1.11.20 Company: Milton Cubas, P.E. INC Sheet 3 of 3 25/35 Specifier: GE Project: Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Contract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 Responsible: http://www.us.hilti.com/ E -Mail: miftoncubas@msn.com Location/Date: - / 7/22/2010 Anchorplate, steel: CUSTOM f 36000 psi Section type: - no profile (0.00 x 0.00 x 0.00) Hole diameter d, = 0.44 in. Recommended plate thickness: not calculated n y Coordinates Anchor [in.] 000• I. 000• I. x\ 1 o o 0 o o 0 1.000 1.000 1.000 1.000 Anchorplate [In.] x y x y Anchor x y -1.00 1.00 1.00 -1.00 1 0.00 0.00 1.00 1.00 -1.00 -1.00 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003 Hill AO, FL -9494 Schaan Hiitl is a registered Trademark of Hill AO, Schaan N 947 V„ 216 V, 463 M 0 M -1421 M, 0 a 1■41 `T 1 User application PROFIS Anchor 1.11.20 htipJ /www.us.hiiti.com/ Company: Milton Cubas, P.E. INC Specifier. GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891 -4174 / (305) 891 -4175 E -Mail: miitoncubas @msn.com Sheet 1 of 3 26/35 Project Contract No.: Responsible: Location/Date: - / 7/22/2010 Specifier's comments: Anchor type and size: Effective embedment depth: Material: Proof: Stand -off installation: Anchor plate: Base material: Reinforcement: Anchor Geometry ON plan view section A A CO 0 0 0 n, section A t=0.25 he 3.83 x section B Loading Goveming Toads [lb, in.Ib] N = 947 M,= 0 HIT-HY 150 + HAS -1/2 h 3.83 in. ISO 898 Class 5.8 design method: Hilti ASD from Hilti Product Technical Guide e = 0.00 in. (no stand -off) ; t = 0.25 in. CUSTOM ; f = 36000 psi ; I x Ir x t = 2.00 x 2.00 x 025 in. uncracked concrete 3000, f.. = 3000 psi; h = 8.00 in. , temperature: 32 °F V 463 M -1421 V =216 M,= 0 Goveming Toads [Ib, in. -lb] Eccentricity (structural section) [in.] =0.00; e =0.00 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003 Hill AG, FL -9494 Schwan HUI is a registered Trademark of HMI AG, Schaan 1 �� 1 User application PROFIS Anchor 1.11.20 Company: Milton Cubas, P.E. INC Sheet 2 of 3 27/35 Specifier. GE Project Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Contract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 Responsible: httpJ /www.us.hilti.com/ E -Mail: miltoncubas @msn.com Location/Date: - / 7/22/2010 Load case (goveming): Anchor reactions [lb] Tension force: ( +Tension - Pressure) Anchor Tension force Shear force 1 2695 511 max. concrete compressive strain [ %o]: 0.82 max. concrete compressive stress [psi]: 3155 resulting tension force [Ib]: 2695 resulting compression force [lb]: 1748 Loads on the critical anchor 1 Design values obi Utilization [ %1 Proof Load Strength I+N / R Status Tension load 2695 2943 92 / - OK Shear load (no bending) 511 2420 - / 21 OK Combined tension and shear loads MN [iv a Utilization flay [%] Status 0.915 0.211 1.667 94 OK Details fA.N 1 .v fRN fRv f Red,Tenp 1.000 1.000 1.000 1.000 1.000 all N all VJIb] all N all V all M[in. lb] N,Jb] V,Jb] 2943 5510 4700 2420 656 2943 2420 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 HIM AG, FL -9494 Schaan Hid Is a registered Trademark of HIM AG, Schaan L -1.00 1.00 1.00 -1.00 1.00 1.00 -1.00 -1.00 User application PROFIS Anchor 1.11.20 httpJ /www.us.hilti.com/ Company: Milton Cubes, P.E. INC Specifier: GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891 -4174 / (305) 891 -4175 E -Mail: miltoncubas @msn.com Sheet 3 of 3 28/35 Project Contract No.: Responsible: Location/Date: - / 7/22/2010 Anchorplate, steel: CUSTOM f 36000 psi Section type: - no profile (0.00 x 0.00 x 0.00) Hole diameter d = 0.55 in. Recommended plate thickness: not calculated Coordinates Anchor [In.] Anchor x y 1 0.00 0.00 1.000 1.000 A 1 1.000 1.000 0 0 0 0 0 0 0 0 0 0 y Anchorplate [in.] x y x x y Input data and results must be checked for agreement with the existing condltions and for plausibility! PROFIS Anchor (c) 2003 Hill AG, FL -9494 Schaan HUM is a registered Trademark of HMI AG, Schaan \III.I ()_ \ 43ti1'L11\t .1 lk t= t1 ST V•tri: , s 1 s9:1r1l'' -1;l' i8-+7 . clh >,ite :It vty.I11i11.0slcuhitsho Milton Clams '1 c+i,�r rt L 11 Pe Suojeset • E., INC F7:��i:ca Lst �} ._ l r) F2r. -�- rts N 212 V -15 V 1 M 0 M 0 M, 0 1-11 `T 1 User application PROFIS Anchor 1.11.20 httpJ/www.us.hilti.com/ Company: Milton Cubas, P.E. Specifier. GE Address: 1302 NE 125TH STREET, NORTH MIAMI, FL, Phone/Fax: (305) 891-4174 / (305) 891-4175 E -Mail: miltoncubas @msn.com Sheet 1 of 3 30/35 Project 1tract No.: Responsible: Location/Date: - / 7/22/2010 Specifier's comments: Anchor type and size: Effective embedment depth: Material: Proof: Stand -off installation: Anchor plate: Base material: Reinforcement: Anchor Geometry (in.] Loading Goveming Toads [lb, in.-lb] N =212 M,= 0 Kwik Bolt 3 (KB3) -3/8 he 1.63 in. Carbon Steel design method: ICC Uninsp. e = 0.00 in. (no stand -off) ; t = 0.25 in. CUSTOM ; f = 16000 psi ; I x I x t = 6.00 x 6.00 x 0.25 in. uncracked concrete 3000, fo = 3000 psi; h = 6.00 in. plan view section A / m co co section B V =1 M =O 14= -15 M 0 Goveming loads Lib, in. -lb] Eccentricity (structural section) Lin.] e =0.00; e =0.00 Seismic / Wind Toads: no Input data and results must be checked for agreement with the existing conditions and for plausibiltyl PROFIS Anchor ( c ) 2003 HIM AO, FL -9494 schaan HBO is a registered Trademark of Hill Ara, Schram AN Design values [lb] Utilization [ %] Utilization f',„.„ L%] Proof Load Strength f+N / R Status Tension load 53 423 13 / - OK Shear load (no bending) 4 1062 - / 0 OK AN riv a Utilization f',„.