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ACT-11-19-2650, 11300 NE 2 AveMiami Shores Village BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑ ROOFING ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS Sbv 10 6 2k FBC 20 jj(� Master Permit No.kT- 1- I 1 -01650 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I I 'Sc in A) 4C- 2- &_� City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: 1 Flood Zone: BFE: FFE: I �+Od r OWNER: Name (Fee Simple Titleholder): R'="F"y'�..�VPhone#: 34L� Address: 1 1360 2 4c k City: k P. �k \ Tenant/Lessee Name: Email: State: E one#: ip: �`3 16, 1 CONTRACTOR: Company Name: ��� Phone#: Address City: "I'I t Qualifier Name: C Zip: 22"er 1 hone#:�5L ` tf`�j State Certification or Registration #: I I R S.( L—' 1506 Certificate of Competency #: DESIGNER: Architect/Engineer: '3630 t PLe) __j`i A -Q --Sc�t_t�e- - Q6� Phone#: '2,®S —9 V Address: C�k C ��c'�i� «r �Le City: 00--,,-,e-N State: Zip: '3 3 W.11 Value of Work for this Permit: $ A T 5op B ® Square/Linear Footage of Work: // 210,-� Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace `` ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee $ G11 Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Technology Fee $ Radon Fee $ Training/Education Fee $ DBPR $ Notary $, Double Fee $ Structural Reviews $ (Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ i 115 • A 15 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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:7 OWNER or AGENT ____ACTOR The foregoing instrument was acknowledged before me this y c' day of ( A;61- 20 by who is personally known to „r�or who has produced as identification and who did take an oath. NOTARY PU8t-IC: The foregoing instrument was acknowledged before me this /�� day of Og�(QQv' , 20 If? by (ram ,Q-e-et60 , who is personally known to me or who has produced Per 1rems? as identification and who did take an NOTARY PUBLIC: Sign: " ' Sign: ep Notery Print: Print: �- My Co JMr . •• N#(3 Seal: �►�p�: Expires November 12, 2022 •, ovi;R•• BondedlMuTtOrFaNtf�anoeBOQ,R8;F7018 L5 Z APPROVED BY `Plans Examiner « l� Zoning Structural Review Clerk (Revised02/24/2014) NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES 1 Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES PROVIDE MUNICIPAL PROCESS NUMBER HERE F Job Address t S CIO Da 2 A Ilk� Contractor No. a Z W Folio � z 0o Last four (4) digits of Qualifier No. o w v a Contractor Name a o Lot Block ¢ Qualifier Name oa Subdivision PBpg v U. Address City State _Zip Metes and bounds [ ] New Construction on [ ] Demolish r' Current use of property U iy�+'5 [ �y F Vacant Land [ ] Shell Only U. [ ] Alteration Interior [ ] Addition Attached ww [ l Alteration Exterior [ ] Addition Detached Description of Work IQ ._Qa ckry fi rT a 0 [ ] Relocation of Structure [ ] Re -Roof Sq. Ft. Units Floors a 2 [ ] Enclosure [ ] Foundation Only [ ] Repair [�}�Tent 4y� _ [ ] Repair Due to Fire / �' Value of Work T �(�� [ " BLD' [ ] Chg. Contractor Owner rrT fJ ✓l kc)�* SiUj T Address 0 2- a MELECategory y a [ ] Re -Issue w z [ ] y [ ] Re -Stamp City 4,-�, vtiQ State r� Zip-3 -3 2 [ ] MPLU [ ]Revision N w Phone 305 $r1g &()15it w a [ ] MLPG_ [ ] MMEC [ ] Not Applicable for 3 Last four (4) digits of [ FIRE Fire O Owner's Security No. w a Name //Social Owner Chi a'If 0,-'l Z 5 Address I CWG o ) Address 39y GU �1'l z a W W City C-L I State P(Zip ��U (� City 1 State Zip pa wY t_-z vz 'IL a a Phone Phone J Z .. 1 am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of a g one -hour. Please contact the Fire Department for current rate. vay ww 1- Request: Date: m LU w ¢ 2"d Request: Date: 31d Request: Date: If the applicant is a known named violator with: unpaid civil penalties; unpaid administrative costs of hearing; unpaid County investigative, enforcement, testing, or monitoring costs; or unpaid liens, any or all of which are owed to Miami -Dade County pursuant to the provisions of the Code of Miami -Dade County, Florida, a hold on the review may be placed on this application. 123 01-192 5/17 BUILDING PERMIT CATEGORIES CATEGORY DESCRIPTION PERMIT TYPE BUILDING 01 GENERAL BUILDING —COMMERCIAL MBLD 0 SUB —GENERAL BUILDING —RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 51 MURAL SIGNS (NON -ELECTRICAL) MBLD 55 SWIMMING POOL MBLD 56 TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK-IN COOLER MBLD 91 MARINAS MBLD 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD 95 SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF MBLD 0110 WATER MAIN MBLD 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE 40 BUILDING PUBLIC RADIO ENHANCEMENT SYSTEM MELE _aklj il_jIzlc' 0020 SEWER CONNECTION TO PUBLIC SYSTEM (THIS CATEGORY IS USED WHEN NO BUILDING PERMIT EXIST) MPLU 0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS/STATE MLPG ilIXeI:/_l►1[•7_1I 09 ABOVE/BELOW GROUND TANKS/PUMPS & POLLUTANT STORAGE SYSTEM MMEC 38 COMMERCIAL HOODS MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE 9404 � CALIFORNIA DEPARTMENT OF FORESTRY and FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL REG QED FLAME RESISTANT:••p.ROlDiJCT-::• •••••• • •••:•• • Product: SO iL�AR TENTY 16 OZ ; 13 OZ Product Marketed BY: LAAc . :NTERNATIGgAL INC • 9820 BELL RANCH. -DR #,1'02 SANTA : FE SFKI'NGSo ,CA 9067,0 _ ;�'M Redist,��t�.on Ha••• • <y� .:. .. ` F'A 2801 •••• ••:••• Does • qq :d ri'• A F•tq "':�� p •••••• • • • • • • . • • • • • • „ _- z •• • • •• • • Y This product meets the minsrnum reluirements of flame resislance:cstablished by the California State Fire Marshal for products identified in Section 13115, California Health and Safety Code. The scqj�wx of the approved use of this product is provided in 4he Current edition of the CALI RNIAAPI'ROVEU LIST OF FLAME RETARUA NT CHEMICALS AND FABRICS, GENERAL AND LIMIt'EDAPPLICATIONS'CONCERNS published by the CaIiforiiia State Fire Marshal. < Expire: 6/30/2020 ©ctput}�''�L��' �'i�G Harshal �.,f�► F�-e sso••S •••fo• s • • • • • •o.•.f ..•f.. , . s.