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ACT-12-1406
Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F`I.. Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 176437 Permit Number: ACT -7 -12 -1406 Scheduled Inspection Date: January 15, 2013 Inspector: Bruhn, Norman Owner: LAMOUR, MOISE Job Address: 10516 NW 2 Avenue Miami Shores, FL 33150 -1227 Project: <NONE> Contractor: HOME OWNER Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: New Phone Number (305)754 -8925 Parcel Number 1121360020020 Building Department Comments INSTALLATION OF CANOPY Inspector Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. January 14, 2013 For Inspections please call: (305)762 -4949 Page 4 of 19 PERMIT # ACT ED--- A-. CONTRACTOR: ' i Kfb SUBMITTAL DATE: J1,)k.4Z ADDRESS: 1 V S I (p Uj Al NAME: lcS( RESUBMITAL DATES: PROJ CT •,,._ I -, ` if. Al i �, FIRE STRUCTURAL IMPACT FEES ELECTRICAL _ f / 0' ' fx f. . PLUMBING NOC MECHANICAL , BLDG :; v ' <--4. f=7"C-1-- 81 BUILDING G PERMIT APPLICATION *oiR -Lis Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 JUL 2 62 12 FBC 20 Permit No. Master Permit No. r — Permit Type: BUILDING ROOFING JOB ADDRESS: 1057G N LO ,9 City: Miami Shores County: Miami Dade Folio/Parcel#: 11 Z./ 3400 Zo 0 20 Is the Building Historically Designated: Yes NO Vl `kidaie C41 OWNER: Name (Fee Simple Titleholder): p /< L 4 VY1 (a k. Address: / 514, rU °-°Q. City: M t meept ; State: Tenant/Lessee Name: N l ;� Email. IQ ((C).- ) © L* Zip: 33/ Sr Flood Zone: Phone#: ' S ¥ "oT f I Zip: 9-53157) Phone#: CONTRACTOR: Company Name. s�/ �. Phone#: Address: City: State: Zi p: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: Contact Phone#: Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: OAddition OAlteration ONew y , °Repair/Replace H ODemolittii n Description of Work: —,7e-L)...-5-74;; /79 �� i g' Olt 1.5'O,ao **** **** *e ** *******+x** ** * * * ***********F * * * ** , n*a ********** * * ******** * * * * *** ****** ** Submittal Fee $ ;49 Oil Permit Fee $ / 2D 67 -D CCF $ CO /CC $ P:..". w Scanning Fee $ Radon Fee $ DBPR $ Bond $ No Training/Education Fee $ Technology Fee $ Structural Review $ Double Fee $ TOTAL FEE NOW DUE $ C2;15 1Q Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) /4/44 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 COMMENCEMENTS" 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. '1 {(A oq, Ite 4 CliAA Signature Contractor The foregoing ' , , , ' u ent was acknowledged before me this f The foregoing instrument was acknowledged before me this day of ■ / 20 ._by i1 ' < /ii . , day of , 20 _, by who is personal known to me or who has produced t� who is personally known to me or who has produced 3A tittel �"1--4--,----Its identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: Owner or Agent Si gn: AMR Print: Vir%' �!Y.T!( My Commission * * * * * * * * * * * * ** APPROVED BY NOTARY PUBLIC: Sign: Print: My Commission Expires: * *****+x****+x**+a**** *,x* +�t� +�a��x****�ra� *a�** e** **� * ** *a�x*** , 7a Plans Examiner Zoning Structural Review Clerk (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06/10/2009)(Revised 3/15/09) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: B j `z•Q t WC- DATE: %- /2‘, I ADDRESS: / C2 S ((® I G 4/kw/h. 5I =5- 5 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 building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with - holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I 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. 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 numbers on permits and contracts. InitialL —� 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 1 built or substantially improved it for sale or lease, which violates the exemption. 5. I understand that, as the owner - builder, I must provide direct, onsite supervision of the construction. 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. Initial 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. Initial 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. Initial 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 govem 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 http : / /www.mvfloridalicense.com/dbor /pro /cilb/iindex.html Initial 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: /675 2 a? 01( 0; Sk -3fg'' Initial 12. I agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. Initial 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 contractors 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. Was acknowledged before me this — —day of S , 20 By ig01 (,.'iii t who was personally known to me or who has Produced there License or 're*, 0 as identification. Miami Shores Viiiage Building Department RECEIPT PERMIT #: ACT 12— I4cr, DATE: I, AZZ /9 AL. / 4:::1 a ci Contractor T Ca) culovhors 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Owner Architect ' cke up 2 sets of plans an • ether 1O 1 Address: I O Sl /1\11)0 2A From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Depa � y, t continue permitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: ek PERMIT CLERK INITIAL: 1 Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)758 -8972 Folio Number:112136OO20O2O Owner's Name: MOISE LAMOUR Job Address: 10516 2 Avenue Miami Shores, FL 33150 -1227 Owner's Phone: (305)754 -8925 Total Square Feet: 471 Total Job Valuation: $ 1,450.00 Contractor(s) HOME OWNER Phone Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: No Date Denied: 8/9/2012 Comments: TOTAL OF ALL CANVAS PATIO COVERS CAN NOT EXCEED 300 SQ FT IN AREA. DETACHED CANVAS STRUCTURE CAN NOT BE LOCATED CLOSER THAN 15 FEET TO MAIN RESIDENCE. Permit No: 12 -1406 Job Name: July 31, 2012 Miami Shores Village Building Department Building Critique Sheet 1) Provide approval from Miami Dade HRS /DOH. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 762 -4859 LOT3 6 *1V. 126.0Q'{R&Mj 42.45' ONE STORY CBS RESIDENCE #10516 FF =13.29' 75.15' 21.35' ci 3.80' - 5.60' 5.60'x, c► P 7.30' 36.30' _•tip Conc.Driveway 2.25' Conc.Walk 1112' 20.00' 11.97' 8, `T' 4' C.L.F. o cn eer f 5.O1'(R&M) B LOT 1 FIO 19.00' ami Shores Village C =J SUBJECT 10 Cc,T,I °I [2 JCE WITH ALL FEDERAL STATE APIli r'r �� - NOT VALID UNLESS EMBOSSED WITH SURVEYOR'S SEAL REVISED: _FSArl[2 REGt !! AT!ONS 24.97' 56.65' V 8836:20* Io) h halt 1 v� U a; 0 35.00' 35.00' 10.74' CV cv 1 LOCATION SKETCH SCALE: NTS ABBREVIATIONS: SWK=SIDEWALK. CBS =CONCRETE BLOCK STRUCTURE, CLF=CHAIN LINK FENCE, PL= PROPERTY LINE, DUE =DR /LINAGE UTILITY EASEMENT, IP=IRON PIPE, F=FOUND, A1C=AIR CONDITIONER PAD, P /C=PROPERTY CORNER, D/H= DRILLED HOLE, W/F= WOODEN FENCE, RES =RESIDENCE, CL- CLEAR, RB=REBAR, UE=UT1LfTY EASEMENT, CONC=CONCRETE SLAB, RW=RIGHT OF WAY, DE=DRANAGE' EASEMENT, C/L=CENTER LINE, O=DIAMETE , TYP=TYPICAL, M=MEASURED, R=RECORDED, ENCR= ENCROACHMENT, COMP=COMPUTER, ASPH ASPHALT, NID=NAIL & DISC, S-SET, F.F.E. =FNISH FLOOR ELEVATION, O/S=OFFSET, P/P =POWERPOLE, OHP.ADVERHEAD POWERUNE, WM=WATER METER WOOD FENCE= I I I I I I II ELEVATION BASED ON LOC. # 3110 MASONRYW1t • CONCRETE= •.••t•.::$- •t:4. -� :.: -_ :.:•• .•:.2. • •.':� .I DCBM# L -16 ELV. 9.96 TYPE OF SURVEY: BOUNDARY SURVEY MAINTENANCE & DRAINAGE EASEMENT= M & D.E. SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT COVERED ay PROFESSIONAL LIABILITY INSURANCE. 4) . LEGAL DESCRIPTION PROVIDED BY CLIENT 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE 4 3 1 35' NW 2 .AVENUE NW 105 STREET SURVEY FOR: MOISE LAMOUR, 10516 N.W. 2ND AVE., MIAMI SHORES, FL. 33150. LEGAL DESCRIPTION: LOT 2 BLOCK OF SHORELAND HEIGHTS ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 43 AT PAGE OF THE PUBLIC RECORDS MIAMI -DARE COUNTY, FLORIDA SUBDIVISION 85 I HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes. There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA#5924 SINCE 1987 BLANCO SURVEYORS INC. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 (305) 865 -1200 Email: blancosurveyorsinc@yahoo.com Fax: (305) 8655 -7810 FLOOD ZONE: X PANEL: 0090 DATE: SCALE: 3/30/06 r =20' SUFFIX: J DATE: 7/17/95 BASE: NIA COMMUNITY # 120652 DWN. BY: • B No. E Blanco 06- 645 twtifiratt of Jftante REGISTERED APPLICATION CONCERN NO. F -06901 ISSUED BY .IIERCi1LITE PRODUCTS, INC PO BOX 435 EMIGSVILLE. PA 17318 This is to cernfy that the materials described below FOR TRI VANTAGETLLC CITY GLEN RAVEN X toistante Date Work Performed 7/25/2012 ave been flame- retardant treated (or are inherently nonflammable). AT 1831 NORTH PARK AVENUE STATE NORTH CAROLINA 27217 -1100 Certification is hereby made that: (Check "a" or "b ") (a) The articles described at the bottom of this Certificate have been treated with a flame retardant chemical approved and registered by the State Fire Marshal and that the application of said chemical was done in conformance with the law of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used Chem. Reg. No. Method of application (b) The articles described at the bottom hereof are made from a flame - resistant fabric or material registered and approved by the State Fire Marshal for such use. Trade name of flame - resistant fabric or material used REINFRCD VINYL Reg, No, F-06901 The Flame- Retardant Process Used WILL NOT Be Removed By Washing PETER COHEN Name ofApplicator or Production Superintendent By STEPHANIE MUMMERT, Q C MANAGER Title 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 flied with the California State Fire Marshal. TRI VANTAGE, LLC Customer P011 Aleiandro Invoice Number 40391325 Quantity 39.000 YD WEBLON CP2887 -62 RUST/DARK Description BROWN Product Code 857287 SALVADOR AWNING 17970 SW 210 TERRACE MIAMI FL 33187 ControULot 0 Control/Lot # 47628F0919 STRUCTURAL CALCULATION MOISE LAMOUR 10516 NW 2 AVE MIAMI SHORE, FLORIDA. HERNAN RABELO, P.E. Lic. # PE 72498 1340 WEST 41 ST HIALEAH,FLORIDA,33012 Phone: (786)447 8174 WIND LOADS (ANSUASCE 7 -10) Method 2 - Analytical Procedure Basic Wind Speed, V =90 mph (FBC 2010) Structural Category 2 Exposure Category C Importance Factor I =1.0 (FBC 2010) 0 INDEX 1. DESIGN CRITERIA (PAGE # 1) itt7MWMPV' (PAGES # 2 THRU # 25 ) 3.DESIGN CANOPY 1. (PAGES # 26 THRU # 53 ) MECAWind Version 2.1.0.8 per ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date : 7/14/2012 Project No. . Company Name : Designed By . Address Description . City Customer Name : State Proj Location : File Location: E: \2012 MARTA MACHIN BUSSINES \ABELARDO NORCISA \2012 -52 AWNIGS AND CANOPY \AWNIGS 1 \WIND LOADS.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 90.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) _ Alpha = At = Am = Cc Epsilon = Slope of Roof = Ht: Mean Roof Ht RHt: Ridge Ht = OH: Roof Overhang at Eave= 0.01 9.50 0.11 0.15 0.20 0.20 3 : 12 8.50 ft 10.00 ft .00 ft Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area = 900.00 ft = 1.00 = 0.65 = 500.00 ft = 15.00 ft = 14.04 Deg = Monoslope = 7.00 ft = 247.00 ft" 2 Bldg Length Along Ridge = 20.00 ft Bldg Width Across Ridge= Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq. >1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6 *Ht = 15.00 ft lzm: Cc *(33 /Zm) ^0.167 = 0.23 Lzm: 1 *(Zm /33) ^Epsilon = 427.06 ft Q: (1/(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 = 0.96 Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) = 0.90 12.00 ft Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/ -0.55 Reduction Factor for Large Volume Buildings, Ri Aog: Total Area of Openings in Bldg Envelope Vi: Unpartitioned Internal Value Ri: 0.5 *((1 +1 /(1 +(Vi /(22800 *Aog))^0.5))(Egn. 6 -16) Notes: 1) +GCpi = +0.55 * Ri Notes: 2) -GCpi = -0.55 * Ri Figure 27.4 -1 External Pressure Coefficients pp - Loads on Main Wind -Force Resisting Systems .00 ft ^2 = .00 ft ^3 = 1.000 B Kh: 2.01 *(Ht /Zg) ^(2 /Alpha) Kht: Topographic Factor (Figure 6 -4) Qh: .00256 *(V) ^2 *I *Kh *Kht *Kd Cpww: Windward Wall Cp(Ref Fig 6 -6) Roof Area Reduction Factor based on