„ L%] Status 0.125 0.004 1.667 3 OK all Nalb] all V all N. all V. all M[in: lb] N V 423 1062 - - 274 423 1062 Anchor Tension force Shear force fav 53 � v Nt vt 1.000 53 CO 53 53 fA N f A V f. fav 1.000 1.000 1.000 1.000 User application PROFIS Anchor 1.11.20 http://www.us.hilti.com/ Company: Milton Cubas, P.E. Specifier: GE Address: 1302 NE 125TH STREET, NORTH MIAMI, FL, 33tract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 E -Mail: miltoncubas@msn.com Sheet 2 of 3 31/35 Project Responsible: Location/Date: - / 7/22/2010 Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension - Pressure) max. concrete compressive strain [ %o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force [Ib]: 212 resulting compression force [Ib]: 0 Loads on the critical anchor 4 Combined tension and shear loads QN <= 1 Details Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for ptausib@tyl PROFIS Anchor (c) 2003 HIM AG, FL -9494 Schaan HIM is a registered Trademark of Hill AG, Schaan 1 -2.00 -2.00 3 -2.00 2.00 2 2.00 -2.00 4 2.00 2.00 -3.00 3.00 3.00 -3.00 3.00 3.00 -3.00 -3.00 • User application PROFIS Anchor 1.11.20 httpJ /www.us.hilti.com/ Company: Milton Cubas, P.E. Specifier. GE Address: 1302 NE 125TH STREET, NORTH MIAMI, FL, S6tract No.: Phone/Fax: (305) 891-4174 / (305) 891-4175 E -Mail: miltoncubas @msn.com Sheet 3 of 3 32/35 Project Responsible: Location/Date: - / 7/22/2010 Anchorplate, steel: CUSTOM f 16000 psi Section type: Pipe section - PIPE2 -1 /2XS (2.88 x 2.88 x 0.28) Hole diameter d = 0.44 in. Recommended plate thickness: not calculated Coordinates Anchor [In.] Anchor x y 1.000 0 3 O 1 3.000 0 4 0 2 1.000 3.000 0 0 0 0 0 0 0 0 CO 0 0 Anchor x y y Anchorplate Dn.] x y x x y Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 HUtI AG, FL -9494 Schaan HUB is a registered Trademark of HHUti AG, Schoen 33/35 BUILDING CODE • COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Illinois Tool Works, Inc. / Buildex Division 1349 West Bryn Mawr Avenue. Itasca, IL 60143 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the Hlgh Velocity Hurricane Zone. DESCRIPTION: Tapcon Concrete Anchors with Advanced Threadform Technology APPROVAL DOCUMENT: Drawing No.06 -ITW -0001, Sheets 1 of 1, titled " Tapcon Concrete Anchors with Advance Threadform Technology" issued 06121/06 with last revision on 04102107, prepared by Engineering Express signed and sealed by Frank L. Bennardo, P.E., bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance (NOA) number and approval date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each Box shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 05- 1020.01 and consists of this page 1, evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NIIAM1 -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 • www.buildinecodeonline.com NOA No 07- 0315.03 Expiration Date: August 31, 2011 Approval Date: June 14, 2007 Page 1 Illinois Tool works, Inc. / Buildex Division. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS: 1. Drawings prepared by Engineering Express, titled "Tapcon Concrete Anchors with Advanced Threadform Technology", Drawing No. 06-1TW -0001, issued on 06/21/06 with last revision on 04/02/07, sheet 1 of 1, signed and sealed by Frank L. Bennardo PE. B TEST: (submitted under NOA # 05- 1020.01) 1. Test report on Tension and Shear Resistance, Report No. 4I131 werc for "Wercs Tapcon Concrete/Masonry Screw Anchors " per ASTM E 488 prepared by Cel Consulting on 04/29/05, signed and sealed by L. W. Mattis, PE 2. Test report on Tension and Shear Resistance, Report No. 4I131 werc Supplement 6519 for Tapcon with Advanced Threadform Technology per ASTM E 488 prepared by Cel Consulting on 05/19/05, signed and sealed by L. W. Mattis PE. 3. Test report of corrosion resistance for fasteners, project No. TTW- 003 -02 -01, 02, 03 & 04 for fasteners with Tapcon Plus, Silver Climaseal, Silver Ultrashield and White Ultrashield per ASTM G85 as noted on TAS 114(E) prepared by Cel Consulting on 10/22/04 and 05/16/06 signed and sealed by C. L. Thomas PE. C CALCULATIONS: (submitted under NOA # 05- 1020.01) 1. Calculations of allowable loads for Tapcon with Advanced Threadfrom Technology, Project # 06 -ITW -0001, prepared by Engineering Express on 06/22/06 signed and sealed By Frank L. Bennardo, P.E. D. QUALITY ASSURANCE: 1. Building Code Compliance Office. E STATEMENTS: (submitted under NOA # 05- 1020.01) 1. Code compliance letter issued by Engineering Express on 06/23/06, signed by F. L. Bernardo, PE. 2. No financial interest letter issued by Engineering Express on 06/23/06 and signed F. L. Bennardo PE and notarized by D. N. Stuart on 06/23/06. E. OTHERS: 1. Tension and Shear Resistance Test per ASTM E 488, prepared by C.E.L Consulting, Report No. 71B153, signed and sealed by Lee W. Mattis, P.E. 2. Corrosion Resistance Test per ASTM G 85 as noted in TAS 114(E), prepared by PRI Construction Materials Technologies, Report No. PRI06241, signed and sealed by Charles L. Thomas, P.E. 3. Calculations Addendum on new Stainless Steel Anchors, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E. E -1 Carlos M. Utrera, P.E. Product Control Examiner NOA No 07- 0315.03 Expiration Date: August 31, 2011 Approval Date: June 14, 2007 34/35 ADWI EMBED SPACING TENSION P1cIOA SHRM REDUCTION CMU BLOCK 1° 11/2' no 0 0.87 352 0 1.00 184 01 18818 3 2710 1.00 36216 1.00 3/16• 11/2' 11/2" 4430 0.83 2580 0.81 3' 6380 1.00 3920 1.00 1" 3680 3600 I3 /a 11� 8418 0 0.8 4480 0.94 3' 6630 1.00 4740 1.00 1640 23710 1 1 2° 2810 0.78 4470 0.89 41 3430 1.00 8000 1.00 4540 6450 1/4' 11/2° 2' 633 0 0.72 62816 0.89 4' 7400 1.00 7030 1.00 13/4 2° 811 0 0.02 1117 0 0.88 4' 888 0 1.00 1144 0 1.00 w..w.c r••w1 2,000 PSI CONK 4,000 PSI CONK 5,000 PSI CONK ANCHOR DIAN EMBED EDGE DIST CMU BLOCK 1' 1' 125 0 14101 1410. 1 7/8 184 01 18818 210 0 2' 640 3/16' 11/2' 1' 2430 2780 3180 ', / / / /// 18315 1 7/8• 2780 278 3270 2' 19/4 1" 3680 3600 30016 17/8' 3800 4010 4330 13/4° 1* 34416 1' 11/4' 1740 1640 23710 1 7170 1680 2370 I 1/4• 1 1R' I 1/4' 3130 4490 6180 21/4' 2' 348 0 4540 6450 4170 13/4• . `v+ w•m 8430 6430 21/2° I 8080 1 6840 7070 WO0 SINGLE ANCHORS LIGHT -WEIGHT MEDIUM -WEIGHT ANCHOR ANCHOR DIAN EDGE CMU BLOCK CMU BLOCK DIAN EMBED DIST TENSION 5HEAR TENSION SHEAR 3/16' 1 2' 640 1040 850 1880 4' 680 1040 ', / / / /// 18315 228 2280 1/4' 1• 2' 540 1350 1470 2620 4' 700 15015 2 %', , 2530 13/4° 1* 3 1 .) GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED &TESTED IN ACCORDANCE WITH THE 2004 FLORIDA BU11DING CODE (HIGH VELOCITY HURRICANE ZONE) AND THE FOLLOWING STANDARDS: A5TM E488, AS7M G85, &TAS 114. 