••. .. . Soso.. . • • f•f s•• • f •• • • • • BUILDING -Ivi( L'V l A PR � 7A woo Z-2- MUMMME FIRE RESCUE trKe� Ns: Muvwpl loop Ne: Pftjed Names INITIAL REVIEW DATE Approved Di�app Not Applicable Revision Process No: DATE Approved Disc p Not Applicable 1 i •• TM IS NOT A PERMIT. MUST PROMS I= MU MCIPAL INSPECTION RE@UIREXIM" AM MWQ CARD AT THE TIME OF A FIM III5.TION. Imperial Party Outdoor 8295 West 20 Ave I Hialeah I FL 33014 Phone: 305-822-3355 1 Fax: 1-305-489-6400 Email: info@imperialpartyrentals.com Status: Scheduled Created By: Anais Fernandez Delivery Date: Mon, Nov 112019 Strike Date: Tue, Nov 12 2019 Surface Type: Delivery Method: Delivery Delivery Time: 12pm with 70556 Return Time: 66pm Driver: Location: Mon Nov-11-2019 DELIVERY TICKET # 70555 Barry University Tiffany Dumant 11300 NE 2nd Ave Miami, FL 33161 Phone:(305)899-3057 Image Name Qty Out I In Outdoor Department ..•.•. 000000 Tent20x4O •• 16•• ;• •- -Description: White vinyl w/Aluminum Frame ..... • • • • • • -Aluminum Parts: ... ; . • • • •••• 12-legs 14-10'pipes • • • 8-12pipes .• . ... 4-15pipe •• •• •.. •• • • •••• • 4-comer • • • • . • 2-7 way crown • . . • ..: • 8-b ••• •• 1-T : .• . .••. 1 white cover 20x40 • • ; • • . • • •• • Water Tank 6 Water Tank Cover (White) 6 Linens Permit Engineer Drawings for Tent Installation 1 Permit City Fee and Handling fees charged on Q22624 Customer Notes/Instructions Installation Notes NO CHANGES ARE ALLOWED 7 DAYS PRIOR TO DELIVERY DATE. I am an authorized individual representing the interest of: (Only for clients that refuse setup and breakdown) -Note that set up and breakdown was refused. This means that at the time of pick up, the chairs, tables and cushions have to be the same way they were delivered. If break down is not properly done a $100.00 dollars fee will be charged to the credit card on file. Signature of acceptance: -Note that your late pick up is schedule for if we come and the event is still on, YOUR EVENT WILL NOT BE INTERRUPTED, but please, understand that for labor purposes we will have to either reschedule the pickup for next day or a fee of $50.00 dollars per every 30 minutes will be charge to the credit card on file. Signature of acceptance: Printed on 10/31/19 07:00 am Order # 70555 Page 1 Imperial Party Outdoor 8295 West 20 Ave I Hialeah I FL 33014 Phone: 305-822-3355 1 Fax: 1-305-489-6400 Email: info@imperialpartyrentals.com (Only if damages or shortages) TERMS AND CONDITIONS -NOTE: Customer is responsible for INSPECTING AND COUNTING all items and must do so. Also, Customer will be responsible for any damages or shortages at time of pick-up/return.-If at time of delivery Customer sees a shortage or received a damaged item they MUST CALL MAIN OFFICE and report the item within 3 hours of delivery.-Delivery/Pick-up personnel cannot set or change anything associated with delivery, pick-up or equipment. Any and All Changes must be done by CALLING THE MAIN OFFICE. For our Full term and conditions please visit http://imperialeventrentals.com/terms-and-conditions. Received By: (Full Name) • ••••.. •••. Printed on 10/31/19 07:00 am Order # 70555 Page 2 ENGINEERING CERTIFICATION To: MIAMI DADE COUNTY Building Department, Permitting and Inspection TEMPORARY TENT STRUCTURE FOR: ' BARRY UNIVERSITY • TIFFANY DUMANT ••...• 11300 NE 2ND AVE •••• .....� •••• MIAMI FL 33161 Date:10/21/19 ...... TO WHOM IT MAY CONCERN As part of the permit package for the structural approval of the above referenced tent with regard to tent stake withdrawal capacities, I submit for your review the following: 1. Sod and Sandy Soil: withdrawal capacities taken from site specific test performed by Allstate Engineering & Testing Consultants, Inc dates 9/3/99 (attached) I hereby certify the stake withdrawal capacity, as stated in the attached stake calculation, as being in excess of 2770 Ibs per stake. I hereby certify the capacity of this design as meeting or exceeding criteria set forth in the 2010 Florida Building Code 2017, chapter 31 and NFPA 102 Chapter 8 relating to Temporary Tents. If you have any questions after reviewing this report, please feel free to call me at my office with 305-898-9995. Please do not hesitate to report. Masood Hajall, PE PE License number 82038 5300 NW 85th Ave. Doral, FL 33166 Cell: 305 898-9995 contact m1a Jfiypy have any question regarding this �; .✓ E IV .0 j✓ ` oo m N'D 32038 �'. TATE OF - 1/ Page 1 of 3 To: MIAMI DADE COUNTY Building Department, Permitting and Inspection • RE; TEMPORARY TENT STRUCTURE FOR: •""' """ BARRY UNIVERSITY .... .... •••••• . . TIFFANY DUMANT •••• •••• ••••• 11300 NE 2ND AVE MIAMI FL 33161 ...... �• Date:10/21/19 ...... TO WHOM IT MAY CONCERN •• •• • As part of the attached wind load calculations for the referenced Temporary Tents, this letter shall as my certification that said structure is in compliance with the provisions of 2017 Florida Building Code Chapter 31, NFPA 102 Chapter 8. Based on these calculations, I hereby certify that the supporting guys, stays and stakes for the above referenced tent will remain "in -place" for design pressures based on a wind speed design of 105 mph, 3 second wind gusts, FOR PRECAUTIONARY MEASURES, IN THE EVENT THAT WIND SPEEDS ARE FOUND TO BE APPROACHING 40 MPH, THE CONTRACTOR HEREBY AGREES TO REMOVED THE TENT FABRIC FROM THE TENT FRAME AND SAFELY SECURE SAME. I hereby certify the capacity of this design as meeting or exceeding criteria set forth in the 2010 Florida Building Code 2017, chapter 31 and NFPA 102 Chapter 8 relating to Temporary Tents. If you have any questions after reviewing this report, please feel free to call me at my office with 305-898-9995. Please do not hesitate to contact me, if you have any question regarding this report. Masood Hajall, PE PE License number 82038 5300 NW 85th Ave. Doral, FL 33166 Cell: 305 898-9995 No 1-12033 ®m S r TE oar e� a �/40 I;f 010 111 Rope 01~er Sin Chart (dime used (m scale) I �Ij m � A 0 A 1181 )116* I/V $116, v#- Or* ris . COMPOW108dow Our to wqwv *�mbww11 70M wn too dm ffiw to wAgh map an mm :090:0 • 0 a 0 POLYPROPYLENE ROPE HAS A BALANCED CONSTRUCTION, MEDIUM LAY, GbOb STRENGTH, *00*00 MODERATE STRETCH, LIGHTWEIGHT, BUOYANT, AND HAS EXCELLENT HAND AND KNOT 0 00 ABILITY. 