Roof Area = 0.85 = 1.00 8.98 psf • 0.80 = 247.00 ft ^2 • 0.90 MFRS-Wall Pressures for Wind Normal to 20 ft wall (Normal to Ridge) Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) Leeward Wall -0.50 Side Walls -0.70 Wall -8.75 1.12 -10.28 -0.40 Elev Kt Kzt qz Press Press Total ft psf +GCpi -GCpi + / -GCpi Windward 10.00 0.85 1.00 8.98 1.17 11.04 16.00 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location Windward - Min Cp Windward - Max Cp Leeward Perp to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang (Windward only) Cp +GCpi(pa£) - GCpi(psf) - 0.87 - 0.18 -0.55 - 0.87 -0.55 0.80 -11.58 -6.31 -9.13 -6.64 -4.20 6.10 - 1.70 3.56 0.74 - 6.64 - 4.20 6.10 MFRS-Wall Pressures for Wind Normal to 12 ft wall (Along Ridge) Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) Leeward Wall -0.37 -7.74 2.14 Side Walls -0.70 Wall -10.28 -0.40 Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi + / -GCpi Windward 10.00 0.85 1.00 8.98 1.17 11.04 16.00 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf) - GCpi(psf) 0.0 ft to 4.3 ft 4.3 ft to 8.5 ft 8.5 ft to 17.0 ft 17.0 ft to 20.0 ft - 0.90 -11.81 -1.93 -0.90 -11.81 -1.93 - 0.50 -8.75 1.12 -0.30 -7.23 2.65 ME Wind Version 2.1.0.8 ASCE 7 -10 Developed by MEGA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Project No. . Company Name : Designed By . Address Description . City Customer Name : State Proj Location : File Location: E: \2012 MARTA MACHIN BUSSINES \ABELARDO NORCISA \2012 -52 AWNIGS AND CANOPY \AWNIGS 1 \WIND LOADS.wnd Date : 7/14/2012 4 ■I 1 2 a 1- 1 2 e Roof 10 <0 <= Wind Pressure on Components and Cladding All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft ^2 GCp GCp psf psf MEMBERS 3.00 9.00 27.0 1 0.36 -1.21 16.00 -16.00 MEMBERS 3.00 9.00 27.0 2 0.36 -1.43 16.00 -17.75 MEMBERS 3.00 9.00 27.0 3 0.36 -2.51 16.00 -27.49 Software licensed to Snow Panther [1201 Job No Sheet No 1 Rev Part Job Title Cfad)o, 2'6f/$D. Ref By Date10- Jul -12 Chd Client Job Information Engineer Checked Approved Name: Date: 10- Jul -12 I Structure Type 1 SPACE FRAME I Number of Nodes 85 Highest Node 88 Number of Elements 198 Highest Beam 201 Number of Basic Load Cases 1 Number of Combination Load Cases Included in this printout are data for. I All 1 The Whole Structure 0 Included in this printout are results for load cases: Type UC Name Primary 1 WIND LOADS File Structurel.std I Daternme 11 -Jul -2012 21:04 Whole Structure Print rime /Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 Print Run 1 of 7 Software licensed to Snow Panther 1LZ01 Job No Sheet No 2 Rev Part Job Title Ref BY Date10- JuI -12 Chd Client File Structurel.std Date/Time 11 -Jul -2012 21:04 Section Properties 1 Prop Section Area lyy Ia J Material Ecc. (ft) (kip/1n2) (In2) (in4) (1n4) (in4) STEEL 1 PIPS15 0.799 0.310 0.310 0.620 STEEL 2 TUB20204 1.590 0.800 0.800 1.340 STEEL Materials Mat Name E v Density a Db Ecc. (ft) (kip/1n2) UNI Ibf/ft (kip/In3) (1 / °K) 1 STEEL 29E 3 0.300 0.000 3.61E -6 2 ALUMINUM 10E 3 0.330 0.000 7.11E -6 3 CONCRETE 3.15E 3 0.170 0.000 3.06E -6 Beam Loads : 1 WIND LOADS Beam Type Direction Fa Da (ft) Fb Db Ecc. (ft) 1 UNI Ibf/ft GY 27.400 - - - - 2 UNI lbf/ft GY 27.400 - - - - 3 UNI Ibf/ft GY 27.400 - - - - 4 UNI Ibf/ft GY 27.400 - - - - 5 UNI Ibf/ft GY 27.400 - - - - 6 UNI lbf/ft GY 27.400 - - - - 7 UNI lbf/ft GY 27.400 - - - - 8 UNI lbf/ft GY 27.400 - - - - 9 UNI Ibf/ft GY 27.400 - - - - 10 UNI Ibflft GY 27.400 - - - - 11 UNI Ibf/ft GY 27.400 - - - - 12 UNI lbf/ft GY 27.400 - - - - 13 UNI Ibf /ft GY 27.400 - - - - 14 UNI Ibf/ft GY 27.400 - - - - 15 UNI Ibflft GY 27.400 - - - - 16 UNI Ibf/ft GY 27.400 - - - - 17 UNI lbf/ft GY 27.400 - - - - 18 UNI lbf/ft GY 27.400 - - - - 19 UNI Ibf/ft GY 27.400 - - - - 20 UNI Ibf/ft GY 27.400 - - - - 21 UNI lbf/ft GY 27.400 - - - - 22 UNI Ibf/ft GY 27.400 - - - - 23 UNI Ibf/ft GY 27.400 - - - - 24 UNI Ibf /ft GY 27.400 - - - - 25 UNI lbf/ft GY 27.400 - - - - 26 UNI lbf/ft GY 27.400 - - - - 27 UNI Ibf/ft GY 27.400 - - - - 28 UNI Ibflft GY 27.400 - - - - 29 UNI Ibflft GY 27.400 - - - - 30 UNI lbf/ft GY 27.400 - - - - Print Time/Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 ntRun2of7 .0 1 Software licensed to Snow Panther [1201 Job No Part Sheet No Rev 3 Job Title 004.c9o0i9/ Ref BY Date10- JuI -12 Chd Client Fue Struc turel.std 1DateiTime 11 -Jul -2012 21:04 Beam Loads : 1 WIND LOADS Cont... Beam Type Direction Fa Da (ft) Fb Db Ecc. (ft) 31 UNI Ibf/ft GY 27.400 - - - - 32 UNI lbflft GY 27.400 - - - - 33 UNI Ibf/ft GY 27.400 - - - - 34 UNI Ibf/ft GY 27.400 - - - - 35 UNI Ibf/ft GY 27.400 - - - - 36 UNI Ibf/ft GY 27.400 - - - 37 UNI Ibf/ft GY 27.400 - - - - 38 UNI lbf/ft GY 27.400 - - - - 39 UNI lbf/ft GY 27.400 - - - 40 UNI Ibf/ft GY 27.400 - - - - 41 UNI lbf/ft GY 27.400 - - - - 42 UNI Ibf/ft GY 27.400 - - - - 43 UNI Ibf/ft GY 27.400 - - - - 44 UNI lbflft GY 27.400 - - - - 45 UNI Ibf/ft GY 27.400 - - - - 46 UNI Ibf /ft GY 27.400 - - - - 47 UNI lbf/ft GY 27.400 - - - - 48 UNI Ibf/ft GY 27.400 - - - - 49 UNI Ibf/ft GY 27.400 - - - - 50 UNI Ibf/ft GY 27.400 - - - - 51 UNI Ibf /ft GY 27.400 - - - - 52 UNI lbflft GY 27.400 - - - - 53 UNI lbf/ft GY 27.400 - - - - 54 UNI Ibf/ft GY 27.400 - - - - 55 UNI lbflft GY 27.400 - - - - 56 UNI Ibf/ft GY 27.400 - - - - 57 UNI lbf/ft GY 27.400 - - - - 58 UNI lbf/ft GY 27.400 - - - - 59 UNI Ibf /ft GY 27.400 - - - - 60 UNI Ibf/ft GY 27.400 - - - - 61 UNI lbf/ft GY 27.400 - - - - 62 UNI lbf/ft GY 27.400 - - - - 63 UNI Ibf/ft GY 27.400 - - - - 64 UNI Ibf/ft GY 27.400 - - - - 65 UNI Ibf/ft GY 27.400 - - - - 66 UNI lbf/ft GY 27.400 - - - - 67 UNI lbf/ft GY 27.400 - - - - 68 UNI lbflft GY 27.400 - - - - 69 UNI lbf/ft GY 27.400 - - - - 70 UNI Ibf /ft GY 27.400 - - - - 71 UNI Ibf/ft GY 27.400 - - - - 72 UNI Ibf/ft GY 27.400 - - - - 73 UNI Ibf/ft GY 27.400 - - - - 74 UNI Ibf/ft GY 27.400 - - - - 75 UNI Ibf/ft GY 27.400 - - - - 76 UNI Ibf/ft GY 27.400 - - - - Print Time/Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 