2. ANCHORS REPRESENTED IN TABLES 1-4 ARE MANUFACTURED FROM HEAT - TREATED STEEL. WITH AN ALTERNATING HIGH -LOW ADVANCED THREADFORM TECHNOLOGY AND SHALL HAVE CORROSION - RESISTANT COATINGS AS DESCRIBED BELOW: • SAVER & WHITE ULTRASHIELD • BLUE & SILVER CL IM#SEAL 3. ANCHORS REPRESENTED IN TABLE 5 ARE OF 410 STAINLESS STEEL ALLOY WITH AN ALTERNATING HIGH -LOW ADVANCED THREADFORM TECHNOLOGY AND SHALL HAVE A C 1Mnewm n CORROSION - RESISTANT COATING. 4. ANCHOR INSTALLATION SHALL BE MADE IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS AND THIS NOTICE OF ACCEPTANC:. 5. CONCRETE SHALL CONFORM TO ACL 301 SPECIFICATIONS, WITH STRENGTH PROPERTIES AS SPECIFIED HEREIN. HOLLOW AND GROUT -FILLED CONCRETE BLOCK SHALL CONFORM TO ASTM C-90. 6. PILOT HOLES FOR ALL INSTALLATIONS SHALL HAVE DEPTH 1/4' LONGER THAN INDICATED EMBEDMENT DEPTH AND DIAMETER AS FOLLOWS: • 3/16' ANCHOR: 0.17316 • 1/4' ANCHOR: 0.20410 7. REFERENCE CEL CONSULTING TEST REPORT #4I131werc (4/29/2005), TEST REPORT #4I131werc SUPPLEMENT 6519 (5/19/2006) & TEST REPORT #71B153 (01/31/2007), AS WELL AS PRI ASPHALT TECHNOLOGIES, INC. TEST REPORTS #ITW-002-02-01 (12/1/2004), 41712-003 -02-02 (6/15/2006), #ITW-003-02-03 (6/15/2006), & SITW- 003-02 -04 (6/15 /2006), AND PRI CONSTRUCTION MATERIALS TECHNOLOGIES, INC. TEST REPORT 61TW- 004-02 -01(11/14/2006). HEAD STYLE OPTIONS SLOTTED HEX PHILLIPS WASHER HEAD FLAT HEAD w PHILLIPS PAN HEAD HEX HEAD MARKINGS t# MA)/ -SET HER SCOTS STAINLESS STEEL PHILLIPS HEAD WASHER HEAD HEAD WITH WASHER MARKINGS HEAD -1 EMBEDMENT LENGTH 0.250" (1/41 1 7 ��....�� oR 0.205' (3/16') d Al r,\ N\ t\l\ s\l\ A MIL ADVANCED THREADFORM TECHNOLOGY TAPCON WITH ADVANCED THREADFORM TECHNOLOGY 1:1 SCALE SIDE VIEW �Btdldex TAPCON® with ADVANCED THREADFORM TECHNOLOGYTM CONCRETE & MASONRY ANCHOR C) TENSION CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE ) SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & SPACING FOR PAIRS OF ANCHORS' PSI CONCRETE • REFER TO DETAIL UNDER TABLE 4 FOR DEPICTION OF ANCHOR SPACING & EDGE DISTANCE REQUIREMENTS FOR PAIRS OF ANCHORS TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & SPACING FOR ANCHOR DIAM 3/16' 1/4' PAIRS OF ANCHO R« EMBED 1• 1 SPACING 1 1/2' 2' 4• LIGHT-WEIGHT CMU BLOCK TENSION 1280 1280 1250 170Ib SHEAR 2520 2620 2250 280 0 • REFER TO DETAIL AT RIGHT FOR DEPICTION OF ANCHOR SPACING & 6000 DISTANCE REQUIREMENTS FOR PAIRS OF ANCHORS EDGE DIST PER EDGE DIST & SPACUN R `PAIRS OFANCHORB' TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE REFER TO DETAIL UPIDERTABLE 4 FOR DEPICTION OF EDGE DISTANCE REQUIREMENTS CAPACITY TABLE NOTES : 1. ALLOWABLE DESIGN CAPAMT lE, SHOWN IN TABLES ABOVE HAVEBEIM CETERMINED UR0 &ASAFEIY FACTOR0E4:1 2. EDGEDISTANCE8NDS PACINGDBVOTEIHEREINSHAABECOITHLTOEDGEANDCBRE0- TOCEYTER DISTANCES RESPECTIVELY. 3. ANO4DAS SHALL BEINSTN11DA1 10F12DW4Em SSONCENTERFCRf0OY&ANOWRCAPAQIY (ASLLSTEDIN TA ES). B PACINGMAYBE REDl1LE )T09'ACING SHOWN DNTABLE32 &4R IDED1Wq' NND10RCAPACI T7zAREREDUC» TDCORRESPONDINGVAl1E6AS11SIEDTI EIE N. 4. LIVEARINTEL:M l OICNMAYBECSEDIOR® GEDISTTANCEAND9MCMGBETWEBIPIDVINUMAND MAXIMUM DISTANCES SHOWN MIMES. 5. THE L650ROF EDGE INSTANCE AND SPAMNGIS THE h CATWHICIAP4EIRMAY6D16TAUED. REDUCEDSPACNG. TA IN 2 R SHALLBEIN ER REDUCTID O NIN LQ (II'A 0010 7. HOLLOW CONCRETE MASONRY UNITS (0111)94ALL WNFORMTOASIMC909'6CRCA3 SANDS ALL HAVE DENSITIES AS DNED BELOW: • `LIOlT WEIGHT' OMU: DENSITY > 95 PCP •'MEDIUM WEIGM DEISM > 117PCF 8. ® DESIGN/CMS CONDITIONS WHIOI !IL 1 PPP N § J 8 d 84'1{186 0001 02 2,000 P51 CONK 4,000 PSI CONK 5,000 P51 atom ANCHOR DIAN EMBED EDGE EDGE DIST SHEAR 1 11/8' 12810 150 0 1601E 2 1/4' 1810 1810 244 0 21/2' 18440 3/16' 11/2' 1 1/8' 1880 1880 1880 21/4 2180 228 2280 3640 1/4' 1' 1 314• 1 1/8" 2040 2040 2040 2 1/4' 2180 2510 2500 13/4° 1* 34416 1' 11/2" 1960 3100 3100 3 7170 3400 359 0 I 1/4' 1 1/P 1 2(21 3800 4180 3' 3' 9880 4170 4170 13/4' +'"a ( 4 3480 6000 421 3• 0 425 16 1 WO0 3 1 .) GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED &TESTED IN ACCORDANCE WITH THE 2004 FLORIDA BU11DING CODE (HIGH VELOCITY HURRICANE ZONE) AND THE FOLLOWING STANDARDS: A5TM E488, AS7M G85, &TAS 114. 2. ANCHORS REPRESENTED IN TABLES 1-4 ARE MANUFACTURED FROM HEAT - TREATED STEEL. WITH AN ALTERNATING HIGH -LOW ADVANCED THREADFORM TECHNOLOGY AND SHALL HAVE CORROSION - RESISTANT COATINGS AS DESCRIBED BELOW: • SAVER & WHITE ULTRASHIELD • BLUE & SILVER CL IM#SEAL 3. ANCHORS REPRESENTED IN TABLE 5 ARE OF 410 STAINLESS STEEL ALLOY WITH AN ALTERNATING HIGH -LOW ADVANCED THREADFORM TECHNOLOGY AND SHALL HAVE A C 1Mnewm n CORROSION - RESISTANT COATING. 4. ANCHOR INSTALLATION SHALL BE MADE IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS AND THIS NOTICE OF ACCEPTANC:. 5. CONCRETE SHALL CONFORM TO ACL 301 SPECIFICATIONS, WITH STRENGTH PROPERTIES AS SPECIFIED HEREIN. HOLLOW AND GROUT -FILLED CONCRETE BLOCK SHALL CONFORM TO ASTM C-90. 6. PILOT HOLES FOR ALL INSTALLATIONS SHALL HAVE DEPTH 1/4' LONGER THAN INDICATED EMBEDMENT DEPTH AND DIAMETER AS FOLLOWS: • 3/16' ANCHOR: 0.17316 • 1/4' ANCHOR: 0.20410 7. REFERENCE CEL CONSULTING TEST REPORT #4I131werc (4/29/2005), TEST REPORT #4I131werc SUPPLEMENT 6519 (5/19/2006) & TEST REPORT #71B153 (01/31/2007), AS WELL AS PRI ASPHALT TECHNOLOGIES, INC. TEST REPORTS #ITW-002-02-01 (12/1/2004), 41712-003 -02-02 (6/15/2006), #ITW-003-02-03 (6/15/2006), & SITW- 003-02 -04 (6/15 /2006), AND PRI CONSTRUCTION MATERIALS TECHNOLOGIES, INC. TEST REPORT 61TW- 004-02 -01(11/14/2006). HEAD STYLE OPTIONS SLOTTED HEX PHILLIPS WASHER HEAD FLAT HEAD w PHILLIPS PAN HEAD HEX HEAD MARKINGS t# MA)/ -SET HER SCOTS STAINLESS STEEL PHILLIPS HEAD WASHER HEAD HEAD WITH WASHER MARKINGS HEAD -1 EMBEDMENT LENGTH 0.250" (1/41 1 7 ��....