00:0*0 mmmmlq NONE" '—bs. Per 600' "jo Ihs i,-'50 I bs 7 1,900 !"L" 2.700 1 bs 17 7F— i [/4" 1.500115 s 23 28 37 2" 6.200 lbs 4' I -211 8.i00 lbs 64 TX" 2314" 1- 11.500 lbs 90 108 Poly Rope Specs - Tents 3731 S.W. 4 a yo, hils 401. FL 33914® f . _ ima c i tom: (" sea 3U7 CLEM Roder U.S.A.. jhm 1954 l! W& 30th Road JRollyw*W. Roddy 33MI Attn: Mr. Jim BW162 PROJECT. Dotal Resort & Comer Grub Pavlldon Am 'mm-'r["•S'ML-Kn:� �.'i>: /T i'• .tee LdB is AWaa PAGiL: 1 cif 1 • mot: hZ �� ' ' : • 4400 N.W. 87th Avehue '''' " • • • • • • Mlaml. Plodda TEM. 11:30 s012:50 .... ...... aQQ•OQOwo�vamOAOm OCoc�mOGm oncnayssaaoc�ooaadmvm.aom� • DoeamrscRao®e•:••• •••• •s••c 4wnaatam�aaa.oaa..-n,�� • • •••..• •.., goose Pursuant to your • • • • • i Z8QUa9[� /�� s t< &18�Be[lA$ 8i Tta'ting cmwftwg. 41m a mdumed • � tw stab �711i� 00000 •. , • test st the above 11slad project. the stakes will be installed through eDoal a alnmitlufn piatbs We t��od and. , • :. sandy soil. 7U purpose of the test was to M"sore the ap11R caper Of a WO .. • coed{Hon. The grating way e�oadwscd through the use of a center hut® 1U'�wrent sdke stke�{n ales avp . l3c JacE�1d d1a1( uga, • • • • • • The Jack was . • • • ,� positioned on an apperatel� 6r1d8�8 the tosoed plate. '1]tsaugh a flalla. R tlu-er�d +� rod way extended through the ranter hole jack ram and yachted with arasllera a note. saH� Of eW*AsN" uplift loan was appllud of a slow gtadual tare until fadura. Tort #1: Tent Stake; 1.Ir �, a W lung Sub ft to: Sad and 9artdy soil MmdM= Loa& 2770 lbf Cumrrm ty: Mic &ban Hged toad area held for one (1) anhr& a. Rahia`", P.B. Reg. State of Florida #51484 repattfiNWVeot;AWQ Page 1 of 3 MecaWind v2323 1 ut :Fr _.._ l i:., www.mec a. biz. ,}rya;-� Calculations Prepared by: Date: Oct 20, 2019 FileLocation : Basic Wind Parameter© Wind Load Standard = ASCE 7-10 Exposure Category Wind Design Speed = 175.0 mph Risk Category Structure Type - Building Building Type General Wind Settings ASCE 7-10 Wind Parameters Incl LF = Include ASD Load Factor of 0.6 in Pressures DynType Dynamic Type of Structure NF = Natural Frequency of Structure (Mode 1) NF = Natural Frequency of Structure Alt = Altitude (Ground Elevation) above Sea Level Bdist = Base Elevation of Structure GenElev = Specify the Elevations For Wind Pressures SDB = Simple Diaphragm Building MWFRS = Analysis Procedure being used for MWFRS CSC = Analysis Procedure being used for CSC Reacs = Show the Base Reactions in the output MWFRSType = MWFRS Method Selected Topographic Factor per Fig 26.8-1 Topo = Topographic Feature Kzt = Topographic Factor Building Inputs RoofType: Building Roof Type = Gabled W Width Perp to Ridge = 20.000 ft L EHt Eave Height = 8.000 ft RE Slope Slope of Roof = 1.0 :12 OH Parapet Type of Parapet = None Theta Par Is there a Parapet = False OH -ALL OH ALL None = 0.000 ft OH ALL )1H C = II = Enclosed = True • • = Rigid • • •••••• OF • • • = 1. 000 • •• = 1.000 Hz 0•0000 = 0.000•it•:•• • •••••• = 0.0000j"•00 • • • = Mean Ragf•$t • • • • • •••••• • = False• • • •• =Ch27Irt• •1 ••• ••••• • • = Ch 300Pe!•i ••:•• ••••• = False•• •• . of • •••••• -Ch271"} • 0 • • • • •••••• - None • • • • • • • = 1.000•08 •• • • •• ••••• • 4.%.0 Gabled = Length Along Ridge = 40.000 ft Roof Entry Method = Slope Specify Roof to Wall intersections and Overhangs- None Roof Slope = 4.76 Deg None = 0.000 ft None = 0.000 ft Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 900.000 ft At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.650 C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1- 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: Theta = Roof Slope in Degrees h = Mean Roof Height: Theta <= 10 Deg use Eave Height Zh = Mean Roof Height for Kh: h + Base -Dist Kh = Since Zh<15 ft [4.572 m] --> 2.01 * (15/zg)^(2/Alpha) Kzt = Topographic Factor is 1 since no Topographic feature specified Kd = Wind Directionality Factor per Table 26.6-1 GCPi = Ref Table 26.11-1 for Enclosed Building RA = Roof Area LF = Load Factor based upon ASD Design qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF qin = For Negative Internal Pressure of Enclosed Building use qh*LF qip = For Positive Internal Pressure of Enclosed Building use qh*LF Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht Izm = Cc * (33 / Zm) 0.167 Lzm = L * (Zm / 33) Epsilon Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Used in Analysis G = Lessor Of G1 Or G2 MWFRS Wind Normal to Ridge (Ref Fig 27.4-1) h = Mean Roof Height Of Building RHt = Ridge Height Of Roof = 4.76 Deg = 8.000 ft - 8.000 ft = 0.849 = 1.000 = 0.85 _ +/-0.18 = 802.77 sq ft = 0.60 = 33.94 psf "d°°4 saG9Q986Bpes® r- 0l7 D /-I O�eee = 33.94 psf °t = 33.94 �Z�^: •�' ✓'9��Bs C•E S',:•oo/ pst�, NO 32038 m =0.85 e •gym = 15.000 -ft`": off® = 0.22B STATE OF = 427.057 = 0.948 ✓. 0 = 0.898 Qw = 0.850 = 8.000 ft I i = 8.633 ft file:///C:/Users/masoo/AppData/Roaming/MecaWind/SelectedAnalysis.html 10/20/2019 Page 2 of 3 B = Horizontal Dimension Of Building Normal To Wind Direction = 40.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 20.000 ft L/B = Ratio Of L/B used For Cp determination = 0.500 h/L = Ratio Of h/L used For Cp determination = 0.400 Slope = Slope of Roof = 4.76 Deg Roof 1 = Roof Coeff (0 to h) (0.000 ft to 8.000 ft) _ -0.18, -0.9 Roof_2 = Roof Coeff (h to 2h) (8.000 ft to 16.000 ft) _ -0.18, -0.5 Roof 3 = Roof Coeff (>2h) (>16.000 ft) _ -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp-LW = Leward Wall Coefficient Using L/B = -0.50 Cp-SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 • • Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum • • •••••• Press Press Press Press Pressure* • • • • ft psf psf psf psf psf psf psf •• • • • --------- •••••• :so ... 