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ACT-12-1365Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 179176 Permit Number: ACT -7 -12 -1365 Scheduled Inspection Date: October 01, 2012 Inspector: Bruhn, Norman Owner: , BARRY UNIVERSITY Job Address: 11300 NE 2 Avenue Laundry Room Miami Shores, FL 33138 -0000 Project: BARRY UNIVERSITY Contractor: AWNINGS BY VALROSE Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: Miscellaneous Phone Number Parcel Number 1121360010160 -38 Phone: 305 - 893 -5553 Building Department Comments INSTALL PATIO AWNING Infractio Passed Comments INSPECTOR COMMENTS False Passed 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- 176205. eL September 28, 2012 For Inspections please call: (305)762 -4949 Page 32 of 36 PERMIT # ACr 12,-' 13 CONTRACTOR: ADA I ualiv SUBMITTAL DATE: r ADDRESS: �,G1�IiJ U.� v NAME: Y RESUBMITAL DATES: PROJECT E: i OPOIa \_ ' _/) FIRE STRUCTURAL IMPACT FEES ELECTRICAL HRSIDERM PLUMBING NOC MECHANICAL BL G NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. TAX FOUO NO. STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements 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. CFN: 20120513141 BOOK 28197 PAGE 1685 DATE:07/20/2012 04:30:31 PM HARVEY RUVIN, CLERK OF COURT, MIA -DADE CTY p Space above reserved for use of recording office 1. Legal description of property and street/address: 1'1500 h1 Z g AV( Iv icm9 2. Description of improvement: 'I �, . t , t19 t COrn -tai i n ft a s»tiN �5' -'3" " 1„ 3. Owner(s) name and address jtafr Cone t, e 1 j3Oa hl 2. . Avemve cisf\ S , L. Interest in property: J Name and address of fee simple titleholder: 4. Contractor's name, address and phone numbe • t 9_ • V • t _ 44 SO m 11 . ' N.a. 1° 1- 1,Cak0c11n l 1 4 dot 3 5. Surety: (Payment bond required by owner from contractor, if any) Narne, address and phone number: IQ A. Amount of bond $ -- o. Lender's r 1ne and address: --- . Persons within the State of Florida designated by Owner upon whom notices or other documents may be sarved as provided by Section 713.13(1)(a)7., Florida Statutes, Name, address and phone number: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name, address and phone number: 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date is specified} 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 ATTC •1 EY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT Signature(s) of Owner(s) or (s)' Authorized Officer/Director /Partner /Manager fp wit Prepared By Prepared By D4.,, � Print Name X b. t3 12.11 C G i s b 04> �p-S Print Name C16 tos NJ eifiv'la -n Title /Office 1110 C 12.-6$ lP MI IN/x.5 Title /Office Dry srt:cl Q.V4+ STATE OF FLORIDA I r-JArsic c COUNTY OF MIAMI -DADE The foregoingrruumment was acknowledged before me this e- day of -Tic /7 Individually, or d as )Personally known, or ❑ produced the following type of identifica'.��� Signature of Notary Public: Print Name: (SEAL) VERIFICATION PURSUANT TO SECTION 92.525. FLORIDA STATUTES Under penalties of perjury, I declare that l have read the foregoing and that the facts stated in it are true, to the best of my knowledge and belief. for for spar nue Notary Public State of Florida so � Cheryl Baida Gerber a My Commiss an DD966126 �� of rioe� Expires 05108/2014 Signature(s) of Owne ) Owner(s)'s Authorized Officer/Director/Partner /Manager who signed above: By By 12301 -52 PAGE 3 3110 Miami Shores Village Building Department fo050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Roofing JUL 2 0 Permit