�� oR 0.205' (3/16') d Al r,\ N\ t\l\ s\l\ A MIL ADVANCED THREADFORM TECHNOLOGY TAPCON WITH ADVANCED THREADFORM TECHNOLOGY 1:1 SCALE SIDE VIEW �Btdldex TAPCON® with ADVANCED THREADFORM TECHNOLOGYTM CONCRETE & MASONRY ANCHOR C) TENSION CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE ) SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & SPACING FOR PAIRS OF ANCHORS' PSI CONCRETE • REFER TO DETAIL UNDER TABLE 4 FOR DEPICTION OF ANCHOR SPACING & EDGE DISTANCE REQUIREMENTS FOR PAIRS OF ANCHORS TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & SPACING FOR ANCHOR DIAM 3/16' 1/4' PAIRS OF ANCHO R« EMBED 1• 1 SPACING 1 1/2' 2' 4• LIGHT-WEIGHT CMU BLOCK TENSION 1280 1280 1250 170Ib SHEAR 2520 2620 2250 280 0 • REFER TO DETAIL AT RIGHT FOR DEPICTION OF ANCHOR SPACING & 6000 DISTANCE REQUIREMENTS FOR PAIRS OF ANCHORS EDGE DIST PER EDGE DIST & SPACUN R `PAIRS OFANCHORB' TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE REFER TO DETAIL UPIDERTABLE 4 FOR DEPICTION OF EDGE DISTANCE REQUIREMENTS CAPACITY TABLE NOTES : 1. ALLOWABLE DESIGN CAPAMT lE, SHOWN IN TABLES ABOVE HAVEBEIM CETERMINED UR0 &ASAFEIY FACTOR0E4:1 2. EDGEDISTANCE8NDS PACINGDBVOTEIHEREINSHAABECOITHLTOEDGEANDCBRE0- TOCEYTER DISTANCES RESPECTIVELY. 3. ANO4DAS SHALL BEINSTN11DA1 10F12DW4Em SSONCENTERFCRf0OY&ANOWRCAPAQIY (ASLLSTEDIN TA ES). B PACINGMAYBE REDl1LE )T09'ACING SHOWN DNTABLE32 &4R IDED1Wq' NND10RCAPACI T7zAREREDUC» TDCORRESPONDINGVAl1E6AS11SIEDTI EIE N. 4. LIVEARINTEL:M l OICNMAYBECSEDIOR® GEDISTTANCEAND9MCMGBETWEBIPIDVINUMAND MAXIMUM DISTANCES SHOWN MIMES. 5. THE L650ROF EDGE INSTANCE AND SPAMNGIS THE h CATWHICIAP4EIRMAY6D16TAUED. REDUCEDSPACNG. TA IN 2 R SHALLBEIN ER REDUCTID O NIN LQ (II'A 0010 7. HOLLOW CONCRETE MASONRY UNITS (0111)94ALL WNFORMTOASIMC909'6CRCA3 SANDS ALL HAVE DENSITIES AS DNED BELOW: • `LIOlT WEIGHT' OMU: DENSITY > 95 PCP •'MEDIUM WEIGM DEISM > 117PCF 8. ® DESIGN/CMS CONDITIONS WHIOI !IL 1 PPP N § J 8 d 84'1{186 0001 02 3000 PSI CONCRETE MEDIUM - WEIGHT CMU BLOCK ANCHOR MAN EMBED EDGE DIST TENSION SHEAR TENSION SHEAR 3/18' 1• 1' 18418 1600 870 720 21/2' 18440 28 0 670 124 0 // 640 13/4° 338 lb 18903 j / 21/2° 3780 3640 1/4' 1' 1' 1870 1280 850 21/2' 720.0 5010 880 1500 13/4° 1* 34416 2140 j / . A 21/2' 4730 5180 3 1 .) GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED &TESTED IN ACCORDANCE WITH THE 2004 FLORIDA BU11DING CODE (HIGH VELOCITY HURRICANE ZONE) AND THE FOLLOWING STANDARDS: A5TM E488, AS7M G85, &TAS 114. 2. ANCHORS REPRESENTED IN TABLES 1-4 ARE MANUFACTURED FROM HEAT - TREATED STEEL. WITH AN ALTERNATING HIGH -LOW ADVANCED THREADFORM TECHNOLOGY AND SHALL HAVE CORROSION - RESISTANT COATINGS AS DESCRIBED BELOW: • SAVER & WHITE ULTRASHIELD • BLUE & SILVER CL IM#SEAL 3. ANCHORS REPRESENTED IN TABLE 5 ARE OF 410 STAINLESS STEEL ALLOY WITH AN ALTERNATING HIGH -LOW ADVANCED THREADFORM TECHNOLOGY AND SHALL HAVE A C 1Mnewm n CORROSION - RESISTANT COATING. 4. ANCHOR INSTALLATION SHALL BE MADE IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS AND THIS NOTICE OF ACCEPTANC:. 5. CONCRETE SHALL CONFORM TO ACL 301 SPECIFICATIONS, WITH STRENGTH PROPERTIES AS SPECIFIED HEREIN. HOLLOW AND GROUT -FILLED CONCRETE BLOCK SHALL CONFORM TO ASTM C-90. 6. PILOT HOLES FOR ALL INSTALLATIONS SHALL HAVE DEPTH 1/4' LONGER THAN INDICATED EMBEDMENT DEPTH AND DIAMETER AS FOLLOWS: • 3/16' ANCHOR: 0.17316 • 1/4' ANCHOR: 0.20410 7. REFERENCE CEL CONSULTING TEST REPORT #4I131werc (4/29/2005), TEST REPORT #4I131werc SUPPLEMENT 6519 (5/19/2006) & TEST REPORT #71B153 (01/31/2007), AS WELL AS PRI ASPHALT TECHNOLOGIES, INC. TEST REPORTS #ITW-002-02-01 (12/1/2004), 41712-003 -02-02 (6/15/2006), #ITW-003-02-03 (6/15/2006), & SITW- 003-02 -04 (6/15 /2006), AND PRI CONSTRUCTION MATERIALS TECHNOLOGIES, INC. TEST REPORT 61TW- 004-02 -01(11/14/2006). HEAD STYLE OPTIONS SLOTTED HEX PHILLIPS WASHER HEAD FLAT HEAD w PHILLIPS PAN HEAD HEX HEAD MARKINGS t# MA)/ -SET HER SCOTS STAINLESS STEEL PHILLIPS HEAD WASHER HEAD HEAD WITH WASHER MARKINGS HEAD -1 EMBEDMENT LENGTH 0.250" (1/41 1 7 ��....�� oR 0.205' (3/16') d Al r,\ N\ t\l\ s\l\ A MIL ADVANCED THREADFORM TECHNOLOGY TAPCON WITH ADVANCED THREADFORM TECHNOLOGY 1:1 SCALE SIDE VIEW �Btdldex TAPCON® with ADVANCED THREADFORM TECHNOLOGYTM CONCRETE & MASONRY ANCHOR C) TENSION CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE ) SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & SPACING FOR PAIRS OF ANCHORS' PSI CONCRETE • REFER TO DETAIL UNDER TABLE 4 FOR DEPICTION OF ANCHOR SPACING & EDGE DISTANCE REQUIREMENTS FOR PAIRS OF ANCHORS TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & SPACING FOR ANCHOR DIAM 3/16' 1/4' PAIRS OF ANCHO R« EMBED 1• 1 SPACING 1 1/2' 2' 4• LIGHT-WEIGHT CMU BLOCK TENSION 1280 1280 1250 170Ib SHEAR 2520 2620 2250 280 0 • REFER TO DETAIL AT RIGHT FOR DEPICTION OF ANCHOR SPACING & 6000 DISTANCE REQUIREMENTS FOR PAIRS OF ANCHORS EDGE DIST PER EDGE DIST & SPACUN R `PAIRS OFANCHORB' TENSION & SHEAR CAPACITIES BASED ON EMBEDMENT & EDGE DISTANCE REFER TO DETAIL UPIDERTABLE 4 FOR DEPICTION OF EDGE DISTANCE REQUIREMENTS CAPACITY TABLE NOTES : 1. ALLOWABLE DESIGN CAPAMT lE, SHOWN IN TABLES ABOVE HAVEBEIM CETERMINED UR0 &ASAFEIY FACTOR0E4:1 2. EDGEDISTANCE8NDS PACINGDBVOTEIHEREINSHAABECOITHLTOEDGEANDCBRE0- TOCEYTER DISTANCES RESPECTIVELY. 3. ANO4DAS SHALL BEINSTN11DA1 10F12DW4Em SSONCENTERFCRf0OY&ANOWRCAPAQIY (ASLLSTEDIN TA ES). B PACINGMAYBE REDl1LE )T09'ACING SHOWN DNTABLE32 &4R IDED1Wq' NND10RCAPACI T7zAREREDUC» TDCORRESPONDINGVAl1E6AS11SIEDTI EIE N. 4. LIVEARINTEL:M l OICNMAYBECSEDIOR® GEDISTTANCEAND9MCMGBETWEBIPIDVINUMAND MAXIMUM DISTANCES SHOWN MIMES. 