8.00 0.849 1.000 33.94 0.18 16.97 -20.53 -26.30 37.51 9.60 •00000 • •••• Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Normsil to R•idgo •••• All wind pressures include a load factor of 0.6 •••• • •••• • •••••• •••• Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum •• ••• • • • • Press Press Press Press Pressure* •• • ft ---- psf ----- ----- ----- psf psf ----- -------- psf ------- psf psf psf 0 • •0 •� ------ ----- --------- • • • 8.00 0.849 1.000 33.94 -0.18 29.19 -8.32 -14.09 37.51 9.60 • • • • •••••• Notes Wall Pressures: •• • • •• ••i•• Kz = Velocity Press Exp Coeff Kzt = Topographical Factor • qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp min Cp_max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn min* Pp min* Pn_max Pp_max ft ft psf psf psf psf ----------- ------ ------ ------ ------ ----- -------- -------- -------- -------- Roof 1 (+Y) 0.000 8.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof 2 (+Y) 8.000 16.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof 3 (+Y) 16.000 20.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp Max = Largest Coefficient Magnitude Cp Min = Smallest Coefficient Magnitude PP -.max = qh*G*Cp max - qip*(+GCPi) Pn_max = qh*G*Cp max - qin*(-GCpi) Pp_min* = qh*G*Cp min - qip*(+GCPi) Pn_min* = qh*G*Cp min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface MWFRS Wind Parallel to Ridge (Ref Fig 27.4-1) h = Mean Roof Height Of Building = 8.000 ft RHt = Ridge Height Of Roof - 8.833 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 20.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 40.000 ft L/B = Ratio Of L/B used For Cp determination = 2.000 h/L = Ratio Of h/L used For Cp determination = 0.200 Slope = Slope of Roof - 4.76 Deg Roof_1 = Roof Coeff (0 to h) (0.000 ft to 8.000 ft) _ -0.18, -0.9 Roof_2 = Roof Coeff (h to 2h) (8.000 ft to 16.000 ft) _ -0.18, -0.5 Roof 3 = Roof Coeff (>2h) (>16.000 ft) _ -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) - 0.80 Cp-LW = Leward Wall Coefficient Using L/B = -0.30 Cp_SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 file:///C:/IJsers/masoo/AppData/Roaming/MecaWind/SelectedAnalysis.html 10/20/2019 Page 3 of 3 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ---- ----- ----- ----- ------------------- ------ -------------- 8.83 0.849 1.000 33.94 0.18 16.97 -14.76 -26.30 31.74 9.60 8.00 0.849 1.000 33.94 0.18 16.97 -14.76 -26.30 31.74 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* £t psf psf psf psf psf psf psf ---- ----- ----- ----- ----- -------- ------- ------ ----- --------- • • 8.83 0.849 1.000 33.94 -0.18 29.19 -2.55 -14.09 31.74 9.60 :••••0 8.00 0.849 ••• 1.000 33.94 -0.18 29.19 -2.55 -14.09 31.74 9.60 •• • • • sees•• ••e•ae Notes Wall Pressures: • • Kz = Velocity Press Exp Coeff Kzt = Topographical Factor ••• ••• • qz = 0.00256*Kz*Kzt*Kd*v^2 GCPi = Internal Press Coefficient ••*• so so Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCP% •••• ••e••e Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied to Walls ••�••� •••• + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface •• •• ••• • sees•• • Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi) - Parallel to Ri4BFi:• All mind pressures include a load factor of 0.6 • • Roof Var Start End Cp min Cp_max GCPi Pressure Pressure Pressure Pressure • •••• Dist Dist Pn min* Pp min* Pn_max Pp_max sees ----------- ft ft psf psf psf psf ------ ------ ------ ------ ------------- -------- Roof 1 (+Y) -------- -------- 0.000 8.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof 2 (+Y) 8.000 16.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof-3 (+Y) 16.000 40.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp_max = qh*G*Cp max - qip*(+GCPi) Pn_max = qh*G*Cp_max - qin*(-GCpi) Pp_min* - qh*G*Cp_min - qip*(+GCPi) Pn min* = qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface sees•• • • sees•• sees•• sees* • e •see• sees•• • • sees•• • •see•• • • file:///C:/IJsers/masoo/AppData/Roaming/MecaWind/SelectedAnalvsis.htn l 10/20/2019 WIND UPLIFT CALCULATION: TENT SIZE: 20 FEET BY 40 FEET (BAYS @ 10 FEET C-C) ANCHORING STRATA: GRASS (SOIL) STAKES @ 10 FEET C-C DESIGN PRESSURE: 20 PSF SIDES: ARBITRARY AREA OF EACH ATTACHMENT: 200 SF UPLIFT FORCE: 4000 LBS USE (2) 1 � X 48" STEEL STAKES CAPACITY OF EACH 1 J" X 48" STEEL STAKES: 2770 LBS CAPACITY OF (2)1 J" X 48" STEEL STAKES: 5540 LBS > 4000 LBS OK CORNERS AND ENDS: ARBITRARY AREA OF EACH ATTACHMENT: 200 SF UPLIFT FORCE: 4000 LBS TOTAL ATTACHMENT: 5 EACH UPLIFT PER ATTACHMENT: 800 LBS USE (1) 1 T" X 48" STEEL STAKES CAPACITY OF EACH 1 r X 48" STEEL STAKES: 2770 LBS > 800 LBS OK NOTE: TEMPORARY STRUCTURE CANNOT BE INSTALLED DURING THE HURRICANE EVENT WIND WINDS SPEED HIGHER THAN 105 MPH TYPICAL ATTACHMENT SECTION WIND PRESSURES HAVE BEEN DETERMINED BASED ON ASCE 7-10, WIND SPEED OF 105 MPH, EXPOSURE C. ®oo THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE ®� FABRICATED IN ACCORDANCE WITH THE STRUCTURAL eee �eo,o PROVISIONS OF FBC 2017. DESIGN CRITERIA OR SPANS BIGGER THAN STATED IN THE PLANS MAY REQUIRE Z a ADDITIONAL CALCULATION AND CHANGE IN THE PLAN. o CALC ENGINEERING SHALL BE NOTIFIED = 0 W AND GIVEN AN OPPORTUNITY TO REEVALUATE THE WORD q, ; tU AND DESIGN UPON DISCOVERY OF ANY INACCURATE INFCr,; PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS G,'o AND FABRICATION AND INSTALLATION OF MATERIALS. NO EXTRA LOAD IS PERMITTED TO APPLY ON THE STRUCTURE AT THE TIME OF INSTALLATION. ✓u' - CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA - ALL COLUMN MEMBERS TO BE 2.5 INCH GALVANIZED, . G G • MINIMUM j" THICKNESS. O O O O - ALL BEAM MEMBERS AROUND TO BE 2 INCH GALVANIZEDb • MINIMUM k THICKNESS. 