Print Run 3 of 7 LC 4 70 Software licensed to Snow Panther [120[ Job No 1 Sheet No 4 Part Rev Job Title 66'A 'y 2 Crc, () Ref By Client Beam Loads : 1 WIND LOADS Cont... Date10- Jul -12 Chd File Structurel.std IDateTme 11-Jul-2012 21:04 Beam Type Direction Fa Da (ft) Fb Db Ecc. (ft) 77 UNI Ibf/ft GY 27.400 - - - - 78 UNI Ibf/ft GY 27.400 - - - - 79 UNI Ibf/ft GY 27.400 - - - - 80 UNI Ibf/ft GY 27.400 - - - - 81 UNI Ibffft GY 27.400 - - - - 82 UNI Ibf/ft GY 27.400 - - - - 83 UNI Ibf/ft GY 27.400 - - - - 84 UNI Ibffft GY 27.400 - - - - 85 UNI Ibf /ft GY 27.400 - - - - 86 UNI Ibf/ft GY 27.400 - - - - 87 UNI Ibf/ft GY 27.400 - - - - 88 UNI Ibf/ft GY 27.400 - - - - 89 UNI Ibf/ft GY 27.400 - - - - 90 UNI Ibffft GY 27.400 - - - - 91 UNI Ibf/ft GY 27.400 - - - - 92 UNI Ibf/ft GY 27.400 - - - - 93 UNI Ibf/ft GY 27.400 - - - - 94 UNI Ibf/ft GY 27.400 - - - - 95 UNI Ibf/ft GY 27.400 - - - - 96 UNI Ibf/ft GY 27.400 - - - - 97 UNI Ibf/ft GY 27.400 - - - - 98 UNI Ibffft GY 27.400 - - - - 99 UNI Ibf/ft GY 27.400 - - - - 100 UNI Ibf/ft GY 27.400 - - - - 101 UNI Ibf/ft GY 27.400 - - - - 102 UNI Ibf/ft GY 27.400 - - - - 103 UNI Ibffft GY 27.400 - - - - 104 UNI Ibf/ft GY 27.400 - - - - 105 UNI Ibf /ft GY 27.400 - - - - 106 UNI Ibf /ft GY 27.400 - - - - 107 UNI Ibf/ft GY 27.400 - - - - 108 UNI Ibffft GY 27.400 - - - - 109 UNI Ibf/ft GY 27.400 - - - - 110 UNI Ibf/ft GY 27.400 - - - - 111 UNI Ibf/ft GY 27.400 - - - - 112 UNI Ibf/ft GY 27.400 - - - - 113 UNI Ibf/ft GY 27.400 - - - - 114 UNI Ibf /ft GY 27.400 - - - - 115 UNI Ibf/ft GY 27.400 - - - - 116 UNI Ibf/ft GY 27.400 - - - - 117 UNI Ibf/ft GY 27.400 - - - - 118 UNI Ibf /ft GY 27.400 - - - - 119 UNI Ibf /ft GY 27.400 - - - - 120 UNI Ibflft GY 27.400 - - - - 121 UNI Ibf/ft GY 27.400 - - - - 122 UNI Ibffft GY 27.400 - - - - Print Time /Date: 14/072012 2120 STAAD.Pro for Windows Release 2004 Cl Print Run 4 of 7 vek Software licensed to Snow Panther [120] Job No Sheet No Part 5 Rev Job Title Cewo#y ,�% S /!o • J Ref By Date10- Jul-12 Chd Client Beam Loads : 1 WIND LOADS Cont... File Structure1.std 'Date/Time 11 -Jul -2012 21:04 Beam Type Direction Fa Da (ft) Fb Db Ecc. (ft) 123 UNI Ibf/ft GY 27.400 - - - - 124 UNI Ibf/ft GY 27.400 - - - - 125 UNI Ibf/ft GY 27.400 - - - - 126 UNI lbf/ft GY 27.400 - - - - 127 UNI Ibf/ft GY 27.400 - - - - 128 UNI lbf/ft GY 27.400 - - - - 129 UNI lbf/ft GY 27.400 - - - - 130 UNI lbf/ft GY 27.400 - - - - 131 UNI lbflft GY 27.400 - - - - 132 UNI Ibf/ft GY 27.400 - - - - 133 UNI Ibf/ft GY 27.400 - - - - 134 UNI Ibf/ft GY 27.400 - - - - 135 UNI lbf/ft GY 27.400 - - - - 136 UNI Ibf/ft GY 27.400 - - - - 137 UNI lbf/ft GY 27.400 - - - - 138 UNI Ibf/ft GY 27.400 - - - - 139 UNI lbf/ft GY 27.400 - - - - 140 UNI lbf/ft GY 27.400 - - - 141 UNI Ibf/ft GY 27.400 - - - - 142 UNI Ibf/ft GY 27.400 - - - - 143 UNI lbf/ft GY 27.400 - - - 144 UNI Ibf/ft GY 27.400 - - - - 151 UNI lbflft GY 27.400 - - - - 152 UNI Ibf/ft GY 27.400 - - - - 153 UNI Ibf/ft GY 27.400 - - - - 154 UNI lbf/ft GY 27.400 - - - - 155 UNI Ibf/ft GY 27.400 - - - - 156 UNI lbflft GY 27.400 - - - - 157 UNI Ibf/ft GY 27.400 - - - - 158 UNI Ibf/ft GY 27.400 - - - - 159 UNI lbf/ft GY 27.400 - - - - 160 UNI Ibf/ft GY 27.400 - - - - 161 UNI lbf/ft GY 27.400 - - - 162 UNI Ibf/ft GY 27.400 - - - - 163 UNI Ibf/ft GY 27.400 - - - 164 UNI lbf/ft GY 27.400 - - - - 165 UNI lbf/ft GY 27.400 - - - - 166 UNI lbf/ft GY 27.400 - - - - 167 UNI Ibf/ft GY 27.400 - - - - 168 UNI Ibf /ft GY 27.400 - - - - 169 UNI lbf/ft GY 27.400 - - - - 170 UNI lbf/ft GY 27.400 - - - - 171 UNI Ibf/ft GY 27.400 - - - - 172 UNI Ibf/ft GY 27.400 - - - - 173 UNI Ibf /ft GY 27.400 - - - - 174 UNI Ibf /ft GY 27.400 - - - - Print Time/Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 Print Run 5 of 7 Software licensed to Snow Panther 1120] Job No Sheet No 6 Part Rev Job Title Client Ref By Dete10- Jul-12 Chd File Structurel.std Beam Loads : 1 WIND LOADS Cont... Beam Type Direction Fa Da (ft) Fb Db Ecc. (ft) 175 UNI Ibf/ft GY 27.400 - - - - 176 UNI lbflft t GY 27.400 - - - - 177 UNI lbflft GY 27.400 - - - - 178 UNI Ibf/ft GY 27.400 - 7 - - 179 UNI Ibf/ft GY 27.400 - - - - 180 UNI lbf/ft GY 27.400 - - - 2.934 181 UNI lbf/ft GY 27.400 - - - - 182 UNI Ibf/ft GY 27.400 - - - - 183 UNI lbf/ft GY 27.400 - - - - 184 UNI Ibf /ft GY 27.400 - - - - 185 UNI Ibf/ft GY 27.400 - - - - 186 UNI Ibf/ft GY 27.400 - - - - 187 UNI Ibf/ft GY 27.400 - - - - 188 UNI Ibf/ft GY 27.400 - - - - 189 UNI lbf/ft GY 27.400 - - - - 190 UNI lbflft GY 27.400 - - - - 191 UNI Ibf/ft GY 27.400 - - - - 192 UNI lbf/ft GY 27.400 - - - - 193 UNI Ibf/ft GY 27.400 - - - - 194 UNI Ibf/ft GY 27.400 - - - - 195 UNI lbf/ft GY 27.400 - - - - 196 UNI Ibf/ft GY 27.400 - - - - 197 UNI Ibf/ft GY 27.400 - - - - 198 UNI Ibf/ft GY 27.400 - - - - 199 UNI lbflft GY 27.400 - - - - 200 UNI Ibf/ft GY 27.400 - - - - 201 UNI Ibf/ft GY 27.400 - - - - Reactions Date/lime 11 -Jul -2012 21:04 Print Time/Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 Print Run 6 of 7 Horizontal Vertical Horizontal Moment Node L/C FX (Ib) FY (Ib) FZ (Ib) MX (kip'in) MY (kip -in) MZ (kip -in) 1 1:WIND LOAD: - 24.291 - 140.387 203.404 0.000 0.000 0.000 2 1:WIND LOAD: -3.170 - 214.091 - 171.332 0.000 0.000 0.000 5 1:WIND LOAD: 4.719 - 209.355 - 182.871 0.000 0.000 0.000 7 1:WIND LOAD: 1.631 - 183.207 215.521 0.000 0.000 0.000 9 1:WIND LOAD: -4.796 - 200.914 - 167.452 0.000 0.000 0.000 11 1:WIND LOAD: 2.934 - 206.448 - 149.256 0.000 0.000 0.000 13 1:WIND LOAD: 21.640 - 138.487 205.667 0.000 0.000 0.000 15 1:WIND LOAD: 20.524 - 344.894 - 92.282 0.000 0.000 0.000 16 1:WIND LOAD: -0.466 - 638.356 69.218 0.000 0.000 0.000 17 1:WIND LOAD: -8.755 - 588.918 97.582 0.000 0.000 0.000 18 1:WIND LOAD: -1.400 - 347.847 - 50.335 0.000 0.000 0.000 19 1:WIND LOAD: 8.886 - 555.367 81.166 0.000 0.000 0.000 Date/lime 11 -Jul -2012 21:04 Print Time/Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 Print Run 6 of 7 Software licensed to Snow Panther (LZ0] Job No Sheet No 7 Part Rev Job Title Client e.406(900.7 96 Ref By °ate10- Jul-12 Chd File Structurel.std IDate/Time 11-Jul-2012 21:04 Reactions Cont... Print Time/Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 Print Run 7 of 7 Horizontal Vertical Horizontal Moment Node L/C FX (Ib) FY (Ib) FZ (Ib) MX (kip -in) MY (kip -in) MZ (kip'in) 20 1:WIND LOAD: 0.682 - 610.264 50.207 0.000 0.000 0.000 21 1:WIND LOAD: - 18.068 - 354.461 - 96.086 0.000 0.000 0.000 71 1:WIND LOAD: - 15.415 -2.26E 3 -1.029 -0.021 0.007 0.473 74 1:WIND LOAD: 0.340 -4.51E 3 - 11.706 -0.346 0.003 -0.012 76 1:WIND LOAD: 15.005 -2.2E 3 -0.416 -0.002 -0.006 -0.462 Print Time/Date: 14/07/2012 21:20 STAAD.Pro for Windows Release 2004 Print Run 7 of 7 Saturday, July 14, 2012, 09:29 PM CANOPY DESIGN STAAD.Pro CODE CHECKING - (AISC) ALL UNITS ARE - POUN FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT / CRITICAL COND/ RATIO/ EX MY MZ -- PAGE NO. 7 LOADING/ LOCATION 1 ST PIPS15 PASS AISC- H1 -3 0.038 0.00 T 0.00 24.49 2 ST PIPS15 PASS AISC- H1 -3 0.427 364.58 C 0.00 258.91 3 ST PIPS15 PASS AISC- H1 -3 0.160 349.12 C 0.00 83.96 4 ST PIPS15 PASS AISC- H1 -3 0.242 96.67 C 0.00 150.81 5 ST PIPS15 PASS AISC- H1 -3 0.237 76.66 C 0.00 148.66 6 ST PIPS15 PASS AISC- H1 -3 0.168 365.99 C 0.00 88.47 7 ST PIPS15 PASS AISC- H1 -3 0.223 75.26 C 0.00 139.93 8 ST PIPS15 PASS AISC- H1 -3 0.229 103.09 C 0.00 142.45 9 ST PIPS15 PASS AISC- H1 -3 0.162 354.21 C 0.00 84.94 10 ST PIPS15 PASS AISC- H1 -3 0.032 0.00 T 0.00 20.66 11 ST PIPS15 PASS AISC- H1 -3 0.034 0.00 T 0.00 21.76 12 ST PIPS15 PASS AISC- H1 -3 0.030 0.00 T 0.00 19.06 13 ST PIPS15 PASS AISC- H1 -3 0.029 0.00 T 0.00 18.42 14 ST PIPS15 PASS AISC- H1 -3 0.034 0.00 T 0.00 22.05 15 ST PIPS15 PASS AISC- H1 -3 0.120 709.16 C 0.00 45.09 16 ST PIPS15 PASS AISC- H1 -3 0.546 310.49 C 0.00 338.78 17 ST PIPS15 PASS AISC- H1 -3 0.544 1 301.35 C 0.00 337.62 0.00 18 ST PIPS15 PASS AISC- H1 -3 0.118 1 686.57 C 0.00 45.55 1.18 19 ST PIPS15 PASS AISC- H1 -3 0.415 1 351.00 C 0.00 252.58 2.83 20 ST PIPS15 PASS AISC- H1 -3 0.041 1 0.00 T 0.00 26.25 3.00 21 ST PIPS15 PASS AISC- H1 -3 0.031 1 0.00 T 0.00 20.27 0.00 1 3.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 2.83 1 0.00 1 2.83 1 1.75 1 3.00 E: \2012 MARTA MACHIN BUSSINES\ABELARDO NORCISA \2012 -52 AWNIGS AND CANOPY \AWNIGS 1 \Structurel.anl Page7of16 Saturday, July 14, 2012, 09:29 PM CANOPY DESIGN ALL UNITS ARE - POUN PEET (UNLESS OTHERWISE NOTED) -- PAGE NO. 8 MEMBER TABLE RESULT / CRITICAL COND/ RATIO / LOADING/ FX MY NZ LOCATION 22 ST PIPS15 PASS AISC- H1 -3 0.035 1 0.00 T 0.00 22.65 0.00 23 ST PIPS15 PASS AISC- H1 -3 0.031 1 0.00 T 0.00 19.95 2.83 24 ST PIPS15 PASS AISC- H1 -3 0.028 1 0.00 T 0.00 18.17 0.00 25 ST PIPS15 PASS AISC- H1 -3 0.037 1 0.00 T 0.00 23.61 2.83 26 ST PIPS15 PASS AISC- H1 -3 0.266 1 23.97 C 0.00 170.90 0.00 27 ST PIPS15 PASS AISC- H1 -3 0.495 1 23.97 C 0.00 319.14 0.00 28 ST PIPS15 PASS AISC- H1 -3 0.475 1 23.97 C 0.00 306.12 0.00 29 ST PIPS15 PASS AISC- H1 -3 0.272 1 23.97 C 0.00 174.65 0.00 30 ST PIPS15 PASS AISC- H1 -3 0.444 1 23.97 C 0.00 285.57 0.00 31 ST PIPS15 PASS AISC- H1 -3 0.466 1 23.97 C 0.00 300.24 0.00 32 ST PIPS15 PASS AISC- H1 -3 0.271 1 23.97 C 0.00 174.33 0.00 33 ST PIPS15 PASS AISC- H1 -3 0.132 1 115.63 C 0.00 80.10 0.00 34 ST PIPS15 PASS AISC- H1 -3 0.043 1 181.40 C 0.00 19.48 3.00 35 ST PIPS15 PASS AISC- H1 -3 0.156 1 72.87 C 0.00 97.44 3.00 36 ST PIPS15 PASS AISC- H1 -3 0.149 1 66.13 C 0.00 93.08 0.00 37 ST PIPS15 PASS AISC- H1 -3 0.040 1 170.16 C 0.00 18.29 1.18 38 ST PIPS15 PASS AISC- H1 -3 0.124 1 108.76 C 0.00 75.23 0.00 39 ST PIPS15 PASS AISC- H2 -1 0.265 1 235.51 T 0.00 162.65 1.17 40 ST PIPS15 PASS AISC- H2 -1 0.536 1 200.59 T 0.00 338.58 0.00 41 ST PIPS15 PASS AISC- H2 -1 0.504 1 162.62 T 0.00 319.87 0.00 42 ST PIPS15 PASS AISC- H2 -1 0.237 1 200.94 T 0.00 145.29 0.00 43 ST PIPS15 PASS AISC- H2 -1 0.470 1 162.15 T 0.00 297.31 0.00 44 ST PIPS15 PASS AISC- H2 -1 0.504 1 203.96 T 0.00 318.18 0.00 E:12012 MARTA MACHIN BUSSINES\ABELARDO NORCISA \2012 -52 AWNIGS AND CANOPYIAWNIGS 11Structure1.an1 Page 8 of 16 Saturday, July 14, 2012, 09:29 PM CANOPY DESIGN ALL UNITS ARE - POUN FEET (UNLESS OTHERWISE NOTED) -- PAGE NO. 9 MEMBER TABLE RESULT / CRITICAL COND/ RATIO / LOADING/ LOCATION 45 ST PIPS15 PASS AISC- H2 -1 0.279 1 242.06 T 0.00 170.95 1.17 46 ST PIPS15 PASS AISC- H2 -1 0.160 1 143.34 T 0.00 97.84 0.00 47 ST PIPS15 PASS AISC- H2 -1 0.049 1 234.49 T 0.00 22.96 3.00 48 ST PIPS15 PASS AISC- H2 -1 0.183 1 112.18 T 0.00 113.78 3.00 49 ST PIPS15 PASS AISC- H2 -1 0.175 1 104.43 T 0.00 108.94 0.00 50 ST PIPS15 PASS AISC- H2 -1 0.047 1 221.07 T 0.00 21.95 2.83 51 ST PIPS15 PASS AISC- H2 -1 0.151 1 135.09 T 0.00 92.53 0.00 52 ST PIPS15 PASS AISC- H2 -1 0.329 1 170.28 T 0.00 206.17 1.17 53 ST PIPS15 PASS AISC- H2 -1 0.386 1 458.97 T 0.00 231.93 1.17 54 ST PIPS15 PASS AISC- H2 -1 0.345 1 411.36 T 0.00 207.37 1.17 55 ST PIPS15 PASS AISC- H2 -1 0.271 1 35.56 T 0.00 173.72 1.17 56 ST PIPS15 PASS AISC- H2 -1 0.331 1 387.93 T 0.00 199.32 1.17 57 ST PIPS15 PASS AISC- H2 -1 0.377 1 441.47 T 0.00 227.13 1.17 58 ST PIPS15 PASS AISC- H2 -1 0.336 1 183.85 T 0.00 210.10 1.17 59 ST PIPS15 PASS AISC- H1 -3 0.095 1 123.93 C 0.00 56.53 0.00 60 ST PIPS15 PASS AISC- H1 -1 0.252 1 2987.90 C 0.00 48.65 0.00 61 ST PIPS15 PASS AISC- H1 -3 0.220 1 1873.62 C 0.00 66.40 0.00 62 ST PIPS15 PASS AISC- H2 -1 0.294 1 2068.73 T 0.00 112.80 0.00 63 ST PIPS15 PASS AISC- H1 -3 0.151 1 1722.81 C 0.00 28.62 0.83 64 ST PIPS15 PASS AISC- H1 -2 0.247 1 2556.88 C 0.00 64.13 0.00 65 ST PIPS15 PASS AISC- H2 -1 0.278 1 1928.92 T 0.00 107.68 0.00 66 ST PIPS15 PASS AISC- H1 -3 0.099 1 818.19 C 0.00 26.21 3.00 67 ST PIPS15 PASS AISC- H1 -3 0.080 1 535.27 C 0.00 27.40 0.00 E: \2012 MARTA MACHIN BUSSINES \ABELARDO NORCISA \2012 -52 AWNIGS AND CANOPY \AWNIGS 1 \Structurel.anl Page 9 of 16 Saturday, July 14, 2012, 09:29 PM '6ANOPY.bESIGN ALL UNITS ARE - POUN BEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ PE MY Mz -- PAGE NO. 10 LOADING/ LOCATION 68 ST PIPS15 PASS AISC- H2 -1 4515.94 T 0.00 69 ST PIPS15 PASS AISC- H1 -3 451.54 C 0.00 70 ST PIPS15 PASS AISC- H1 -3 780.20 C 0.00 71 ST PIPS15 PASS AISC- H2 -1 1809.78 T 0.00 72 ST PIP315 PASS AISC- H1 -3 376.67 C 0.00 73 ST PIPS15 PASS AISC- H1 -3 717.46 C 0.00 74 ST PIPS15 PASS AISC - H1 -3 589.17 C 0.00 75 ST PIPS15 PASS AISC- H1 -3 3.25 C 0.00 76 ST PIP815 PASS AISC- H1 -3 549.18 C 0.00 77 ST PIPS15 PASS AISC- H1 -3 700.62 C 0.00 78 ST PIPS15 PASS AISC- H1 -3 410.07 C 0.00 79 ST PIPS15 PASS AISC- H1 -3 129.02 C 0.00 80 ST PIPS15 PASS AISC- H1 -3 226.32 C 0.00 81 ST PIPS15 PASS AISC- H1 -3 121.10 C 0.00 82 ST PIPS15 PASS AISC- H1 -3 116.68 C 0.00 83 ST PIPS15 PASS AISC- H1 -3 216.47 C 0.00 84 ST PIPS15 PASS AISC- H1 -3 122.75 C 0.00 85 ST PIPS15 PASS AISC - H2 -1 1507.87 T 0.00 86 ST PIPS15 PASS AISC- H2 -1 2750.93 T 0.00 87 ST PIPS15 PASS AISC- H2 -1 166.94 T 0.00 88 ST PIPS15 PASS AISC- H1 -3 436.10 C 0.00 89 ST PIPS15 PASS AISC- H2 -1. 2269.54 T 0.00 90 ST PIPS15 PASS AISC- H2 -1 1573.22 T 0.00 0.576 1 203.31 0.00 0.076 1 28.09 0.00 0.095 1 25.42 3.00 0.266 1 103.99 0.00 0.155 1 79.08 4.50 0.134 1 47.01 0.00 0.122 1 46.11 0.00 0.184 1 118.65 4.50 0.119 1 46.50 0.00 0.134 1 47.54 0.00 0.155 1 77.58 4.50 0.223 1 138.10 0.00 0.064 1 30.81 1.50 0.276 1 172.58 3.00 0.267 1 167.44 0.00 0.061 1 29.89 1.42 0.212 1 131.27 2.83 0.158 1 45.46 1.50 0.215 1 35.87 0.75 0.085 1 48.82 0.00 0.140 1 72.89 0.00 0.188 1 36.68 1.42 0.160 1 44.63 0.00 E :\2012 MARTA MACHIN BUSSINES\ABELARDO NORCISA\2012 -52 AWWIGS AND CANOPY\AWNIGS 11$ t:ructurel.anl Page 10 of 16 •CANOPY IJESIGN Saturday, July 14, 2012, 09 :29 214 ALL UNITS ARE - POUN FEET (UNLESS OTHERWISE NOTED) -- PAGE NO. 11 MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY HZ LOCATION 91 ST PIPS15 PASS AISC- H2 -1 0.121 1 591.60 T 0.00 55.90 0.50 92 ST PIPS15 PASS AISC- H2 -1 0.083 1 35.93 T 0.00 52.03 0.50 93 ST PIPS15 PASS AISC- H1 -3 0.140 1 511.32 C 0.00 70.83 0.00 94 ST PIPS15 PASS AISC- H2 -1 0.250 1 772.36 T 0.00 132.60 0.50 95 ST PIPS15 PASS AISC- H2 -1 0.125 1 322.02 T 0.00 68.54 0.50 96 ST PIPS15 PASS AISC- H1 -3 0.079 1 265.16 C 0.00 40.67 0.50 97 ST PIPS15 PASS AISC- H2 -1 0.089 1 65.98 T 0.00 55.16 0.50 98 ST PIPS15 PASS AISC - H2 -1 0.221 1 111.16 T 0.00 138.68 0.00 99 ST PIPS15 PASS AISC - H2 -1 0.062 1 195.32 T 0.00 32.64 1.50 100 ST PIPS15 PASS AISC- H2 -1 0.280 1 104.75 T 0.00 177.03 3.00 101 ST PIPS15 PASS AISC- H2 -1 0.272 1 100.15 T 0.00 171.72 0.00 102 ST PIPS15 PASS AISC- H2 -1 0.060 1 186.44 T 0.00 31.75 1.42 103 ST PIPS15 PASS AISC- H2 -1 0.210 1 106.07 T 0.00 131.95 2.83 104 ST PIPS1S PASS AISC- H2 -1 0.377 1 398.44 T 0.00 228.44 0.00 105 ST PIPS15 PASS AISC- H2 -1 0.113 1 754.10 T 0.00 44.83 1.75 106 ST PIPS15 PASS AISC- H2 -1 0.542 1 348.44 T 0.00 337.00 3.00 107 ST PIPS15 PASS AISC- H2 -1 0.541 1 342.10 T 0.00 336.85 0.00 108 ST PIPS15 PASS AISC- H2 -1 0.112 1 730.20 T 0.00 45.05 1 ,18 109 ST PIPS15 PASS AISC- H2 -1 0.366 1 380.53 T 0.00 222.28 2.83 110 ST PIPS15 PASS AISC- H1-3 0.111 1 173.27 C 0.00 63.88 3.07 111 ST PIPS15 PASS AISC- H1 -1 0.321 1 1818.57 C 0.00 109.43 0.00 112 ST PIPS15 PASS AISC- H2 -1 0.074 1 355.39 T 0.00 34.62 0.00 113 ST PIPS15 PASS AISC- H2 -1 0.083 1 162.87 T 0.00 47.55 0.00 E: \2012 MARTA MACHIN BUSSINES \ABELARDO NORCISA \2012 -52 AWNZGS AND CANOPYIAWNIGS 11Struoturel.anl Page 11 0 CANOPY .DESIGN ALL UNITS ARE - POUN FEET (UNLESS OTHERWISE NOTED) -- PAGE NO. MEMBER TABLE RESULT/ CRITxCAL Corm/ RATIO/ LOADING/ Fx MY ME LOCATION 114 ST PIPS15 PASS AISC- H2 -1 0.120 1 898.85 T 0.00 43.66 0.00 115 ST PIPS15 PASS AISC- H2 -1 0.111 1 778.48 T 0.00 42.48 0.00 116 ST PIPS15 PASS AISC- H2 -1 0.053 1 102.01 T 0.00 30.21 0.00 117 ST PIPS15 PASS AISC- H2 -1 0.110 1 537.87 T 0.00 51.01 0.00 118 ST PIPS15 PASS AISC- H2 -1 0.102 1 609.08 T 0.00 43.19 0.00 119 ST PIPS15 PASS AISC - H1 -3 0.224 1 428.77 C 0.00 125.03 3.07 120 ST PIPS15 PASS AISC- H1 -1 0.716 1 4522.94 C 0.00 173.46 0.00 121 ST PIPS15 PASS AISC- H1 -3 0.049 1 49.57 C 0.00 29.55 0.00 122 ST PIPS15 PASS AISC- H2 -1 0.067 1 116.29 T 0.00 38.66 0.00 123 ST PIPS15 PASS AISC- H2 -1 0.112 1 627.11 T 0.00 48.74 0.00 124 ST PIPS15 PASS AISC- H2 -1 0.106 1 649.23 T 0.00 44.24 0.00 125 ST PIPS15 PASS AISC- H2 -1 0.080 1 168.62 T 0.00 45.27 0.00 126 ST PIPS15 PASS AISC - H2-1 0.121 1 941.59 T 0.00 42.69 0.00 127 ST PIPS15 PASS AISC- H2 -1 0.114 1 798.45 T 0.00 43.58 0.00 128 ST PIPS15 PASS AISC- H1 -3 0.120 1 191.74 C 0.00 68.54 3.07 129 ST PIPS15 PASS AISC- H1 -1 0.338 1 1941.39 C 0.00 112.35 0.00 130 ST PIPS15 PASS AISC- H2 -1 0.074 1 321.04 T 0.00 35.75 0.00 131 ST PIPS15 PASS AISC- H1 -3 0.192 1 276.13 C 0.00 112.17 0.00 132 ST PIPS15 PASS AISC- H2 -1 0.390 1 761.24 T 0.00 223.20 0.00 133 ST PI PS15 PASS AISC - H1 -3 0.305 1 25.15 C 0.00 196.04 1.16 134 ST PIPS15 PASS AISC- H2 -1 0.157 1 285.09 T 0.00 90.84 0.00 135 ST PIPS15 PASS AISC- H2 -1 0.159 1 202.55 T 0.00 95.30 0.00 136 ST PIPS15 PASS AISC- H1 -3 0.353 1 49.74 C 0.00 226.26 1.16 Saturday, July 14, 2012, 09:29 PM 12 E:12012 MARTA MACHIN BUSSINES \ABELARAO NORCISA12012 -52 AWNIGS AND CANOPY\AWNIGS 1\Structurel.an2 Page 12 of 16 Saturday, July 14, 2012, 09:29 PM CANOPY DESIGN AIL UNITS ARE - POUN FEET (UNLESS OTHERWISE NOTED) NQCMI3ER TABLE -- PAGE NO. 13 RESULT/ CRITICAL COND/ RATIO/ LOADING/ �x MY ME LOCATION 137 ST PIPS15 PASS AISC- H2 -1 0.253 1 1721.61 T 0.00 98.76 1.16 138 ST PIP$15 PASS AISC- H1 -3 0.093 1 760.89 C 0.00 28.08 0.00 139 ST PIPS15 PASS AISC- H2 -1 0.168 1 228.12 T 0.00 100.16 0.00 140 ST PIPS15 PASS AISC- H1 -3 0.363 1 47.62 C 0.00 232.80 1.16 141 ST PIPS15 PASS AISC- H1 -3 0.311 1 23.30 C 0.00 200.26 1.16 142 ST PIPS15 PASS AISC- H2 -1 0.163 1 300.32 T 0.00 94.08 0.00 143 ST PIPS15 PASS AISC- H1 -3 0.202 1 300.52 C 0.00 117.91 0.00 144 ST PIPS15 PASS AISC- H2 -1 0.405 1 782.42 T 0.00 232.22 0.00 148 ST TUB20204 PASS AISC- H2 -1 