5. THE L650ROF EDGE INSTANCE AND SPAMNGIS THE h CATWHICIAP4EIRMAY6D16TAUED. REDUCEDSPACNG. TA IN 2 R SHALLBEIN ER REDUCTID O NIN LQ (II'A 0010 7. HOLLOW CONCRETE MASONRY UNITS (0111)94ALL WNFORMTOASIMC909'6CRCA3 SANDS ALL HAVE DENSITIES AS DNED BELOW: • `LIOlT WEIGHT' OMU: DENSITY > 95 PCP •'MEDIUM WEIGM DEISM > 117PCF 8. ® DESIGN/CMS CONDITIONS WHIOI !IL 1 PPP N § J 8 d 84'1{186 0001 02 CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS F HIGH WIND VELOCITY SHALL BE POSTED WITH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO HE 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. MEMBERS TYPE 1 TUBE 1.315 O.D. X 14 GA (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) MEMBERS TYPE 2 TUBE 1.05 O.D. X 14 GA (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) SCREW (THROUGH TUBE) SEE DETAIL "D" SEE DETAIL "B" SEE DETAIL "E" MEMBERS TYPE 1 SEE DETAIL "D" TUBE 1.315 O.D. X 14 GA (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) SEE DETAIL "C" ALL COLUMNS PIPE 2 1/2 SCH 40 SCREW (THROUGH TUBE) SEE DETAIL "E" EXISTING CONCRETE SLAB 6" THICKNESS V.I.F. BY G.C. ISOMETRIC 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. •. •.• . • o • • . o •• • • AWNINGS & SHADES. 670NW 112th ST. MIAMI, FLORIDA. PHONE: (305) 759 5051 FAX: (305) 759 5052 "ANGELA MARINAS" AWNING 36' -0" W X 9' -0" PROJ. X 3' -5" H 118 NW 4 STREET MIAMI SHORES, FL. 33150 L MIL'`IO$J 31)8 CONSVhTIN RICA 33161 1-4174 FAX (305) 891 -4175 Wwvit.6ttor:cu as e.com J n4Ati r i ittoricp ••- u msn.com • - • (DATE l 07/19/10 SCALE • N.T.S. DESI • G.E. • J.L. SHEET 1 OF 3 r 3" MIN SIDE VIEW EXISTING 5 /8" STUCCO LINE OF FINISH WALL. s,==mio ■ 3/16 EXISTING 5 /8" STUCCO AWNINGS & SHADES. 670NW 112th ST. MIAMI, FLORIDA. PHONE: (305) 759 5051 FAX: (305) 759 5052 STEEL ASTM A36 PLATE 2X2X1 /4 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. EXISTING WALL LINE OF FINISH WALL./ FRONT VIEW TOP VIEW SCALE : N.T.S. • 1 1/2" MIN. , I X 4" MIN SIDE VIEW W/ (1) SCREW BOLT BY ITW BUILDEX 1/4" 0 X 1 1/2" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f"c= 3,000p.s.1) DETAIL "D" SCALE : N.T.S. "ANGELA MARINAS" AWNING 36' -0" W X 9' -0" P ROJ . X 3' -5" H 118 NW 4 STREET MIAMI SHORES, FL. 33150 EXISTING 5 /8" STUCCO LINE OF FINISH WALL. 3/16 STEEL ASTM A36 PLATE 2X2X1 /4 W/ (1) HIT -HY 150 + HAS BY HILTI 1/2" 0 X 4" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f"c= 3,000p.s.i.) DETAIL "C" FRONT VIEW SCALE : N.T.S. SCALE : N.T.S. FRONT VIEW • es - -.-.-• • • • • . • • • • •. . • • • • • MILTON eoBAS,••P. E., INC. CONSULTING ENGINEERS PE # 51902 GA S'I: #1999901 1 a0'f 425 ST NORTH MIAMI, FLORIbA 33161 PHON -4' 74 FAX (305) 891 -4175 .• :wvv*.tia llto pcLjbasj)e. com . �nAtoecipag@a msn.com NOTE: - DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. ( DATE 07/19/10 (SCALE 1 N.T.S. 1 ( DESIGNED G.E. ( DRAWN J.L. 1 ( SHEET 2 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, AND 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 : 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. STEEL PLATE ASTM A36 6X6X1/4 W/ (4) KWIK BOLT -III BY HILTI 3/8" O 4" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (fc =3,000 p.s.i.) 6 SIDE VIEW 4" 1" 1" TOP VIEW ALL COLUMNS PIPE 2 1/2 SCH 40 ALL COLUMNS PIPE 2 1/2 SCH 40 STEEL PLATE ASTM A36 6X6X1/4 W/ (4) KWIK BOLT -III BY HILTI 3/8" 04" MIN. EMBED. INTO CONCRETE OR GROUT FILL CELL MASONRY (f'c =3,000 p.s.i.) DETAIL "E" SCALE : N.T.S. 7 NOTE: - DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. • • • •' ••• - - • • • • • • • • • . • •• AWNINGS & SHADES. 670NW 112th ST. MIAMI, FLORIDA. PHONE: (305) 759 5051 FAX: (305) 759 5052 "ANGELA MARINAS" AWNING 36' -0" W X 9' -0" P ROJ . X 3' -5" H 118 NW 4 STREET MIAMI SHORES, FL. 33150 MICI E., INC. C C CONSULTING ENGINEERS PE # 51902 • . CiA„#�21 ;67 31 x'6999901 ••• 1302NE 425 k NORTH MIAMI, FLORIDA 33161 PHONk.(305) -4174 FAX (305) 891 -4175 • •w • w v.f tot�ciibaspe.com •F. IWAI� 1t9 c.b msn.com (DATE 1 07/19/10 ( SCALE N.T.S. DESIGNED G.E. DRAWN J.L. SHEET 3 OF 3 1 DATE: July 8, 2009 MILTON CUBAS, P.E., INC. • 1302 N.E.:1 25 Street — North Miami — Florida 33161 Phone (305) 891 -4174 Fax (305) 891 -4175 E -mail: miltoncubas@msn.com www.miltoncubaspe.com COVER SHEET PROJECT: AWNING 14' -8" W x 6' -2" PROJ. x 3' -6" H. AWNING 27' -3/4" W x 15' -5 3/4" PROJ. x 2' -9" H. ADDRESS: 118 NW 104 ST, MIAMI SHORES, FL. 33150 CLIENT: AWNINGS & SHADES CO., INC. DESIGN BY: GE PAGE 1 127 This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 27. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requireme ts, using nationally recognized computer software and in -house developed software. Prior to commissioning ' s to service, the in -house developed software was thoroughly checked by performing parallel manual computati The sign and seal provided herein are meant to cover all computation sheets pages 1 through 27. Cubas Certification Au r' • tion # 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 /27 DESCRIPTION PAGE AWNING 14' -8" W x 6' -2" PROJ. x 3' -6" H Wind Loads Calculations. 1 Frame with Longs 3 Wind Loads Analysis 4 Design Members Group 5 Combination Reactions 2.4.7 8 Anchors Wall Connections Design (Detail C) 9 AWNING 27' -3/4" W x 10' -0" PROJ. x 2' -9" H Wind Loads Calculations. 