No. Master Permit No. Owner's Name (Fee Simple Titleholder) $Gf f Co tte p3e Phone # Owner's Address \1300 IUD ZNa . tweN V C City VVG % '‘e s State i G Tenant/Lessee Name -° Zip 35\ to % Phone # -z Job Address (where the work is being done) 113 00 1\. at-4 ° AU) City iami hores Vill e County Miami -Dade FOLIO / PARCEL # 11 - 213 - OO O - 0 05 Is Building Historically Designated YES NO X Contractor's Company Name AU.) N i 103. \k \ soe. Ccntrac,.or's Address _ 2-1-14 1 Qv �N ∎y te. City �►icx\ State L Qualifier Name Q \Lc s v ‘MuclielVracy State Certificate or Registration No. oc ..44 Zip a311# Phone # (A05)113 >. Stab 3 Zip 3 013 Phone # Certificate of Competency No. q5 SS6oten Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ rfl; i. oo Square / Linear Footage Of Work: %ice Type of Work: ['Addition ❑Alteration 'New ❑ Repair/Replace `` ❑ Demolition Describe Work: - ,1�c5:►Ltcti &io ry o (11 Qompleke 14c,11) -t-0 SV)C1r9 Pc► {%Q Qua iUinlc� ec1S91*4N1 •SS' -0" NU 51 r00" P ® J Submittal Fee $ Notary $ Scanning $ Bond $ Permit Fee $ LOOIC"a CCF $ CO /CC Training/Education Fee $ Technology Fee $ Structural Review. $ Radon $ Code Enforcement $ DPBR $ Zoning $ Double Fee $ Total Fee Now Due $ See Reverse side -* Bonding ■ompany's Name (if applicable) N 14 • Bonding Company's Address City State —' Zip Mortgage Lender's Name (if applicable) N1 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 ' reinspection fee will be charged I Signore X Owner or Agent The toregoing instrument was acknowledged before me this ? The foregoing instrument was acknowledged before me this day of% 20f1-- by f\. �ry�� �.�: �,� of ,20 ,by who is ly 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: NOTARY PUBLIC: Sign: Print: * TT * ' ' MMISSION II DD 872777 My Commission Expwe�„9';:;- :m; "';ioQ EXPIRES: April9, 2013 APPLICATION APPROVED BY: (Revised 07/10/07) e/= Plans Examiner Engineer Zoning Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: (3.65 DATE: /'o 1 I°- I, y 7-#f Contractor ❑ •wner ❑ Architect Picked 2 sets of plans an (other) N42-t1 Address: 1 Lfc—� 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 Department to continue permitting process. Acknowledged by: PERMIT CLERK INITIAL:. A_ RESUBMITTED DATE: 1 w i 2. PERMIT CLERK INITIAL: tertifiratr oaf J1tamr arsistaurr REGISTERED APPLICATION CONCERN NO. F -06901 ISSUED BY HERCULITE PRODUCTS, INC. PO BOX 435 EMIGSVILLE PA 17318 DatevWork Performed 6/19/2012 This is to certify that the materials described below have been flame- retardant treated (or are inherently nonflammable). FOR TRI VANTAGE, LLC CITY GLEN RAVEN 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 of Applicator 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 filed with the California State Fire Marshal. By Customer PO# Gioanina Invoice Number 40347142 Quantity .250 YD Description WEBLON CP_. Product Code 857215 AWNINGS BY VALROSE 4450 E 11TH AVE HIALEAH FL 33013 GRFLAME TRI VANTAGE, LLC Control /Lot # Control /Lot # 47593F1217 COVER SHEET Structural Calculations for Canvas Awning Project: 11300 NE 2nd AVE MIAMI SHORES, FL 33161 R&D cNGINE€R Research & Design Engineers, Inc. 11300 NE 2nd AVE, MIAMI SHORES, FL 13400 SW 134 AVE. #1 Miami, FL 33186 Tel: 786- 293 -1500 Fax: 786- 293 -4999 www.RnDEng.com CA# 9857 PE# 50648 1 of 8 7/16/2012 DESIGN WIND LOADING FOR FABRIC AWNING Wind Code: ASCE 7 -10 Wind Speed: V = 105-mph Risk Category: I Mean Roof Height: Z = 15 ft Exposure_category := "C" Projection := 35 .ft Area := Projection-Length Length = 5ft Area = 175ft 2 Kn := 1.0 Kd := 0.85 KZ = 0.85 qh := 0.00256•KZ•Kn•Kd•V2•psf qh = 20.4•psf G := 0.85 Cp := 0.8 GCpi := 0 gh•(G•Cp + GC0) = 13.8•psf Pdesign max[16•psf,[gh•(G•Cp + GCp1)I Pdesign = 16.0•psf IW1 LOAD ON TYPICAL RAFTER TRUSS TRUSS Spacing = 5ft Wr := Spacing•Pdesign lb Wr = 80•— ft JWl LOAD ON END TRUSS Wet := 20 •ft•Pdesign Wet = 40.0.