0.123 1 2260.43 T -5.96 76.24 0.00 149 ST TUB20204 PASS AISC- H2 -1 0.118 1 2202.74 T -2.93 -74.02 0.00 150 ST TUB20204 PASS AISC- H2 -1 0.173 1 4513.68 T -58.99 -1.58 0.00 151 ST PIPS15 PASS AISC- H2-1 0.277 1 2896.87 T 0.00 70.68 1.50 152 ST PIPS15 PASS AISC- H1 -3 0.195 1 1817.40 C 0.00 52.32 1.50 153 ST PIPS15 PASS AISC- H2 -1 0.148 1 477.71 T 0.00 77.42 0.50 154 ST PIPS15 PASS AISC- H2 -1 0.171 1 2078.91 T 0.00 32.87 0.62 155 ST PIPS15 PASS AISC- HI -1 0.226 1 2714.47 C 0.00 42.31 0.00 156 ST PIPS15 PASS AISC- H1 -3 0.052 1 149.24 C 0.00 27.94 0.00 157 ST PIPS15 PASS AISC- H1 -3 0.301 1 2092.74 C 0.00 109.65 1.50 158 ST PIPS15 PASS AISC- H2 -1 0.142 1 202.34 T 0.00 84.00 1.50 159 ST PIPS15 PASS AISC- H1 -3 0.199 1 665,85 C 0.00 102.84 0.00 160 ST PIPS15 PASS AISC- H2 -1 0.164 1 1453.35 T 0.00 51.37 1.41 161 ST PIPS15 PASS AISC - H2 -1 0.076 1 43.44 T 0.00 47.65 1.41 162 ST PIPS15 PASS AISC- H2 -1 0.179 1 642.57 T 0.00 91.44 0.50 E:12012 MARTA MACHHIN BUSSINES\ABELARDO NORCISA12012 -52 AWNIGS AND CANOPY\AWNIGS 11Structurel.anl Page 13 of 16 tikNOPY.DiSIGN Saturday, July 14, 2012, 09:29 PM ALL UNITS ARE - POUN PEET (UNLESS OTHERWISE NOTED) -- PAGE NO. 14 MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ Pi( MP MZ LOCATION 163 ST PIPS15 PASS AISC- H2 -1 0.217 1 2572.14 T 0,00 44.22 1.41 164 ST PIPS15 PASS AISC- H1 -3 0.196 1 2386.05 C 0.00 30.86 0.71 165 ST PIPS15 PASS AISC- H2 -1 0.048 1 162.23 T 0.00 24.62 0.50 166 ST PIPS15 PASS AISC- H2 -1 0.076 1 95.08 T 0.00 45.66 1.41 167 ST PIPS15 PASS AISC- H1 -3 0.148 1 1347.30 C 0.00 41.73 1.41 168 ST PIPS15 PASS AISC- H1 -3 0.128 1 438.57 C 0.00 65.87 0.00 169 ST PIPS15 PASS AISC- H1 -3 0.146 1 1503.48 C 0.00 33.51 0.00 170 ST PIPS15 PASS AISC- H1 -3 0.144 1 1167.35 C 0.00 45.79 1.58 171 ST PIPS15 PASS AISC- H2 -1 0.063 1 203.30 T 0.00 32.89 0.53 172 ST PIPS15 PASS AISC- H2 -1 0.083 1 623.24 T 0.00 30.34 0.40 173 ST PIPS15 PASS AISC- H2 -1 0.169 1 1769.71 T 0.00 43.05 0.00 174 ST PIPS15 PASS AISC- H2 -1 0.219 1 1982.87 T 0.00 67.39 1.58 175 ST PIPS15 PASS AISC- H1 -3 0.210 1 1794.84 C 0.00 63.34 0.00 176 ST PIPS15 PASS AISC - H1-3 0.149 1 1631.61 C 0.00 30.35 1.50 177 ST PIPS15 PASS AISC H1 -3 0.079 1 624.75 C 0.00 25.66 1.13 178 ST PIPS15 PASS AISC- H1 -3 0.059 1 242.19 C 0.00 28.24 1.00 179 ST PIP815 PASS AISC- H2 -1 0.122 1 1023.83 T 0.00 40.33 0.00 180 ST PIPS15 PASS AISC- H2 -1 0.122 1 1326.41 T 0.00 29.17 1.50 181 ST PIPS15 PASS AISC - H1 -3 0.081 1 117.39 C 0.00 45.70 0.00 182 ST PIPS15 PASS AISC- H2 -1 0.264 1 2401.88 T 0.00 80.63 4.92 183 ST PIPS15 PASS AISC- H1 -3 0.219 1 1830.52 C 0.00 55.39 0.00 184 ST PIPS15 PASS AISC- H1 -3 0.131 1 701.28 C 0.00 46.37 4.43 185 ST PIPS15 PASS AISC H1 -3 0,092 1 169.21 C 0.00 49.11 0.00 5:12012 MARTA MACHIN BUSSINES\ABHLARDO NORCISA12012 -52 AWNIGS AND CANOPY\AWNIGS 11Structure1.an.1 Page 14 16 G11NNOPY 'DESIGN ALL UNITS ARE POUN FEET (UNLESS OTHERWISE NOTED) -- PAGE NO. MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ Inc MY 1dZ LOCATION 186 ST PIPS15 PASS AISC- H2 -1 722.79 T 0.00 187 ST PIPS15 PASS AISC- H1 -3 551.81 C 0.00 188 ST PIPS15 PASS AISC- H2 -1 30.99 T 0.00 189 ST PIPS15 PASS AISC- H2 -1 446.18 T 0.00 190 ST PIPS15 PASS AISC- H2 -1 486.62 T 0.00 191 ST PIPS15 PASS AISC- H2 -1 4876.37 T 0.00 192 ST PIPS15 PASS AISC - H1 -1 4522.63 C 0.00 193 ST PIPS15 PASS AISC- H2 -1 520.96 T 0.00 194 ST PIPS15 PASS AISC- H1 -3 20.94 C 0.00 195 ST PIPS15 PASS AISC- H1 -3 599.10 C 0.00 196 ST PIPS15 PASS AISC- H1 -3 730.11 C 0.00 197 ST PIPS15 PASS AISC- H1 -3 81.90 C 0.00 198 ST PIPS15 PASS AISC- H2 -1 2495.56 T 0.00 199 ST PIPS15 PASS AISC- H1 -3 1939.96 C 0.00 200 ST PIPS15 PASS AISC - H1 -3 193.76 C 0.00 201 ST PIPS15 PASS AISC- H2 -1 757.89 T 0.00 78. FINISH 0.103 1 39.58 3.22 0.121 1 48.10 4.43 0.077 1 48.65 0.00 0.077 1 33.30 3.22 0.082 1 34.70 4.43 0.450 1 108.10 4.92 0.486 1 102.23 0.00 0.080 1 32.26 3.22 0.079 1 49.51 0.00 0.129 1 50.49 4.43 0.138 1 48.92 4.43 0.077 1 45.56 0.00 0.271 1 81.84 4.92 0.228 1 56.23 0.00 0.095 1 50.10 0.00 0.108 1 41.72 3.22 Saturday, July 14 15 2012, 09 :29 PM E: \2012 MARIA MACHIN BUSSINES \ABELARDO NORCISA \2012 -52 AWNIGS AND CANOPY\AWNIGS 1 \Struaturel.anl Page 15 of 16 CANOPY DESIGN * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= JUL 11,2012 TIME 21: 5: 1 * * ** -- PAGE NO. * For questions on STAAD.Pro, * Please contact : Research Engineers Ltd. * E2 /4,Block GP, Sector - V,Salt Lake, KOLKATA - 700 091 * India : TEL:(033)2357 -3575 FAX :(033)2357 -3467 * email : support @calcutta.reiusa.com * US : Ph -(714) 974- 2500, Fax - (714) 921 -0683 Saturday, July 14, 2012, 09 :29 PM 16 E :12012 MARTA MACHIN BUSSINES\ABELARDO NORCISA12012 -52 AWNIGS AND CANOPY\AWNIGS 11Structurel.enl Page 16 of 16 www.hiltt.us Company: Specifier Address: Phone I Fax: E-Mail: 1110•11 ULM II Page: Project: Sub - Protect I Pos. No.: Date: PROMS Anchor 2.2.4 7/14/2012 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement: Seismic loads (cat. C, D, E, or F): Geometry [In.] & Loading ph, in.-lb] Kwik Bolt 3 - CS, 1/2 (31/4) h„, = 3.250 in., h 4.000 in. Carbon Steel ESR 2302 12/1/2008 1 12/1/2010 design method ACI 318 / AC 193 e, = 0.000 In. (no stand -off); t = 0.375 in. x IY x t = 6.000 x 6.000 x 0.375 in. (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 2.000 In. x 2.000 In. x 0.250 in. uncracked concrete , 2600, f: = 2500 psi; h = 420.000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Z Input data and results must be checked far agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003-2009 HIf i AO, FL-9494 Schoen HtiU Is a registered Trademark of HIM AO, Schaan www.hiltLua Company: Specifier. Address: Phone I Fax: E -Mail: Pill Uri" • -I- Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.2.4 2 7/14/2012 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions (lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1125 4 0 4 2 1125 4 0 4 3 1125 4 0 4 4 1125 4 0 4 max. concrete compressive strain [%o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force to (x/y) =(0,000 /0.000) [lb]: 4501 resulting compression force in (x/y) =(0 /0) pb]: 0 3. Tension Toad Proof Load N. [ib] Capacity 4N„ Lib] Utilization 13" [%] = N,AN„ Steel Strength* 1125 8745 Pullout Strength* 1125 4420 Concrete Breakout Strength"' 4500 9089 " anchor having the highest loading ""anchor group (anchors In tension) Steel Strength Equations N, = ESR value 4) Nato! aN„ refer to ICC -ES ESR 2302 ACI 318-08 Eq. (D -1) Variables Asti,N Pe) foie [psi] 1 0.11 106000 Calculations Ne), Lib] 11660 Results Nen pb] tItsteel • Na pb]. 