13 Frame with Longs 15 Wind Loads Analysis 16 Design Members Group 17 Combination Reactions 2.4.1 20 Combination Reactions 2.4.7 21 Anchors Wall Connections Design (Detail B) 22 Anchors Wall Connections Design (Detail D) 25 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 MILTON CUBAS PE INC Project : Subject : Location : 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 Velocity Pressure Calculations, qz Velocity pressure qz is calculated in accordance with section 6.5.1C qz = Velocity pressure © height (z) qz= Constant •Kz•Kzt•Kd•V qz = See wind pressure calculation table Where : Constant Mean Sea Level Air Density © MSL Basic Wind Speed Structure Height = Numerical constant =' /2• [(Air density lb/ cu ft ) / ( 32.2 ft/s )] • [(mi/h )( 5280 ft/mi) • (1 hr /3600 s )] 2 = 0.00255 = 25.00 ft = 0.0764 lb/cu ft Exposure Category = C Alpha = 9.50 Zg = 900.00 ft = 90.00 mph = 25.00 ft Page 1 (Open terrain) 1/27 File : Date : 7/8/2009 Eng. : GE (Eq. 6-15) (Section C6.5.10) (Table C6-1) Category = I (Table 1 -1) Importance Factor = 0.87 (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) A (2/Alpha) for 15 ft <= Z <= Zg (Eq. C6-3b) = 2.01 • (15/Zg) A (2/Alpha) for Z < 15 ft = 0.95 Height Kz K3 Kzt Kd qz Cf p (feet) (psf) (osf) 1 25.00 0.95 1.00 1.00 1 16.99 0.94 13.50 j MILTON CUBAS PE INC Project : Subject : Location : Velocity Pressure Calculations. az (Cont.) Where : Kzt Gust Effect Factor, G 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 = 18.00 deg UB Value = 0.42 Cf = 0.94 Center of Pressure = X/L = 0.30 Design Wind Pressure. p. Equation 6-25 Page 2 File : Date : 7/8/2009 Eng. : GE = Topographic factor obtained from Fig. 6-4 = (1 + K1 • K2 • K3) 2 = 1.00 Design wind pressures and forces are determined per equations given in section 6.5.1: 2/27 VisualAnalysis (version 5.50) - Wed Jul 08 15:13:39 2009 Milton cubas PE,Inc., Milton Cubas, PE DL( -Y) =SELF WEIGHT 3/27 VisualAnalysis (version 5.50j - Wed Jul 08 15:17:22 2009 Milton cubes PE,Inc., Milton Cubes, PE WL(+Y) =13.5 PSF 4/27 VisualAnalysis (version 5.50j - Wed Jul 08 15:19:15 2009 Milton cubas PE,Inc., Milton Cubes, PE Design Results Unity Check Values 0.000 0.250 0.500 0.750 1.000 — Failed Not Checked ___ Not Grouped 0 5/27 Untitled Project VisualAnalysis 5.50 Report Company: Milton cubas PE,Inc. Engineer: Milton Cubas, PE Project File: 118 NW 104 ST, MIAMI SHORES, FL. 33150, 14W(1) -1.vap Folder: E: \COLOMBIA'S PROJECT 2009 \AWNINGS \AWNINGS & SHADES \118 NW 104 ST, MIAMI SHORES, FL. 33150 \CALC\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.8241 M11 Design Member Design Load Cases Strength Service Number Number 1 7 2 3 4 5 6 Designed MEMBERS Pipe0.1 Pipe0.11 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 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 Mil 5 3.24 fa Ksi 0.16 Fa Ksi 30.00 Pattern = Unbraced Pattern = Unbraced fbz Ksi 26.98 None Fbz Ksi 33.00 - 1 - Wed Jul 08 15:19:57 2009 fby Ksi 0.04 Fby Ksi 33.00 Code Ref. H2 -1 Unity Check 0.82 6/27 Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M11 5 3.24 - 209.33 26.98 6.48 1.00 33.00 F3 -1 0.82 Axial Check: Member Load Offset P fa RL /r Cc Q Fa Code Unity Name Case # ft lb Ksi Ksi Ref. Check M11 3 0.00 52.31 0.16 178.20 0.00 1.00 30.00 D1, El 0.01 Weak Flexure Check: Member Load Offset My fby Lu Fby Code Unity Name Case # ft lb-ft Ksi ft Rsi Ref. Check M11 3 0.00 0.89 0.12 6.48 33.00 F3 -1 0.00 Strong Shear Check: Member Load Offset Vy fvy h /tw Fvy Code Unity Name Case # ft ib Rai Rsi Ref. Check M11 5 6.48 161.24 0.78 6.27 20.00 F4 -1 0.04 Weak Shear Check: Member Load Offset Vz fvz h /tw Fvz Code Unity Name Case # ft ]b Ksi Ksi Ref. Check M11 5 0.00 -0.17 0.11 6.27 20.00 F4 -1 0.01 Warning: Possible warping stresses were not checked. Maximum torsional moment was 0.91 lb -ft -2 -Wed Jul 08 15:19:57 2009 7/27 VisualAnalysis (version 5.50) - Wed Jul 08 15:21:20 2009 Milton cubas PE,Inc., Milton Cubas, PE 2.4.7 LOAD REACTIONS GOV. ANCHOR WALL DESIGN (DETAIL C) • • LOAD REACTIONS GOV. ANCHOR WALL DESIGN (DETAIL B) • • ■ 1 9 N 1 N 593 V. 3 V„ 143 M 1186 M„ 0 M, 0 Laumu4 User application PROFIS Anchor 1.11.20 http: //vwuw.us.hilti.com/ Company: Milton Cubes, P.E. INC Specifier. GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891-4174 / (305) 891-4175 E -Mail: miltoncubas c@msn.com Sheet 1 of 4 Protect: Contract No.: Responsible: Location/Date: - / 7/8/2009 Specifier's comments: Anchor type and size: Kwik Bolt 3 (KB3) -318 Effective embedment depth: h 2.33 in. - Material: Carbon Steel Proof. Stand -off installation: Anchor plate: Base material: Reinforcement Anchor Geometry [In.] plan view 0 0 N 0 0 • N 20.00 20.00 y x section A 4 Ib 0 F3 0 rn section A t=0.25 h =2.33 section B Loading Goveming loads [Ib, in. lb] N = 593 M 0 design method: ICC Insp. e = 0.00 in. (no stand -oft) ; t = 0.25 in. CUSTOM ; f = 36000 psi ; I x Ir x t = 2.00 x 4.00 x 0.25 in. uncracked concrete 3000, fa = 3000 psi; h = 8.00 in. V„ =143 My 0 V.= 3 Mx 1186 Goveming Toads [lb, in. lb] Eccentricity (structural section) [in.] e =0.00; e, = 0.00 Seismic / Wind Toads: no Input data and results must be checked for agreement with the existing conditions and for plausibilltyl PROFIS Anchor ( c) 2003 HMI AG, FL -9494 Schaan Hill is a registered Trademark of HIM AG, Schaan 9/27 116N User application PROFIS Anchor 1.11.20 Company: Cubas, P.E. INC Sheet 2 of 4 Specifier Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Contract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 Responsible: http: //www.us.hilti.com/ E -Mail: miltoncubas@msn.com Location/Date: - /7/8/2009 Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension - Pressure) Anchor Tension force Shear force ._.Taltslon m, la 1 1258 143 _ max concrete compressive strain [ %o]: 026 max. concrete compressive stress [psi]: 1020 resulting tension force [lb]: 1258 resulting compression force [lb]: 665 Loads on the critical anchor 1 Design values [lb] Utilization [%] Proof Load Strength Status s Tension load 1258 1308 96 / - OK Shear Toad (no bending) 143 1216 - / 12 OK Combined tension and shear loads NN R a Utilization NN,v [ %] Status 0.962 0.118 1.667 97 OK pp + F+N t' V < =1 Details fA,N fav 6 f 1.000 1.000 1.000 1.000 all NJIb] all V all N. all V. all M[in.-lb] N V,..