000 - ALL INCLINDE MEMBERS TO BE DOUBLE 2.5 INCH • • • • ppp800��pp 9 ch .O ��OOh1'9 N Z o< Lil g U) w • 0 ..Ds.t7 i)a GALVANIZED, MINIMUM }" THICKNESS. . • s s •15� CORNERS (10' 10' 10' 10' 1 ENDS — — — — -{- — — —— — — N it I I\ I \ CORNERS PLAN FOR PRECAUTIONARY MEASURES, IN THE EVENT THAT WIND SPEEDS ARE FOUND TO BE APPROACHING 40 MPH, THE CONTRACTOR HEREBY AGREES TO REMOVED THE TENT FABRIC FROM THE TENT FRAME AND SAFELY SECURE SAME. DESIGN CALCULATION: TEMPORARY STRUCTURE BASIC WIND SPEED (RISK CATEGORY II) 105 MPH DESIGN BASED ON CATEGORY II EXPOSURE CATEGORY:C 3-SEC PEAK GUST IN MPH WALL PRESSURE: 20 PSF • •O .. • LL • •. •• i 0� co N FL Z H i� O �I CL r F- w C/) Z Q z Z 0 N >- w Z �taLo QLLcv) m 1= Z; ch J LL Q �i 9 • 00 r ti 0 N w m Z H U w 3 re a o! w''I W co NI m' m m LL N V) Lf) w N Z H Lf)ZM 0 ' Z � cp wl iEwUDm0 QI Lu > co Q L'jP mi Z < M ..00 Z U �i Utz-jo�u. Z Z LL vW of c) L)zLLI ajZw m _jP c—U ul', Qo OLzQ a 6c)a13 wU Ca& Eng&wuhg ENGINEERING CERTIFICATION To: MIAMI DADE COUNTY Building Department, Permitting and Inspection RE; TEMPORARY TENT STRUCTURE FOR: BARRY UNIVERSITY TIFFANY DUMANT 11300 NE 2ND AVE MIAMI FL 33161 Date: 10/21/19 TO WHOM IT MAY CONCERN sees.. sees sees sees.. sees.. sees sees sees sees.. so • . • e sees As part of the permit package for the structural approval of the above referenced tent with regard to tent stake withdrawal capacities, I submit for your review the following: 1. Sod and Sandy Soil: withdrawal capacities taken from site specific test performed by Allstate Engineering & Testing Consultants, Inc dates 9/3/99 (attached) I hereby certify the stake withdrawal capacity, as stated in the attached stake calculation, as being in excess of 2770 Ibs per stake. I hereby certify the capacity of this design as meeting or exceeding criteria set forth in the 2010 Florida Building Code 2017, chapter 31 and NFPA 102 Chapter 8 relating to Temporary Tents. If you have any questions after reviewing this report, please feel free to call me at my office with 305-898-9995. Please do not hesitate to contact me, if you have any question regarding this report. Masood Hajali, PE PE License number 82038 5300 NW 85th Ave. Doral, FL 33166 Cell: 305 898-9995 �° o0 No 82088 -'� • 11 1 e 4, v Page 1 of 3 sees.. sees.. sees.. sees. sees. sees.. sees.. sees.. Ca& 01 E/w"06 40 To: MIAMI DADE COUNTY Building Department, Permitting and Inspection RE; • seeess TEMPORARY TENT STRUCTURE FOR: •..' : ;�,•;. BARRY UNIVERSITY •••;•• ' TIFFANY DUMANT """ • 11300 NE 2ND AVE goes •goes • ....• '•••• MIAMI FL 33161 so:.*:: . •••;•e Date: 10/21/19 • • "' e e TO WHOM IT MAY CONCERN '•••" • . se As part of the attached wind load calculations for the referenced Temporary Tents, this letter shall as my certification that said structure is in compliance with the provisions of 2017 Florida Building Code Chapter 31, NFPA 102 Chapter 8. Based on these calculations, 1 hereby certify that the supporting guys, stays and stakes for the above referenced tent will remain "in -place" for design pressures based on a wind speed design of 105 mph, 3 second wind gusts, FOR PRECAUTIONARY MEASURES, IN THE EVENT THAT WIND SPEEDS ARE FOUND TO BE APPROACHING 40 MPH, THE CONTRACTOR HEREBY AGREES TO REMOVED THE TENT FABRIC FROM THE TENT FRAME AND SAFELY SECURE SAME. I hereby certify the capacity of this design as meeting or exceeding criteria set forth in the 2010 Florida Building Code 2017, chapter 31 and NFPA 102 Chapter 8 relating to Temporary Tents. If you have any questions after reviewing this report, please feel free to call me at my office with 305-898-9995. Please do not hesitate to contact me, if you have any question regarding this report. Masood Hajali, PE PE License number 82038 5300 NW 85th Ave. Doral, FL 33166 Cell: 305 898-9995 .`�@CC@93Bg0p 0 �oGFN� No 82038 a m d STATE OF 4�12"Ilv Ca& P P Eng&ev : 0*0 Rope Diameter Size Cleft 0 (dimm used (w scftt::::: 114, $116, 418' W.P.J18* 0 0 0: 00 Run no blop 0 " be wd • compwNwIcadpw our W—We"4=0%, "" ftmetw Mw not on" wrap an Sam POLYPROPYLENE ROPE HAS A BALANCED CONSTRUCTION, MEDIUM LAY, GOOD STRENGTH, MODERATE STRETCH, LIGHTWEIGHT, BUOYANT, AND HAS EXCELLENT HAND AND KNOT ABILITY. 'this. Per 660' F-7 —117-71 1,900 it -is I I 7F 1/4" 2.700 lbs lbs 17 23 —2S 7 T 70 ib�' 37 2" T 7'?00 lbs —43 SJ00 lbs 64 11.500 lbs .000 lb 90 f OS Poly Rope Specs -'Tents 4— 9931 S.W. 4'hh Ate, 401. FL 33914 : (" 5t4-3U7 CLIENT: Rocibr U.S.A., Ilea. • 1934 North Mh Road DATE, 02-22-V � • • • AoUywqW, Rodda 33021 Attn: Mr. Jim Bailee LAB �: Awa.'7•::0 . ...... • PAG1-: 1 ctP l.... .... PROJECT; Dora! RgSort & Co Chlb • • • • • • ''' • y Pavltkn Area% R B1nus.' ..' ' • • • 4400 N.W. 871h Avehue : ":' : Mietni, Plodda TJM•• : 11:30 12:30• :...:. mG14.04 a a o �vo ce7wam Oocovzz�q oac.am...,aa po�0 aC �mcrmanaaDooa�oasac mv..gti%oasas•.a•.a.beal+;�� PU[Buant to your mquwt, Ail State >jjt8tr WtU & Tra-ting C nsuitanta, Ina conducted one 1 teat test at lira above Boned project. The steps will be installed *r ill i pttli sandy "I. The pupas@ of the test was to measm he uplift cs � °! mew prates lrt4n t� sod end caatditiat. T1ta trstin4 wau aQmlv�cd thrvagh the use at a cehool aqhV� rent stake itta�lkd to the st1�►o }U'4+wlfc Jack end dial $atlga. The jack was positioned on in appmaWs bridging tho tosoad plot@. 17traugh a series of ma+tectl rod was extended through the center hole Jack ram and secured with washers ariC note. The upliftloadapplied at a slow gtadual care until failure. was Tost #I; Tent Stake; 1.25" die. it W lomg Subetraw Sad and =* soil Maacitpttuu load: 27701bf CumnmW Mt4 above Hid load waa held for one (1) atieitta �• • q �lltn[ P.B. Reg, Stota of FIG" RS1494 rePortH1WVe0t:AWQ Calculations Prepared by: Date: Oct 20, 2019 FileLocation : Basic Wind Parameters Wind Load Standard Wind Design Speed Structure Type General Wind Settings MecaWind v2323 www.meca.biz, = ASCE 7-10 Exposure Category = 175.0 mph Risk Category = Building Building Type = ASCE 7-10 Wind Parameters Incl_LF = Include ASD Load Factor of 0.6 in Pressures DynType = Dynamic Type of Structure NF = Natural Frequency of Structure (Mode 1) NF = Natural Frequency of Structure Alt = Altitude (Ground Elevation) above Sea Level Bdist = Base Elevation of Structure GenElev = Specify the Elevations For Wind Pressures SDB = Simple Diaphragm Building MWFRS = Analysis Procedure being used for MWFRS C&C = Analysis Procedure being used for C&C Reacs = Show the Base Reactions in the output MWFRSType = MWFRS Method Selected Topographic Factor per Fig 26.8-1 Topo = Topographic Feature Kzt - Topographic Factor Building Inputs RoofType: Building Roof Type = Gabled W Width Perp to Ridge = 30.000 ft EHt Eave Height = 8.000 ft Slope Slope of Roof = 1.0 :12 Parapet ; Type of Parapet = None Par Is there a Parapet = False OH ALL None = 0.000 ft = C = II = Enclosed • • • %see: • • ••••• • ••••• •••••• •• • •••••• Gabled • • • • • L Length Along Ridge = 80.0m f: • •• i••••: RE Roof Entry Method = Slope ••G••• OH Specify Roof to Wall intersections and Overhangs= None Theta Roof Slope = 4.76 Deg OH -ALL None = 0.000 ft OH ALL None = 0.000 ft = True = Rigid = 1.000 Hz = 1.000 Hz = 0.000 ft = 0.000 ft • • = M @an i s of Ht • = Fa1ee • • • = C4 ev•Et 1 a••••• = False _ `.y; •#.