— fLZI_LOAD ON SIDE TRUSS Height_front truss = 12.in Load_on_side_truss := (Height_front truss) • I Pdesign) = 16 ft•psf CHECK COLUMN, MEMEBR #2 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) F Y := 45 • ksi L:= 8.5•ft Pt := 3090•Ib E := 29000•ksi K := 1.2 Mix:= 0-lb-ft Mry:= 670.1b-ft DIMENSIONS AND PROPERTIES: Shape := "GATORSHIELD PIPE" OD := 3.0•in t := 0.083-in A = 0.76•in2 I = 0.81 •in4 S = 0.54413 11300 NE 2nd AVE, MIAMI SHORES, FL 2 of 8 r= 1.03•in Z = 0.71•1n3 7/16/2012 lENDING Ap — Fy 0.07.E 0.07.29000•ksi OD 3.0.in X .— — t 0.083-in 45 • ksi X P = 45.11 X = 36.14 0.31.E 0.31.29000•ksi Xr • _ F 45 ksi Xr = 199.78 r The_section_is := q - "Noncompact" if ap < a < Xr q — "Slender" if a > Xr q +- "Compact" otherwise Calculate the available flexural strength nb := 1.67 Mnyielding Fy•Z = 2649.11 Ib•ft [0.021.E Mn_compact OD + F Y •S = 2782.01 lb-ft () t Mn_compact = 2782Ib•ft 0.33.E Fcr •— 0.33.29000.ksi Fcr = 264.8 • ksi OD 3.0•in t 0.083• in Mn slender Fcr•S = 11909.54Ib•ft The_section_is = "Compact" Mn := m 4- min(Mnyielding Mn_compact) if The _ section_is = "Compact" m min(Mnyieiding Mn_slender) if The_section_is = "Slender" Mn Mn Mc ft b 1.67 COMPRESSION nc := 1.67 Mc = 1586.291b.ft K•L 1.2.8.5.ft — 118.64 r 0.0262060091736609 ft Mn = 2649.11 Ib•ft 0.3048 11300 NE 2nd AVE, MIAMI SHORES, FL 3 of 8 7/16/2012 4TE 29000•ksi .71 = . 471 – 119.57 — y 45 •ksi 71- 2-E Tr2.29000 •ksi Fe = – 2 KL12 1285ft C�/ 0.0262060091736609 Fy 45• ksi 0.658 Pe • Fy = 0.658 Fe Fcr := ft 0.3048 •45•ksi = 17.82•ksi Fy f 0.658 FQ Fy if Kr <_ 4.71 • 7 K•L f�0.877•Fe if >4.71 E r FY Pc = 8.12-kip Mrx = 100•Ib•ft Pn Pc. n — c Pr:= 100-lb Fe = 20.34 •ksi Fcr= 17.82 •ksi Pn := Fcr•A = 13556.46 Ib Mry:= 100-lb-ft Pr – 100-lb – 0.012 Mrx = 100-lb-ft – 0.063 Mry – 100•Ib•ft Pc Pn Mc Mc Mc Mc Eic Pr 8 Mrx Mry 100-lb 8 100.1b-ft 100-lb-ft H1_ la: =P +9• M +M = Pn +9• M + Mc –0.12 Pc c c n c 1.67 Pr Pc H1_1b:= + (Mrx —Mc + 2 • 1 :_ Mry Mc Pr i - H1_1a if >_ 0.2 Pc Pr i – H1_1b if — <0.2 PC 100-lb 100-1b-ft 100-lb-ft = + + 2 Pn Mc Mc 1.67 H11b =0.132 1 =0.132 if(I51.0, "OK ", "NG') = "OK" CHECK MEMEBR #55 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) F Y := 45.ksi E := 29000•ksi 0.063 11300 NE 2nd AVE, MIAMI SHORES, FL 4 of 8 7/16/2012 r L:= 8.9•ft Pr = 1350•Ib K := 1.0 Mrx:= 18•Ib•ft M.»= 650•Ib•ft DIMENSIONS AND PROPERTIES: Shape := "GATORSHIELD PIPE" OD := 1.5.in t := 0.083•in A = 0.37.in2 I = 0.09•in4 S = 0.54413 BENDING 0.07.E 0.07.29000•ksi ap Fy 45 •ksi OD 1.5•in X : =— _ t 0.083.in 0.31.E 0.31.29000•ksi Ar:= — F Y 45 •ksi The_section_is :_ q F- "Noncompact" if Xp < X < X. q — "Slender" if a > Xr q F- "Compact" otherwise Calculate the available flexural strength Stb := 1.67 Mnyielding Fy•Z = 2649.11 Ib•ft [0.021.E Mn_compact C - OD + F Y •S = 3539.891b•ft � t Mn_compact = 3539.9Ib•ft Fcr :_ 0.33•E 0.33.29000•ksi OD 1.5.in t 0.083.in Mn slender Fcr•S = 23819.08Ib•ft Fcr = 529.5 •ksi r= 1.03•in X P = 45.11 X = 18.07 Xr = 199.78 Z = 0.71 • in3 The_section_is = "Compact" Mn := m +- min(Mnyielding, Mn_compact) if The _ section_is = "Compact" m min(Mnyielding +Mn slender if The_section_is = "Slender" 11300 NE 2nd AVE, MIAMI SHORES, FL Mn = 2649.11 lb.ft 5 of 8 7/16/2012 M Mn Mn c = = 1.67 COMPRESSION 12c := 1.67 Mc = 1586.291b•ft K•L 1.0.8.9.ft r 0.0262060091736609 ft 0.3048 — 103.52 29000•ksi 4.71 • F = 4.71 45 ksi = 119.57 r -rr2 •E 7r2.29000•ksi Fe= — 2 \2 K•L 1.0.8.9.ft (r) ft 0.0262060091736609. 