[Ib] 1308 1216 - - 274 1308 1216 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 HIS AG, FL -9494 Schwan Hilti is a registered Trademark of HMI AG, Schwan 10/27 1■11 Li 1 User application PROFIS Anchor 1.11.20 http: //www.us.hilti.com/ Company: Milton Cubas, P.E. INC Specifier. GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891 -4174 / (305) 891 -4175 E -Mail: miltoncubas @msn.com Sheet 3 of 4 Project: Contract No.: Responsible: Location/Date: - /7/8/2009 Anchorplate, steel: CUSTOM f 36000 psi Section type: - no profile (0.00 x 0.00 x 0.00) Hole diameter d = 0.44 in. Recommended plate thickness: not calculated 1.000 1.000 1 1.000 1.000 0 0 0 fV • 0 0 0 fV 0 0 0 CV 0 0 0 N y x Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003 Hilts AG, FL -9494 Sehaan Hill is a registered Trademark of Hilts AG, Schrum 11/27 � , ��, User application PROFIS Anchor 1.11.20 Company: Cubas, P.E. INC Sheet of 4 er.GE�on Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Contract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 Responsible: http: //www.us.hilti.com/ E -Mail: miltoncubas @msn.com Location/Date: - /7/8/2009 Coordinates Anchor [In.] Anchor x y Anchorplate tin.] x y x y 1 0.00 0.00 -1.00 2.00 1.00 -2.00 1.00 2.00 -1.00 -2.00 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003 Hilti AG, FL -9494 Schaan HIM is a registered Trademark of HMI AG, Schaan 12/27 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 MILTON CUBAS PE INC Project : Subject : Location : Design Wind Pressure. p, Equation 6-25 (ASCE 7 -05) Design wind pressures and forces are determined per equations given in section 6.5.9; Velocity Pressure Calculations. az Velocity pressure qz is calculated in accordance with section 6.5. I C qz = Velocity pressure @ height (z) qz= Constant •Kz•Kzt•Kd•V qz = See wind pressure calculation table Where : Constant Exposure Category = C Alpha = 9.50 Zg = 900.00 ft Basic Wind Speed Structure Height = Numerical constant ='/ 2•[ ( Air density lb/ cuft) /(32.2ft/s [( mi/h )( 5280 ft/mi) • (1 hr /3600 s )] 2 = 0.00255 = 90.00 mph = 25.00 ft Page 1 (Open terrain) 13/27 File : Date : 7/8/2009 Eng. : GE (Eq. 6-15) (Section C6.5.10) Mean Sea Level = 25.00 ft Air Density @ MSL = 0.0764 lb/cu ft (Table C6-1) Category = I (Table 1 -1) Importance Factor = 0.87 (Table 6-1) (Table 6-2) (Table 6-2) (Figure 6-1) Kz = Velocity pressure coefficient at height z (Eq. C6 = 2.01•( Z/Zg) " (2/Alpha) for 15 ft <= Z <= Zg (Eq. C6-3b) = 2.01 • (15/Zg) " (2/Alpha) for Z < 15 ft = 0.95 Height Kz K3 Kzt Kd qz Cf p (feet) (nst) (nst) 1 25.00 0.95 1.00 1.00 1 16.99 0.54 10.00 j MILTON CUBAS PE INC Protect : Subject : Location : Velocity Pressure Calculations, ctz (Cont.) Where : Kzt Topography Kd Gust Effect Factor. G = None 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 L/B Value = 0.57 Cf = 0.54 Center of Pressure = X/L = 0.30 Design Wind Pressure. a, Equation 6 -25 File : Date : 7/8/2009 Eng. : GE = Topographic factor obtained from Fig. 6-4 = (1 +K1•K2•K3) = 1.00 = Wind directionality factor obtained from Table 6-4 = 1.00 Design wind pressures and forces are determined per equations given in section 6.5.1: Page 2 14/27 VisualAnalysis (version 5.50) - Wed Jul 08 15:43:11 2009 Milton cubas PE,Inc., Milton Cubas, PE DL( -Y) =SELF WEIGHT 15/27 WalAnalysis (version 5.50) - ecl Jul 05 15:44:21 2009 ilton cubas PE,Inc., Milton Cubas, PE 111-0)10.0 PSF 1612 VisualAnalysis (version 5.50) - Wed Jul 08 15:49:21 2009 Milton cubes PE,Inc., Milton Cubas, PE Design Results Unity Check Values 1 .000 .250 0.500 0.750 1.000 — Failed Not Checked _ Not Grouped 17/27 Untitled Project VisualAnalysis 5.50 Report Company: Milton cubas PE,Inc. Engineer: Milton Cubas, PE Project File: 118 NW 104 ST, MIAMI SHORES, FL. 33150, 27.5W(5).vap Folder: C:\Documents and Settings \USUARIO \Escritorio\ Member Unity Checks Unity Member Status Group Model Shape Design Shape Messages? 0.5160 M8 -3 -1 Design Member Design Load Cases Strength Service Number Number 1 7 2 3 4 5 6 Fy = 50.00Ksi Combined Stresses Check: Member Load Offset Name Case # ft M8 -3 -1 5 0.00 Designed MEMBERS Pipe0.1 Pipe0.11 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): fa Ksi -0.04 Fa Ksi 5.36 None Pattern = Unbraced Pattern = Unbraced fbz Ksi 16.69 Fbz Rsi 33.00 - 1 - Wed Jul 08 15:49:48 2009 fby Ksi 0.11 Fby Ksi 33.00 Code Ref. H1 -3 Unity Check 0.52 18/27 Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M8 -3 -1 5 0.00 129.55 16.69 6.07 1.47 33.00 F3 -1 0.51 Axial Check: Member Load Offset P fa KL /r Cc Q Fa Code Unity Name Case # ft ib Ksi Ksi Ref. Check M8 -3 -1 5 0.00 -11.60 -0.04 166.84 107.00 1.00 5.36 A35 -12 0.01 Weak Flexure Check: Member Load Offset My fby Lu Fby Code Unity Name Case # ft lb -ft Ksi ft Ksi Ref. Check M8 -3 -1 3 0.00 0.89 0.11 6.07 33.00 F3 -1 0.00 Strong Shear Check: Member Load Offset Vy fvy h /tw Fvy Code Unity Name Case # ft ib Ksi Ksi Ref. Check M8 -3 -1 5 6.07 74.00 1.74 6.27 20.00 F4 -1 0.09 Weak Shear Check: Member Load Offset Vz fvz h /tw Fvz Code Unity Name Case # ft lb Ksi Ksi Ref. Check M8 -3 -1 5 0.00 0.00 1.43 6.27 20.00 F4 -1 0.07 Warning: Possible warping stresses were not checked. Maximum torsional moment was 11.83 lb -ft -2 -Wed Jul 08 15:49:48 2009 19/27 VisualAnalysis (version 5.50) - Wed Jul 08 16:52:26 2009 Milton cubas PE,Inc., Milton Cubas, PE 2.4.1 A SfI 6' ci 4 LOAD REACTIONS GOV. ANCHOR WALL DESIGN (DETAIL B) 1 • 1 20/27 VisualAnalysis (version 5.50) - Wed Jul 08 16:27:36 2009 Milton cubas PE,Inc., Milton Cubas, PE 2.4.7 • • • • • • • • • • • • • • • 1 11 LOAD REACTIONS GOV. • 1 `Zir ANCHOR WALL DESIGN • 6 • (DETf IL D) • • • • • • • • N 416 V,, -2 V, -60 M 832 M -416 M, 0 111 I..T1 User application PROFIS Anchor 1.11.20 http://www.us.hilti.com/ Company: Milton Cubas, P.E. INC Specifier. GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891 -4174 / (305) 891 -4175 E -Mail: miltoncubas@msn.com Sheet 1 of 3 Project: Contract No.: Responsible: Location/Date: - / 7/8/2009 Specifiers comments: Anchor type and size: Effective embedment depth: Material: Proof: Stand -off installation: Anchor plate: Base material: Reinforcement Anchor Geometry [in.] Loading Goveming loads [Ib, in. -Ib] N =416 M,= 0 Kwik Bolt 3 (KB3) - 318 he 2.80 in. Carbon Steel design