•pt, 1 •••••• •••• •••• •••••• •••• ® N4e••• •�•• i = 1.000 Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1- 900.000 ft At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bin: Const from Table 26.9-1= 0.650 C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1- 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: Theta = Roof Slope in Degrees = 4.76 Deg h = Mean Roof Height: Theta <= 10 Deg use Eave Height = 8.000 ft Zh = Mean Roof Height for Kh: h + Base_Dist = 8.000 ft Kh = Since Zh<15 ft [4.572 m] --> 2.01 * (15/zg)^(2/Alpha) - 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building - +/-0.18 RA = Roof Area = 2408.32 sq ft e,!lcCCC 0p06 LF = Load Factor based upon ASD Design = 0.60 `cry! �®, , o O D Bg� oe qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 33.94 psf �.,� ,�.,{�. °,. �� qin = For Negative Internal Pressure of Enclosed Building use qh*LF = 33.94 psf� C E /Vv••,'9 m qip = For Positive Internal Pressure of Enclosed Building use qh*LF = 33.94 p (C• �® o m " m No 82038 Gust Factor Calculation: m Gust Factor Category I Rigid Structures - Simplified Method e oy} m G1 = For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 _ o Gust Factor Category II Rigid Structures - Complete AnalysisSTATE o ) OF Zm = 0.6 * Ht ^ e = 15.000 �t •, m Izm = Cc * (33 / Zm) 0.167 = 0.228 ,; 'i °°°•��oom Lzm = L * (Zm / 33) ^ Epsilon = 427.057 0`0®% Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.938 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.892 aa5!l80�e Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.650 / MWFRS Wind Normal to Ridge (Ref Fig 27.4-1) h = Mean Roof Height Of Building = 8.000 ft RHt = Ridge Height Of Roof = 9.250 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 80.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 30.000 ft L/B = Ratio Of L/B used For Cp determination = 0.375 h/L = Ratio Of h/L used For Cp determination - 0.267 slope = Slope of Roof = 4.76 Deg Roof_1 = Roof Coeff (0 to h) (0.000 ft to 8.000 ft) = -0.18, -0.9 Roof_2 = Roof Coeff (h to 2h) (8.000 ft to 16.000 ft) = -0.18, -0.5 Roof 3 = Roof Coeff (>2h) (>16.000 ft) _ -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient Using L/B = -0.50 Cp-SW = Side Wall Coefficient (All L/B values) = -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf • • ---- ----- ----- ----- ---- -------- ------- ------ ----- -------i' • :••••• 8.00 0.849 1.000 33.94 0.18 16.97 -20.53 -26.30 37.51 9.00 • • Wall Wind Pressures based on Negative Internal Pressure (-GCPi) -940 Wr to Ridge All wind pressures include a load factor of 0.6 •••••• • •••• •••• Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum ••••• •••••• Press Press Press Press Pressure g•••• •••• ft psf psf psf psf psf psf psf • • • • • ---- ----- ----- ----- ------------- ------- ------ ----- •• •• --------- •• • 8.00 0.649 1.000 33.94 -0.18 29.19 -8.32 -14.09 37.51 9.�•••• • Notes Wall Pressures: •••••• Kz = Velocity Press Exp Coeff Kzt = Topographical Factor* qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient • •• • • • Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi •••• Leeward = qh * G * Cp_LW - qip * +GCPi Total - Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cpmin Cpmax GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min* Pp min* Pn_max Pp max ft ft psf psf psf psf Roof-1 (+Y) 0.000 8.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof-2 (+Y) 8.000 16.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof 3 (+Y) 16.000 30.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp--Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp_max - qh*G*Cpmax - qip*(+GCPi) Pn max = qh*G*Cpmax - qin*(-GCpi) Pp_min* = qh*G*Cp_min - qip*(+GCPi) Pn_min* - qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface MWFRS Wind Parallel to Ridge (Ref Fig 27.4-1) h = Mean Roof Height Of Building = 8.000 ft RHt = Ridge Height Of Roof = 9.250 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 30.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 80.000 ft L/B = Ratio Of L/B used For Cp determination = 2.667 h/L = Ratio Of h/L used For Cp determination = 0.100 Slope = Slope of Roof = 4.76 Deg Roof_1 = Roof Coeff (0 to h) (0.000 ft to 8.000 ft) = -0.18, -0.9 Roof_2 = Roof Coeff (h to 2h) (8.000 ft to 16.000 ft) = -0.18, -0.5 Roof 3 = Roof Coeff (>2h) (>16.000 ft) = -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient Using L/B = -0.27 Cp_SW = Side Wall Coefficient (All L/B values) = -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ---- ----- ----- ----- ------------------- ------ -------------- 9.25 0.849 1.000 33.94 0.18 16.97 -13.80 -26.30 30.77 9.60 8.00 0.849 1.000 33.94 0.18 16.97 -13.80 -26.30 30.77 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ---- ----- ----- ----- -------------------- ------ ----- --------- 9.25 0.849 1.000 33.94 -0.18 29.19 -1.58 -14.09 30.77 9.60 8.00 0.849 1.000 33.94 -0.18 29.19 -1.58 -14.09 30.77 9.60 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface • • Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi) - Parallej•Ld Aidgo ••••:• All wind pressures include a load factor of 0.6* Roof Var Start End Cp_min Cp_max GCPi Pressure Pressure Pressure Pj%93Lire •••••• • • Dist Dist Pn min* Pp min* Pn max P�o•naoc •••• ••••• • • ft ft psf psf psf •y§f••• •••• ••••• -------- -------- Roof _1 (+Y) 0.000 8.