0.3048 j Fy 45• ksi 0.658 Fe . Fy = 0.658 FQ •45 •ksi = 22.23 •ksi Fcr := F r f E- 0.658 Fe • Fy if K.L <— 4.71 • E r Fy f E- 0.877.F, if Pn := Fcr•A = 8214.391b Pn Pc := SZc K•L > 4.71 • IT — r FY Pc = 4.92•kip Pr := 100•Ib M„ r:= 100•Ib•ft Pr 100•Ib — _ —0.020 Pc Pn nc Mnr 100•Ib•ft Mc Mc — 0.063 Fe = 26.71 •ksi Fcr = 22.23 •ksi Mry• = 100•Ib•ft Mry = 100•Ib•ft — 0.063 Mc Mc Pr 8 (Mrx Mry 100.1b 8 100 Ib ft 100 Ib ft H1 la: = — +— — +— _ +— • + —0.13 — Pc 9 Mc Mc Pn 9 Mc Mc 1.67 H1_1b := Pr + Mrx + Mry — 100•Ib + 100•Ib•ft + 100•Ib•ft 2 •Pc Mc Mc Pn Mc Mc 2 1.67 11300 NE 2nd AVE, MIAMI SHORES, FL 6 of 8 H1 1b = 0.136 7/16/2012 := Pr k- H1_1a if — >- 0.2 Pc Pr iF -H1_1b if — <0.2 PC I =0.136 if(I <_1.0, "OK ", "NG ") = "OK" CHECK ANCHOR BOLTS AT COLUMN BASE PLATE Based on 5/8" Dia x 4 -1/2" embedment into CONCRETE wall using Simpson WEDGE -ALL TENSION Uninfluenced Allowable Tension = 1985 Ib No_of bolts = 4 fsS1:= 0.86 Load adjustment factor for Bolt Spacing fccl := 1.0 Load adjustment factor for Edge Distance fcC2 := 1.0 Load adjustment factor for Edge Distance Calculate Allowable Tension load per bolt: Tension_allowable := Uninfluenced Allowable_Tension •fsS1 Applied_tension = 3000 Ib SHEAR Uninfluenced allowable shear = 1850 Ib Applied_shear = 50 Ib Fes.' := 1.0 Cad := 12•in Fc1 := 1.0 Fc2 := 1.0 Load adjustment factor for spacing edge distance fcC1'fcC2 Load adjustment factor for edge distance Load adjustment factor for edge distance Tension_allowable = 1707 Ib Shear allowable := Uninfluenced _allowable_shear•Fssi.Fc1 •Fc2 Shear_allowable = 18501b CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied_Moment = 40 lb.ft Applied_Moment = 480•in•Ib Moment Arm = 4.00.in Tmoment Moment Arm Applied_Moment Tmoment = 120 Ib Applied_tension + Tmoment Applied_shear Tension_allowable. No of bolts Shear allowable•No of bolts 11300 NE 2nd AVE, MIAMI SHORES, FL 7 of 8 = 0.46 An 7/16/2012 CHECK ANCHOR BOLTS AT CONNECTION TO WALL Based on 5/8" Dia x4 -1/2" embedment into CONCRETE wall using Simpson WEDGE -ALL TENSION Uninfluenced Allowable Tension = 2690 Ib fssi := 1.0 Load adjustment factor for Bolt Spacing fcc1 := 1.0 Load adjustment factor for Edge Distance fcC2 := 1.0 Load adjustment factor for Edge Distance Calculate Allowable Tension load per bolt: Tension_allowable := Uninfluenced Allowable_Tension •fssl •fccl •fcc2 Applied tension = 3290 Ib SHEAR Uninfluenced allowable shear = 2740 Ib Fss1:= 1.0 Cad := 12-in Fc1 := 1.0 Fc2 := 1.0 Applied_shear = 83 lb Load adjustment factor for spacing edge distance Load adjustment factor for edge distance Load adjustment factor for edge distance Shear allowable := Uninfluenced_ allowable _shear•Fss1•Fc1•Fc2.1.33 No of bolts = 4 Tension_allowable = 2690 Ib Shear allowable = 3644 Ib CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied tension Applied_shear I :_ + 1= 0.31 Tension allowable•No of bolts Shear allowable•No of bolts if(I <_ 1.0, "O.K." , "N.G. ") = "O.K." COLUMN FOOTING SIZE (AT INTERIOR COLUMN) Uplift := 3000•Ib VoIumeRequired := Uplift VolumeRequired = 20.69 ft3 145.L ft 3 Dia := 3.ft 'ir • Dia 2 VolumeRequired Area := Depth := Depth = 2.93ft 4 Area COLUMN FOOTING SIZE (AT EXTERIOR COLUMNS) Uplift := 1160-lb VolumeRequired Uplift b VolumeRequired = 8.00 ft 3 145.