method: ICC Insp. e = 0.00 in. (no stand -off) ; t = 0.25 in. CUSTOM ; f = 36000 psi ; I x I x t = 2.00 x 2.00 x 0.25 in. uncracked concrete 3000, fQ = 3000 psi; h = 8.00 in. plan view 0 0 x CO 0 n, 20 00 20.00 section A 4 section A t=0.25 h 2.80 section B V,, =-60 My -416 V = - 2 Mx 832 Goveming loads [Ib, in. Ib] Eccentricity (structural section) [in.] e 0.00; e =0.00 Seismic / Wind loads: no Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003 HMI AO, FL -9494 Schwan Hilti is a registered Trademark of HBO AG, Schaan 22/27 � ' �� User application PROFIS Anchor 1.11.20 Cubas, P.E. INC SSh of 3 Specifier. GE Milton Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Contract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 Responsible: http: //www.us.hilti.com / E -Mail: miltoncubas@msn.com Location/Date: - / 7/8/2009 Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension - Pressure) Anchor Tension force Shear force 7 sltstbt� n 1 1446 60 max. concrete compressive strain [ %a]: 0.87 max. concrete compressive stress [psi]: 3361 resulting tension force [lb]: 1446 resulting compression force [lb]: 1030 Loads on the critical anchor 1 Design values [lb] Utilization [ %] Proof Load Strength Status Tension load 1446 1465 99 / - OK Shear load (no bending) 60 1255 - / 5 OK Combined tension and shear loads 13N [3 a Utilization 13 [ %] Status 0.987 0.048 1.667 98 OK aN +Rv` =1 Details fA,N fA,v fRN f 1.000 1.000 1.000 1.000 all N.[Ib] all V all N all V. all M[in. Ib] N V 1465 1255 - - 274 1465 1255 Fastening meets the design criteria! Input data and results must be checked for agreement with the eodsting conditions and for piausibilhyl PROFIS Anchor ( c) 2003 Hiltl AO, FL-8494 Schaan Hilt' Is a registered Trademark of HIlti AG, Schaan 23/27 ' Low ' User application PROFIS Anchor 1.11.20 Cubas, P.E. INC Sheet t of 3 Specifier GE lton Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Contract No.: Phone/Fax: (305) 891 -4174 / (305) 891 -4175 Responsible: http: //www.us.hilti.com/ E -Mail: miltoncubas@msn.com Location/Date: - / 7/8/2009 Anchorplate, steel: CUSTOM f 36000 psi Section type: - no profile (0.00 x 0.00 x 0.00) Hole diameter d = 0.44 in. Recommended plate thickness: not calculated A Coordinates Anchor Lin.] 000 000.1. X 1 0 0 0 P 0 0 0 a- 1.000 1.000 1.000 1.000 Anchorplate [in.] x y x y Anchor x y -1.00 1.00 1.00 -1.00 1 0.00 0.00 I 1.00 1.00 -1.00 -1.00 Input data and results must be checked for agreement with the existing conditions and tor plausibiityl PROFIS Anchor ( c) 2003 HIM AG, FL -0494 Sc Hilti is a registered Trademark of Hilti AG, Schism 24/27 N 3224 V 24 V, 630 M 0 M„ 0 M, 0 User application PROFIS Anchor 1.11.20 http: //www.us.hilti.com/ Company: Milton Cubas, P.E. INC Specifier. GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891 -4174 / (305) 891 -4175 E -Mail: mifoncubas @msn.com Sheet 1 of 3 Project: Contract No.: Responsible: Location/Date: - / 7/8/2009 Specifier's comments: Anchor type and size: Effective embedment depth: Material: Proof. Stand -off installation: Anchor plate: Base material: Reinforcement Anchor Geometry [in.] Loading Kwik Bolt 3 (KB3) -518 h 3.50 in. Carbon Steel section A 4 section A t=0.25 h =3.50 section B Goveming Toads [Ib, in. lb] N = 3224 V 630 M,= 0 M= 0 design method: ICC Insp. e = 0.00 in. (no stand -off) ; t = 0.25 in. CUSTOM ; f = 36000 psi ; i x I x t = 7.30 x 3.00 x 0.25 in. uncracked concrete 3000, f; = 3000 psi; h = 8.00 in. x V,, =24 MX 0 Goveming loads [Ib, in. Ib] Eccentricity (structural section) [in.] e, =0.00; e =0.00 Seismic / Wind loads: no Input data and results must be checked for agreement with the existing conditions and for plausibiityl PROFIS Anchor ( c) 2003 HIM AG, FL -9494 Schaan Hiitl is a registered Trademark of Hilti AG, Schwan 25/27 YN Design values [Ib] Utilization [ %] Utilization N [ %] Proof Load Strength ON / pv Status Tension load 1612 1644 98 / - OK Shear load (no bending) 315 2778 - / 11 OK YN 13v a Utilization N [ %] Status 0.981 0.113 1.667 99 OK all N all V all N all V all M[in.-lb] N V 2442 3026 - - 1363 1644 2778 fA,N fA,v fRN fRV 0.673 0.918 1.000 1.000 Anchor Tension force Shear force 1 2 1612 1612 315 315 11■■11 `1"1 User application PROFIS Anchor 1.11.20 http://www.us.hilti.com/ Company: Milton Cubes, P.E. INC Specifier. GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891-4174 / (305) 891-4175 E -Mail: miltoncubas@msn.com Sheet2of3 Project: Contract No.: Responsible: Location/Date: - / 7/8/2009 Load case (goveming): Anchor reactions pb] Tension force: ( +Tension - Pressure) max. concrete compressive strain [ %o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force [Ib]: 3224 resulting compression force [lb]: 0 Loads on the critical anchor 1 Combined tension and shear loads R +R Details Tension 1 Fastening meets the design criteria! Input data and results must be checked for agreement with the tudsting conditions and for piausibfilyi PROFIS Anchor ( c) 2003 Hill AG, FL -9494 Schaan Hiill is a registered Trademark of Hiiti AG, Schaan 26/27 -3.65 1.50 3.65 -1.50 3.65 1.50 -3.65 -1.50 User application PROFIS Anchor 1.11.20 http://www.us.hilli.com/ Company: Milton Cubas, P.E. INC Specifier GE Address: 1302 NE 125 ST NORTH MIAMI, FL. 33161 Phone/Fax: (305) 891-4174 / (305) 891-4175 E -Mail: miltoncubas@msn.com Sheet 3 of 3 Project: Contract No.: Responsible: Location/Date: - / 7/8/2009 Anchorplate, steel: CUSTOM f, = 36000 psi Section type: - no profile (0.00 x 0.00 x 0.00) Hole diameter d = 0.69 in. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x y 1.500 0 1 3.650 A O 2 1.500 3.650 0 0 0 0 0 0 0 0 Anchor x y 1 -2.15 0.00 2 2.15 I 0.00 y Anchorplate (In.] x y x x y Input data and results must be checked for agreement with the elating camDtlons and for plausibltltyl PROFIS Anchor ( c) 2003 Hill AO, FL -0494 Schwan Hi ti is a registered Trademark of Hdtl AG, Schwan 27/27