11660 0.750 8745 Naa lib) 1125 Input data and results roust be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilt AG, FL -9494 Schoen Hilti Is a registered Trademark of HIM AG, Schwan 13 25 50 Status OK OK OK www.hilti.us Company: Specifier. Address: Phone 1 Fax: E -Mail: Page: Project: Sub - Project I Pos. No.: Date: PROEMS Anchor 2.2,4 3 7/14/2012 Pullout Strength Equations N Np2soa 'VT 2500 Nvn.4 a Nua Variables fa Ipsil 2500 Calculi Np,zsoo pbj 2500 1.000 Results 14,41 [al 6800 6800 +concrete 0.650 refer to ICC-ES ESR 2302 ACI 318-08 Eq. (D-1) 4 Nona (114 Nue pi 4420 1125 Concrete Breakout Strength Equations Naha ' (Amer) Wea,N Wed,N IAN Wcp,N Nb ACI 318 -08 Eq. (D -5) Nou a Naa ACI 318-08 Eq. (D -1) AN, see ACI 318.08, Part D.5.2.1, Fig. RD.5.2.1(b) ANca 9 h:t ACI 318 -08 Eq. (0-6) 1 WeaN = 5 eN 51.0 ACI 318-08 Eq. (D -9) 1 ` + wit Wed,N = 0.7 + 0.3 ( 5hef) 1.0 ACI 318 -08 Eq. (0 -11) (t" 4-101 $1.0 ACI 318-08 Eq. (D -13) Wca.N MAX tae � Nb = ka )6f h1 ACI 318-08 Eq. (0 -7) Variables her Pill 3.250 fo (pill 2600 Calculations A No (in 21 189.06 Results Noti PIA 13983 ea,,N pn.] 0.000 ec2,N_(in.1 Camin (in�1 wom Caa (in•] kc 0.000 3936.969 1.000 5.625 24 ANce Iin.21 Wed,N Wea2,N Ted,N WopN _ _ Nb (Ib] 95.06 1.000 1.000 1.000 1.000 7031 ticorrorete 0.650 o Nohe Lib) NUe (Ib1 9089 4500 Input data and results rnuat be checked for agreement with the iodating conditions s and for plausibility, PROFtS Anchor ( c) 2003 -2009 Hlltl AG, FL -9494 Getman Hiltt Is a registered Trademark of Hill AG. Schaan www.hilfi.us Company: Specifier. Address: Phone I Fax: E -Mall: PIIL1"'1"'1 -I- Page: Project, Sub - Project I Pos. No.: Date: PROFIS Anchor 2.x.4 4 7/14/2012 4. Shear load Proof Load Ve, (ib) Capacity ■V„ [lb] Utilization [y ( %1= V,„ /¢V„ Status Steel Strength* 4 4388 0 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength ** 16 19576 0 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading *`anchor group (relevant anchors) Steel Strength Equations Vs = ESR value Vsteel 2 Vua refer to ICC -ES ESR 2302 ACI 318 -08 Eq. (D -1) Variables Asev [In.21 fate [PSI) 1 Calculations Vs, [Ib] 6750 0.11 106000 Results Vsa [Ib] $steel 4) V. lib] Vua [Ib] 6750 0.650 4388 4 input data and mutts must be checked for agreement with the existing conditions and for piauslbiiityi PROFIS Anchor ( c) 2003.2009 Hlltl AO, FL-9494 Schaan Hliti is a registered Trademark of MN AG, Schwan wwwhliti.us Company: Specifier: Address: Phone I Fax: E -Mail: -I- PROPS Anchor 2,2,4 Page: 5 Project: Sub - Project 1 Pos. No.: Date: 7/14/2012 Pryout Strength (Concrete Breakout Strength controls) Equations (( } V0 = k r L \moo/ WedN Wed.N WaN WopN Nb, Vopg Z Vua AND see ACI 318.08, Part D.5.2.1, Fig. RD.5. ANco = 914r 1 WedN ° 1 11 4.2 1 s 1.0 Wed,N Ww,N Nb = 0.7 + 0.3 (1aihnet) S 1.0 MAX(2amm 1.5hor\ 4t0 �� =ko�Viihli Variables 'cop hat (in.] 2 3.250 0.000 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D -1) 2.1(b) ACI 318 -08 Eq. (0-6) ACI 318-08 Eq. (0-9) ACI 318-08 Eq. (0 -11) ACI 318-08 Eq. (D -13) ACI 318-08 Eq. (D-7) eet,N (in.] 1 2500 Calculations ANo Del ANW nn2] Woc,,N 189.06 95.06 1.000 eD2N [In.] Results V [Ib] Ooonorete • VDpg (lb] 27966 0.700 19576 5. Combined tension and shear loads as = Nu /oN„ 0.495 Ow= I4<=1 R„ =Ve1.V„ 0.001 0.000 Weo2,N 1.000 Vua [Ib] 15 c.a,mU tin.] WaN cac I)n.] Ice 1.000 - 24 Wed,N Wcp,N Nb [lb] 1.000 1.000 7031 Utilization 13s,„ [ %] Status 5/ 31 OK 6. Warnings • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and Installation Instructions. • Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI318 or the relevant standard! • The anchor plate Is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor{ c) 2003.2009 HIIg AG, FL -9494 Schoen Hlid Is a registered Trademark of HiIU AG, Schaan www.hiitLus Company: Specifier: Address: Phone I Fax: E- Mail: PROMS Anchor 2.2A Page: 6 Project: Sub - Project l Pos. No.: Date: 7/14/2012 7. Installation data Anchor plate, steel: - Proflle: Square HSS (AISC), 2.000 In. x 2.000 In. x 0.250 in. Hole diameter in the fixture: d t4 0.663 in. Plate thickness (Input): 0,375 In. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x y c 1 -2.000 -2.000 2 2.000 -2.000 3 - 2.000 2.000 4 2.000 2.000 A y Anchor type and diameter: Kwik Bolt 3 - CS, 1/2 (3 1/4) Installation torque: 480.001 In.-lb Hole diameter In the base material 0.500 in. Hole depth In the base material: 4.000 In. Minimum thickness of the base material: 8.000 in. 3 0 1 8 8 e+i x n 1.0000 1.0000 3.0000 3.0000 c +* Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (o) 2093.2009 Hid AG, FL -9494 Schwan HIM Is a registered Trademark of Hllti AG, Schoen www.hllti,us Company: Specifier. Address: Phone I Fax: E -Mail: -I- Page: Project: Sub - Project i Pos. No.: Date: PROFIS Anchor 2.2.4 7 7/14/2012 8. Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of HIM products and are based on the principles, formulas and security regulations in accordance with Hillis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use - specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. 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Input data and results must be checked for agreement with the existing conditions and for plausibiftyl PROFIS Anchor ( c) 2003 -2009 Hill AO, FL -94494 Schaan Hiw Is a registered Trademark of Hill AG, Schwan