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 • Roof_2 (+Y) 8.000 16.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 : "dAt • Roof_3 (+Y) 16.000 80.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 0-14.7% •••0• •••••• • • • • • Notes Roof Pressures: •••• o • •• • • Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge ••:••• Cp_Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp max = qh*G*Cp_max - qip*(+GCPi) Pn-max = qh*G*Cp max - qin*(-GCpi) Pp_min* = qh*G*Cp_min - qip*(+GCPi) Pn_min* = qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface WIND UPLIFT CALCULATION: TENT SIZE: 20 FEET BY 40 FEET (BAYS @ 10 FEET C-C) ANCHORING STRATA: GRASS (SOIL) STAKES @ 10 FEET C-C DESIGN PRESSURE: 20 PSF SIDES: ARBITRARY AREA OF EACH ATTACHMENT: 200 SF UPLIFT FORCE: 4000 LBS USE (2) 1 k X 48" STEEL STAKES CAPACITY OF EACH 1 J" X 48" STEEL STAKES: 2770 LBS CAPACITY OF (2)1 J" X 48" STEEL STAKES: 5540 LBS > 4000 LBS OK CORNERS AND ENDS: ARBITRARY AREA OF -EA H ATTACHMENT: 200 SF UPLIFT FORCE: 4000 LBS TOTAL ATTACHMENT: 5 EACH UPLIFT PER ATTACHMENT: 800 LBS USE (1)1 k X 48" STEEL STAKES CAPACITY OF EACH 1 k X 48" STEEL STAKES: 2770 LBS > 800 LBS OK GENERAL NOTES: WIND PRESSURES HAVE BEEN DETERMINED BASED ON W -10, WIND SPEED OF 105 MPH, EXPOSURE C. ASCE 7 THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE ° ° FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF FBC 2017. DESIGN CRITERIA OR SPANS �_ BIGGER THAN STATED IN THE PLANS MAY REQUIRE ;l •'��' G ADDITIONAL CALCULATION AND CHANGE IN THE PLAN. 1 - CALC ENGINEERING SHALL BE NOTIFIED o w co AND GIVEN AN OPPORTUNITY TO REEVALUATE THE WORK d • u Fl AND DESIGN UPON DISCOVERY OF ANY INACCURATE INFO o� j PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. �� �" °• °. , NO EXTRA LOAD IS PERMITTED TO APPLY ON THE STRUCTURE AT THE TIME OF INSTALLATION.. CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE o Z IMPOSING LOADS ON ROOF INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER Q Z DESIGN CRITERIA - ALL COLUMN MEMBERS TO BE 3 INCH GALVANIZED, 0 cn D ❑ MINIMUM k THICKNESS. e • • • • - ALL BEAM MEMBERS AROUND TO BE 21NCH GALVANIZED, • • • • • • • • •I • MINIMUM k THICKNESS. i • • • s • • • - ALL INCLINDE MEMBERS TO BE DOUBLE 2.5 INCH • • : • • ' :sees: GALVANIZED, MINIMUM J" THICKNESS. • • •' .� go O ss•s � Z•Lf•• • e ' w • • Be .. • t•!L' sJ- ••• We ee •e a •• CORNERS r--10' 01� 10' � O'T10'0' �10'� 0'—� • • • • or— e In• • • • • � •ee J • • 00 �eeee sco r% •• sees • / I z ~ w w w � ip z Q >0z�,� !�5}W-~ ENDS >-Z Z LL uj V I I I I I Q 0 / \ w Q u- IPml—��a z, 0. p of CORNERS 0' 10, 10, 10, 10, 10' 10' 10' w so' /� 1— W m ALL COLUMN MEMBERS TO BE 3 INCH GALVANIZED, PLAN MINIMUM 1/4" THICKNESS. f/l�/G'� N ALL BEAM MEMBERS AROUND TO BE 2 INCH GALVANIZED, MINIMUM 1/4" THICKNESS. m' to W co ALL INCLINDE MEMBERS TO BE DOUBLE 2.5 INCH IL N U3 u) GALVANIZED, MINIMUM 1/4" THICKNESS. Z w cV co 00 j Z � to Z ap =) 0 w ' iE cfl I m — FOR PRECAUTIONARY MEASURES, IN THE EVENT THAT WIND SPEEDS ARE FOUND TO BE DESIGN CALCULATION: ¢ w Q M GoQ TEMPORARY STRUCTURE m Z i n Z U NOTE: APPROACHING 40 MPH, THE CONTRACTOR HEREBY AGREES TO REMOVED THE TENT BASIC WIND SPEED (RISK CATEGORY II) 105 MPH LL DESIGN BASED ON CATEGORY II Z W J �. W OC TEMPORARY STRUCTURE CANNOT BE INSTALLED FABRIC FROM THE TENT FRAME AND SAFELY SECURE SAME. EXPOSURE CATEGORY: C O v Z g ai z w DURING THE HURRICANE EVENT WIND WINDS 3-SEC PEAK GUST IN MPH CD J � c U SPEED HIGHER THAN 105 MPH ROOF PRESSURE: 20 PSF w Q rn 0 = Z Q Uch❑aw0 E73y 1 LeL` SIDES i ENGINEERING CERTIFICATION To: MIAMI DADE COUNTY Building Department, Permitting and Inspection RE; . TEMPORARY TENT STRUCTURE FOR: • BARRY UNIVERSITY "'�•• TIFFANY DUMANT •••�•• ' 11300 NE 2ND AVE "" �••� MIAMI FL 33161 ...... .••• Date:10/21/19 TO WHOM IT MAY CONCERN " As part of the permit package for the structural approval of the above referenced tent with regard to tent stake withdrawal capacities, I submit for your review the following: 1. Sod and Sandy Soil: withdrawal capacities taken from site specific test performed by Allstate Engineering & Testing Consultants, Inc dates 9/3/99 (attached) I hereby certify the stake withdrawal capacity, as stated in the attached stake calculation, as being in excess of 2770 Ibs per stake. I hereby certify the capacity of this design as meeting or exceeding criteria set forth in the 2010 Florida Building Code 2017, chapter 31 and NFPA 102 Chapter 8 relating to Temporary Tents. If you have any questions after reviewing this report, please feel free to call me at my office with 305-898-9995. Please do not hesitate to contact me, if you have any question regarding this report. Masood Hajall, PE PE License number 82038 5300 NW 85th Ave. Doral, FL 33166 Cell: 305 898-9995 [� m N0 82033 0 ' STD, T ®( tL"m ar Page 1 of 3 1 U/ 2-Id/ ( 9 Ca& Eng&M)U�w To: MIAMI DADE COUNTY Building Department, Permitting and Inspection . RE; ...... ...... . . TEMPORARY TENT STRUCTURE FOR: •••••• 0000• BARRY UNIVERSITY """ • '••"'. .... ..... TIFFANY DUMANT ' ..... .... .... • 11300 NE 2ND AVE . .... ..... MIAMI FL 33161 ......... • .. . ...... Date:10/21/19 • • • . . ...... a0000• TO WHOM IT MAY CONCERN ..ease As part of the attached wind load calculations for the referenced Temporary Tents, this letter shall as my certification that said structure is in compliance with the provisions of 2017 Florida Building Code Chapter 31, NFPA 102 Chapter 8. Based on these calculations, I hereby certify that the supporting guys, stays and stakes for the above referenced tent will remain "in -place" for design pressures based on a wind speed design of 105 mph, 3 second wind gusts, FOR PRECAUTIONARY MEASURES, IN THE EVENT THAT WIND SPEEDS ARE FOUND TO BE APPROACHING 40 MPH, THE CONTRACTOR HEREBY AGREES TO REMOVED THE TENT FABRIC FROM THE TENT FRAME AND SAFELY SECURE SAME. I hereby certify the capacity of this design as meeting or exceeding criteria set forth in the 2010 Florida Building Code 2017, chapter 31 and NFPA 102 Chapter 8 relating to Temporary Tents. If you have any questions after reviewing this report, please feel free to call me at my office with 305-898-9995. Please do not hesitate to contact me, if you have any question regarding this report. Masood Hajall, PE PE License number 82038 5300 NW 85th Ave. Doral, FL 33166 Cell: 305 898-9995 FL, q o Z32038 �� F 4> Ca& Eng&w%�W Rope Diameter Sin Chart (djmw used for F""cols mop btoOeund"a041twN •....