— ft 3 Dia := 2. ft zr Dia2 VolumeRequired Area := Depth = Depth = 2.55ft 4 Area 11300 NE 2nd AVE, MIAMI SHORES, FL 8 of 8 7/16/2012 .r!id:P3 Software licensed to RND Job No Sheet No 1 Part Rev Job Title Ref By Date14- Jul -12 Chd Client Fie 11300.std 'Data/Time 15-Jul-2012 11:04 Job Information Engineer Checked Approved Name: Date: 14- Jul -12 Structure Type 1 SPACE FRAME Number of Nodes 155 Highest Node 155 Number of Elements 283 Highest Beam 283 Number of Basic Load Cases 3 Number of Combination Load Cases 2 Included in this rintout are data for: INodes 1,2,3,154,155,147 Beams 1,2,3,17,48,260,266,273,55 Included in this printout are results for load cases: Type UC Name Primary 1 W Primary 2 LZ Primary 3 D Combination 4 0.6D +0.6W Combination 5 D +0.6LZ Beams Beam Node A Node B Length (ft) Property 13 (degrees) 1 4 1 8.500 2 0 2 11 2 8.500 2 0 3 18 3 8.500 2 0 17 17 18 2.500 1 0 48 33 32 2.500 1 0 55 16 40 4.462 1 0 260 137 147 4.462 1 0 266 136 154 4.760 1 0 273 144 154 4.462 1 0 Section Properties Prop Section Area 1. 1. J Material (in2) (in °) (in4) (in°) 1 PIPE 0.369 0.093 0.093 0.186 STEEL 2 PIPE 5.671 3.821 3.821 7.641 STEEL Print Time /Date: 16/07/2012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 1 of 9 Software licensed to RND Job No Sheet No Rev 2 Part Job Title Ref By Datel4- Jul -12 Chd Client • • • Y Whole Structure • • • • • • 17.50ft • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • File 11300.std IDatemme 15-JuI-2012 11:04 • • • • • • • • • • • 17.50ft 8.50ft • • • • • • • • • • 35.69ft 3 00f Load 2 Print lime/Date: 16/07/2012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 2 of 9 • f Software !lammed to RND Job No Sheet No 3 Rev Part Job Title Ref BY Date"' 4-Jul-12 Chd Client File 11300.std Date/Time 15-Jul-2012 11:04 148 146, 1 149 I i50 151 1'152 153 15 147 5 Load 2 SUPPORT NODE NUMBERS Print Time/Date: 17/07/2012 23:13 STAAD.Pro for Windows 20.07.03.16 Print Run 3 of 9 r Software licensed to RND Job No Sheet No 4 Rev Part Job Title Ref By DatE14JuI -12 Chd Client File 11300.std 'Date/Time 15-Jul-2012 11:04 'Z N l ` 26- I. 6$ "17.:9 M %/ Load 2 CRITICAL MEMBERS Print Time/Date: 17/07/2012 23:14 STAAD.Pro for Windows 20.07.03.16 un Software licensed to RND Job No Sheet No 5 Part Rev Job Title Ref BY Date14JUI -12 Chd CIlent File 11300.std DatelTlme 15-Jul-2012 11:04 0.0 Ibf /ft 40.0 Ib fit 0.r lbf/ 0.0 80.0 Ibflft 0.0 Ibf /ft 0.r Ib f/ x.01 0.0 Ibf /ft lb /ft :0.0 1Ibf/ Ib /ft ; i.0 Ibflft 0.0 Ibf /ft .. 80.0 Ibflft? .0 Ibf /ft ...y 0 I . f/ft 80.01 icK 0.0 Ibf /ft 80.0 Ibflft 80.0 Ib 80.0 Ibf /ft 40.0 Ibflft Ibflft 40.0 Ibflft bf /ft 40.0 lbf/ft Of/ 40.0 Ibf /ft Ibflft 40.0 Ibflft Ibflft I 40.0 Ibflft Ib ft 40.0 Ibflft bft" 40.0 Ibf /ft Load 1 LOAD W Print Time/Date: 17/07/2012 23:15 STAAD.Pro for Windows 20.07.03.16 Print Run 5 of 9 } fC Software licensed to RND Job No Sheet No 6 Part Job Title Ref By Datel4- Jul-12 Chd Client File 11300.std -16.0 Ibflft -16.0 Ibflft -16.0 Ibflft -16.0 Ibf /ft -16.0 Ibflft -16.0 Ibflft -16.0 Ibflft -16.0 Ibflft LOAD LZ a IDate/Time 15-JuI-2012 11:04 a -16.0 Ibflft Load 2 Print Time/Date: 16/07/2012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 6 of 9 Software licensed to RND Job No Sheet No 7 Part Rev Job Tide Ref By Date14- Jul -12 Chd Client Beam End Forces Sign convention is as the action of the joint on the beam File 11300.std IDate/lime 15-Jul-2012 11:04 Print Time /Date: 16/0712012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 7of9 Axial Shear Torsion Bending Beam Node UC Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib"ft) My (Ib-ft) Mz (Ib-ft) 1 4 1:W - 2.24E +3 360.484 178.541 162.5 -938.7 1872.7 2:LZ 35.042 0.955 - 176.161 -167.4 315.0 7.6 3:D 148.981 - 22.574 - 11.421 -10.0 60.2 -117.0 4:0.6D +0.6W - 1.26E +3 202.746 100.272 91.4 -527.1 1053.4 5:D +0.6LZ 170.006 - 22.001 - 117.118 -110.5 249.2 -112.5 1 1:W 2.24E +3 - 360.484 - 178.541 -162.5 -578.9 1191.4 2:LZ - 35.042 -0.955 176.161 167.4 1182.4 0.5 3:D - 312.678 22.574 11.421 10.0 36.9 -74.9 4:0.6D +0.6W 1.16E +3 - 202.746 - 100.272 -91.4 -325.2 669.9 5:D +0.6LZ - 333.703 22.001 117.118 110.5 746.3 -74.6 2 11 1:W - 5.49E +3 82.809 -0.000 -0.0 0.0 773.6 2:LZ -0.000 -0.000 - 216.653 53.6 543.3 -0.0 3:D 338.771 -4.395 0.000 0.0 -0.0 -40.9 4:0.6D +0.6W - 3.09E +3 47.048 -0.000 -0.0 0.0 439.6 5:D +0.6LZ 338.771 -4.395 - 129.992 32.1 326.0 -40.9 2 1:W 5.49E +3 - 82.809 0.000 0.0 0.0 -69.7 2:LZ 0.000 0.000 216.653 -53.6 1298.3 -0.0 3:D - 502.468 4.395 -0.000 -0.0 -0.0 3.5 4 :0.6D +0.6W 2.99E +3 - 47.048 0.000 0.0 0.0 -39.7 5:D +0.6LZ - 502.468 4.395 129.992 - 32.1 779.0 3.5 3 18 1:W - 2.24E +3 360.484 - 178.541 -162.5 938.7 1872.7 2:LZ - 35.042 -0.955 - 176.161 -167.4 315.0 -7.6 3:D 148.981 - 22.574 11.421 10.0 -60.2 -117.0 4:0.6D +0.6W - 1.26E +3 202.746 - 100.272 -91.4 527.1 1053.4 5:D +0.6LZ 127.956 - 23.148 - 94.276 -90.4 128.8 -121.6 3 1:W 2.24E +3 - 360.484 178.541 162.5 578.9 1191.4 2:LZ 35.042 0.955 176.161 167.4 1182.4 -0.5 3:D - 312.678 22.574 - 11.421 -10.0 -36.9 -74.9 4:0.6D +0.6W 1.16E +3 - 202.746 100.272 91.4 325.2 669.9 5:D +0.6LZ - 291.653 23.148 94.276 90.4 672.5 -75.2 17 17 1:W 492.676 689.981 44.648 78.3 24.3 731.0 2:LZ - 357.670 60.922 - 15.130 3.0 -9.3 41.2 3:D - 33.301 -43.355 -3.018 -4.6 -1.1 -47.3 4:0.6D +0.6W 275.625 387.976 24.978 44.3 13.9 410.2 5:D +0.6LZ - 247.904 -6.801 - 12.096 -2.8 -6.7 -22.6 18 1:W - 492.676 - 689.981 - 44.648 -78.3 -135.9 994.0 2:LZ 357.670 - 60.922 15.130 -3.0 47.2 111.1 3:D 33.301 46.492 3.018 4.6 8.6 -65.0 4:0.6D +0.6W - 275.625 - 386.094 - 24.978 -44.3 -76.4 557.4 5:D +0.6LZ 247.904 9.938 12.096 2.8 36.9 1.7 48 33 1:W - 687.624 - 481.454 39.486 -77.9 -92.6 -613.0 2:LZ 298.447 10.424 - 40.232 3.7 98.6 19.3 3:D 45.560 33.145 -2.035 5.6 5.1 40.6 Print Time /Date: 16/0712012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 7of9 3 Software licensed to RND Job No Sheet No 8 Rev Part Job Title Ref By Date14- Jul -12 Chd Client File 11300.std IDate/1me 15-Jul-2012 11:04 Beam End Forces Cont... Print lime /Date: 16/07/2012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 9 Axial Shear Torsion Bending Beam Node LJC Fx (Ib) Fy (Ib) Fz (Ib) _ Mx (Ib-ft) My (1b1) Mz (Ib"ft) 4:0.6D +0.6W - 385.239 - 268.985 22.471 -43.4 -52.5 -343.4 5:D +0.6LZ 224.628 39.400 - 26.174 7.8 64.2 52.2 32 1:W 687.624 481.454 - 39.486 77.9 -6.1 -590.6 2:LZ - 298.447 - 10.424 40.232 -3.7 2.0 6.7 3:D -45.560 - 30.008 2.035 -5.6 0.0 38.4 4:0.60+0.6W 385.239 270.867 - 22.471 43.4 -3.6 -331.4 5:D +0.6LZ - 224.628 - 36.263 26.174 -7.8 1.2 42.4 55 16 1:W 2.38E +3 - 502.540 -3.162 7.6 32.0 - 1143.6 2:12 0.500 0.087 25.708 -1.8 -121.2 0.3 3:D - 126.443 29.421 0.254 -0.8 -2.0 62.8 4:0.6D +0.6W 1.35E +3 - 283.871 -1.745 4.0 18.0 -648.5 5:D +0.6LZ - 126.142 29.474 15.678 -1.9 -74.8 63.0 40 1:W - 2.38E +3 502.540 3.162 -7.6 -17.9 - 1098.6 2:LZ -0.500 -0.087 - 25.708 1.8 6.5 0.1 3:D 127.540 - 23.932 -0.254 0.8 0.9 56.2 4:0.6D +0.6W - 1.35E +3 287.165 1.745 -4.0 -10.2 -625.4 5:D +0.6LZ 127.240 - 23.984 - 15.678 1.9 4.8 56.3 260 137 1:W - 3.56E +3 378.022 -2.699 4.7 6.7 933.2 2:12 43.099 -2.549 9.084 16.0 26.9 -5.4 3:D 221.781 - 27.645 0.085 -0.1 -0.2 -63.0 4:0.6D +0.6W -2E +3 210.226 -1.568 2.8 3.9 522.1 5:0+0.612 247.640 - 29.175 5.536 9.5 15.9 -66.3 147 1:W 3.52E +3 - 553.022 2.699 -4.7 5.3 1143.8 2:LZ -43.099 2.549 62.302 -16.0 91.8 -6.0 3:D - 220.683 33.135 -0.085 0.1 -0.2 -72.5 4:0.6D +0.6W 1.98E +3 - 311.932 1.568 -2.8 3.1 642.8 5:D +0.6LZ - 246.542 34.664 37.296 -9.5 54.9 -76.1 266 136 1:W 5.61E+3 - 18.241 -2.307 4.3 3.8 -53.8 2:L2 - 12.403 0.028 - 31.214 -8.7 10.8 0.2 3:D - 302.002 3.509 0.054 0.0 -0.1 5.3 4:0.6D +0.6W 3.19E +3 -8.839 -1.352 2.6 2.2 -29.1 5:D +0.6LZ - 309.443 3.526 - 18.674 -5.2 6.4 5.4 154 1:W - 5.61E +3 18.241 2.307 -4.3 7.2 -33.1 2:12 12.403 -0.028 31.214 8.7 137.8 -0.1 3:D 304.354 1.981 -0.054 -0.0 -0.2 -1.7 4:0.60+0.6W - 3.19E +3 12.133 1.352 -2.6 4.2 -20.8 5:D +0.6LZ 311.796 1.964 18.674 5.2 82.5 -1.7 273 144 1:W - 5.04E +3 - 192.797 -1.759 4.6 4.0 -181.4 2:12 -1.854 0.027 - 31.690 0.7 0.6 0.2 3:D 270.623 3.467 0.105 0.0 -0.2 5.1 4:0.6D +0.6W - 2.86E +3 - 113.598 -0.992 2.8 2.2 -105.8 5:D +0.6LZ 269.510 3.484 - 18.909 0.4 0.1 5.2 154 1:W 4.97E +3 - 157.203 1.759 -4.6 3.9 102.0 2:L2 1.854 -0.027 31.690 -0.7 140.8 -0.1 Print lime /Date: 16/07/2012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 9 Software licensed to RND Job No Sheet No 9 Rev Part Job Title Ref By Date14- Jul -12 Chd Client File 11300.std IDaternme 15-Jul-2012 11:04 Beam End Forces Cont... Reactions Axial Shear _ Torsion Bending Beam Node L/C Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib'ft) My (Ib'ft) Mz (Ib"ft) 1:W - 360.484 3:D - 269.525 2.022 -0.105 -0.0 -0.3 -1.8 -0.955 35.042 4:0.6D +0.6W 2.82E +3 - 93.109 0.992 -2.8 2.2 60.1 312.678 11.421 5:D +0.6LZ - 268.412 2.006 18.909 -0.4 84.3 -1.9 Reactions Print Time/Date: 16/07/2012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 9 of 9 Horizontal Vertical Horizontal Moment Node L/C FX (Ib) FY (Ib) FZ (Ib) MX (Ib"ft) MY (Ib'ft) MZ (Ib-ft) 1 1:W - 360.484 - 2.24E +3 - 178.541 -578.9 162.5 1191.4 2:LZ -0.955 35.042 176.161 1182.4 -167.4 0.5 3:D 22.574 312.678 11.421 36.9 -10.0 -74.9 4:0.6D +0.6W - 202.746 - 1.16E +3 - 100.272 -325.2 91.4 669.9 5:0+0.6LZ 22.001 333.703 117.118 746.3 -110.5 -74.6 2 1:W - 82.809 - 5.49E +3 0.000 0.0 -0.0 -69.7 2:LZ 0.000 -0.000 216.653 1298.3 53.6 -0.0 3:D 4.395 502.468 -0.000 -0.0 0.0 3.5 4:0.6D +0.6W - 47.048 - 2.99E +3 0.000 0.0 -0.0 -39.7 5:D +0.6LZ 4.395 502.468 129.992 779.0 32.1 3.5 3 1:W - 360.484 - 2.24E +3 178.541 578.9 -162.5 1191.4 2:LZ 0.955 - 35.042 176.161 1182.4 -167.4 -0.5 3:D 22.574 312.678 - 11.421 -36.9 10.0 -74.9 4:0.6D +0.6W - 202.746 - 1.16E +3 100.272 325.2 - 91.4 669.9 5:D +0.6LZ 23.148 291.653 94.276 672.5 -90.4 -75.2 147 1:W 5.86E +3 148.137 10.916 0.0 0.0 0.0 2:LZ - 54.670 -5.953 116.827 0.0 0.0 0.0 3:D - 370.605 - 10.161 -2.267 0.0 0.0 0.0 4:0.6D +0.6W 3.29E +3 82.786 5.189 0.0 0.0 0.0 5:D +0.6LZ - 403.407 - 13.732 67.829 0.0 0.0 0.0 154 1:W - 267.544 - 1.37E +3 4.066 0.0, 0.0 0.0 2:LZ - 13.047 11.402 62.904 0.0 0.0 0.0 3:D 14.375 77.276 -0.160 0.0 0.0 0.0 4:0.6D +0.6W - 151.902 - 778.305 2.344 0.0 0.0 0.0 5:D +0.6LZ 6.547 84.117 37.583 0.0 0.0 0.0 155 1:W - 5.24E +3 - 1.06E +3 -6.102 0.0 0.0 0.0 2:LZ 74.345 10.346 - 12.737 0.0 0.0 0.0 3:D 335.338 74.532 2.076 0.0 0.0 0.0 4:0.6D +0.6W - 2.94E +3 - 591.362 -2.416 0.0 0.0 0.0 5:D +0.6LZ 379.945 80.740 -5.566 0.0 0.0 0.0 Print Time/Date: 16/07/2012 17:31 STAAD.Pro for Windows 20.07.03.16 Print Run 9 of 9 , • .1112111-- umnimmui mmmmm sex SHEET 2 SHEET 1 I 17/ i h • v 1l \.. „ NN I N , I v - ti - ..- _ ..,')', , '.■ .. - r \‘ A , r \ , L k 1 AA / - . .\.. '1 ‘s.s:*.,:‘:\A*'‘i ';.\ ■,\\Z:,.. \ \ \, J.00ATION MAP; scam ; eacH NCO FEET REP ARM FOE; BARRY UNIVERSITY PERMAT M iami Shores Village c. APPROVED BY DA ZONING DEPT flGDEPT c.o. r ,gtre—fAlso, 499‘2 1, 0 CC- IANCE M F1-1 ALL FEDERAL r.? Fr3 AND .---.'FICULATDN) EXEFABEILIEG A. R. TOUSSAINT & ASSOCIATES, IN( LORD &ACTORS FLONTuk CERTIRCATE C ALRHGRZ421011 No. 1.8-273 820 NZ. 128 St. NORTH 0W1, 8.C'2 0A 33181 OM NM- 2210 WN FROM AERIA PHOTOGRAPHY StRAPSIC SCALE; Rt P 'C;I Fj / g7 /, / '10 44 7 IE=7.1,P■• ,41'114 A /- d J. / zy ..10"11.41. — 4W / ' A A ---ir ACAS 1 NV 50 FEET 2 THUS IS ROT A SURVEY THS 18 A CIOP2A31224 OF 81247 MAIER& PS SNOW ON OREM 2 TRU 7 OF THE SURVEY OF BARRY 12448RSIFt CORPUS UNDER OMER NO 12248, M ?AUGUT 198. MRS OT 81RNEZST W BN MC FRECNT AERIlt PHOMCS/PHY. NE PURPOSE 12 102 WIT IS 10 SNOW THE RECIONIC.N. FAR CONONIONING MOMENT CR CARPUS MI TO SNOW THE GREEN ORM ARUM FOR THE PURPOSES OF FORME PLUMB. kr.r- SKETCH OF TOPOGRAPHY LOCATION TO SHOW MECHANICAL EQUIPMENT LOCATION AM TO SNOW GREEN GRASS LOCATION BARRY UNIVERSITY VILLAGE OF MIAMI SHORES APRIL 2010 141080 181* 1 3 COUUMN PS 1 1" THICK GROUT 2 #4 E.W. 3000 PSI CONCRETE 4*4 EQUALLY SPACED (N PLAN VIEW) 2" CL:- v N FOOTING DETAIL LL MEMBER SIZES: 1. ALL COLUMNS ARE 3 "4' x0.12" THICK CxATORSHIELD STEEL PIPES 2. ALL TRUSSES AND RISERS ARE 11/2 "� x m0 831" THICK C�ATORSHIELD STEEL PIPES cr 3. LACE BARS ARE 1/2 "4 4. FABRIC TO BE LACED TO THE PERIMETER OF THE - -. AWNING FRAMEWORK AND TO ALL RAFTER TRUSS "JUI.:(.12; *2 " =NTS sheet: 1of2i r• & �r 1. 3/8 "THICK STEEL fE WITH (4) 5/8" +x5k2" SIMPSON WEDGE ANCHORS (MIN. 41,2" EMBED.) INTO REINF'D CONC )BOLT EDGE DISTANCE BOLL TO CONCRETE EDGE DISTANCE TO BE MINIMUN 31/2" 1 3/8" THICK STEEL IE(4) 5/84x51/2" SIMPSON EDDGE ANCHORS (MIN. 412" EMBED.) INTO REINF'D CONC WALL. all PC FRAME TO COLUMN CONECTION GENERAL NOTES: 1. ALL MEMBERS TO SCH 40 STEEL PIPES 2. MINIMUM 3112" CONCRETE EDGE DISTANCE FOR ALL ANCHORS 3. ALL CONNECTIONS TO BE FULLY WELDED 4. ALL WELDS TO COMPLY WITH THE AWS CODE (LATEST EDITION) 5. ALL WELDS TO BE COVERED WITH CORROSION RESISTANCE COATING. 6. THIS STRUCTURES IS DESIGNED IN ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODE AND ASCE 1 -10, (WIND DESIGN SPEED V =105 MPH, RISK CATEGORY= I, EXPOSURE C.) 1. NOTIFY ENGINEER OF ANY ERRORS /OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. 8. ATTACH A LEGIBLE AND READILY VISIBLE DECAL THAT STATES THAT THE AWNING FABRIC MUST BE REMOVED WHEN A HURRICANE WARNIG IS ISSUED 9. CONTRACTOR TO FIELD VERIFY DIMENSIONS AND SUBSTRATE CONDITIONS F'RIOR TO FABRICATION AND PRIOR TO ATTACHING FRAMEWORK. SHOULD SUBSTRATE CONDITIONS IN THE FIELD DIFFER FROM THOSE NOTED ON THESE DRAWINGS, THE DESIGN ENGINEER MUST 15E NOTIFIED BEFORE PROCEED ING. • G1441.0 Salo FL €' - 050648 Date= JULY 12, 2012 Seales rot" 2 41.L. /„.DD 935 -<, 'MAIM DA T'r< ;, Jv Process No: Mam!cipnl !mp No: Project Name: Ad dress: 1 1306 14C- avIL /Wiz_ MEI A, piprovil Dis,App ot ApplicaMe EIL■ 111111 Mir 11111111111111 1111111111111= i- l-TOCISS No: A ro7T—rm o.ad EL,;.,..pr. Not 'Ap- plicable **TiliS IS NOT A PERL11,T..-),W 9-i0VME FIRE MUNI " L E :t.`; TS LAN REVIEW FINAL PP V L DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGEIVIENT CORE REVIEWER (P SIGNATURE DATI, 12_