• oamamon to i dew Ow to d#kgw n in O es • • • • POLYPROPYLENE ROPE HAS A BALANCED CONSTRUCTION, MEDIUM LAY, GOOD STRENGt#,•:- MODERATE STRETCH, LIGHTWEIGHT, BUOYANT, AND HAS EXCELLENT HAND ;= IGVOT ABILITY. "• • 7.;" 1ii 11;sIr Los. Per 600' I l ,iO 1 7 1' 1.9ou Ib$ 11 2,700 1bs 17 '.iw lbs 23 =.IfJ1J If_�� 7 m lit" TW' =' 3/4" ).50U lbs l 1.500 lbs 2.000 IL1US <l 90 Poly hope Specs - Teats 3131 S.W. 4Ah a . �lis 401, FL 33314 4 (93sf NT. Rodbr U.S.A.. Ina. • • • • • • 1954 Noah 3ah road ®ATE; 02-22. . : •' • •: AollyWood. Roddy 33021 ... ... .... '''•.: Attn: Mr. Jim Banes LAB g: AW(k'1....' •....• . ..... ...... PACK - .... ..... PROJECT: Dora( Resort & CGUrdly Cinb • ' P�avillcrt Arta GCB; R. Bla m • • • • • • • 4400 N.W. 87th Avehue • • • • • • Mlamri. Florida MR: 11:30 = 12-b •"• ...e • nQQ.Q4a.aO rsrsrsvo �RQ a.D 0�65C�67ZIIg0 G C.St7.naa.. GOo+700CGdeCCme.e.��:JOa..mtflastm mer.np aORast ea w 7.40r.';� � Pursuant to your request, All Stela I�nglnwbW & T"ifing Cog, tna conducted one (ij� tent S�iw ;nnll- tesi at the above Llegad project. The etalaca wll1 be ltailod the sandy soil. 7U putp o" of the test was to aioasord the u 1R eGebl or ehrrniwm plata9 tlw sod end cand{tiott. The ttscln4 w� eoredue4cd thrvagh tine use dot' a ce �a rent stake fit�sllyd it the above $c Jack and dial gauge. no Jack ws positioned on an appaiatut brldging the tested pinto. rvd was extoWed through the canter hole jack ram and secured wide WAA*fs attd note. The Uplift nload was applied ac a slow gcadual rare Until failure. Test #1: Tent Stake.- 12r &, rt 4' long Substrate. Sod and mY soil Maximum Em& 2770 fbf Cunmr"* M10 above listed load wag held far one (1) Vdnbte. 4=,:-, ` . RakinrL""- �1mt, P.B, Reg, State of Florida 051484 ii Y0K8N :AWQ Calculations Prepared by: Date: Oct 20, 2019 FileLOcation : Basic Wind Parameters Wind Load Standard Wind Design Speed Structure Type MecaWind v2323 www.meca.biz. = ASCE 7-10 Exposure Category = 175.0 mph Risk Category = Building Building Type General Wind Settings = ASCE 7-10 Wind Parameters Incl_LF = include ASD Load Factor of 0.6 in Pressures DynType = Dynamic Type of Structure NF = Natural Frequency of Structure (Mode 1) NF = Natural Frequency of Structure Alt = Altitude (Ground Elevation) above Sea Level Bdist = Base Elevation of Structure GenElev = Specify the Elevations For Wind Pressures SDB - Simple Diaphragm Building MWFRS = Analysis Procedure being used for MWFRS C&C = Analysis Procedure being used for C&C Reacs = Show the Base Reactions in the output MWFRSType = MWFRS Method Selected Topographic Factor per Fig 26.8-1 Topo = Topographic Feature Kzt = Topographic Factor = C • • •••••• = EnQl�s!^do • • • • •••••• • •• •••• • •••••• • = Trvq•• •••• •• •••• • • = R�Q • • • • •••• ••••• = li iiHi = 1. Oi0 t; •• • ••• • •i•• • = OMCP ft •• • •...••. • = Mean Roef Ht • • ••••i• = False • :••••• = CK i'r P� 1 • • •••••• = Ch •30 Pit 1 i •••• • • = False •••• = Ch 27 Pt 1 - None = 1.000 Building Inputs RoofType: Building Roof Type = Gabled Gabled = W Width Perp to Ridge = 40.000 ft L Length Along Ridge = 100.000 ft EHt Eave Height = 8.000 ft RE Roof Entry Method = Slope Slope Slope of Roof = 1.0 :12 OH Specify Roof to Wall intersections and Overhangs= None Parapet Type of Parapet = None Theta Roof Slope = 4.76 Deg Par is there a Parapet = False OH -ALL None = 0.000 ft OH ALL None = 0.000 ft OH ALL None = 0.000 ft Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 900.000 ft At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1- 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.650 C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part l: Theta = Roof Slope in Degrees h = Mean Roof Height: Theta <= 10 Deg use Eave Height Zh = Mean Roof Height for Kh: h + Base Dist Kh = Since Zh<15 ft [4.572 mj --> 2.01 * (15/zg)^(2/Alpha) Kzt = Topographic Factor is 1 since no Topographic feature specified Kd = Wind Directionality Factor per Table 26.6-1 GCPi = Ref Table 26.11-1 for Enclosed Building RA = Roof Area LF = Load Factor based upon ASD Design qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF qin = For Negative Internal Pressure of Enclosed Building use qh*LF qip = For Positive Internal Pressure of Enclosed Building use qh*LF Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method Gl = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht Izm = Cc * (33 / Zm) 0.167 Lzm = L * (Zm / 33) Epsilon Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Used in Analysis G = Lessor Of Gl Or G2 MWFRS Wind Normal to Ridge (Ref Fig 27.4-1) h = Mean Roof Height Of Building - 4.76 Deg = 8.000 ft = 8.000 ft = 0.849 = 1.000 = 0.85 _ +/-0.18 060.86 sq f� 00+JUG©oB��I = 33.94 psf i �.•�`�-� ego 33.94 psft; \GEN = 33.94 P [JO 82033. �® i a I1 0 = 0.85 a `0 P a m STAB = 15.000 ft0.228 •�/ 0 0.929 = 0.888 cr;;�age�a = 0.850 I d/ P (,) = 8.000 ft RHt = Ridge Height Of Roof = 9.667 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 100.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 40.000 ft L/B = Ratio Of L/B used For Cp determination = 0.400 h/L = Ratio Of h/L used For Cp determination = 0.200 Slope - Slope of Roof = 4.76 Deg Roof_1 = Roof Coeff (0 to h) (0.000 ft to 8.000 ft) _ -0.18, -0.9 Roof_2 = Roof Coeff (h to 2h) (8.000 ft to 16.000 ft) _ -0.18, -0.5 Roof-3 = Roof Coeff (>2h) (>16.000 ft) _ -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient Using L/B = -0.50 Cp-SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf • • ----- --------- 600000 8.00 0.849 1.000 33.94 0.18 16.97 -20.53 -26.30 37.51 910 ••• • Wall Wind Pressures based on Negative Internal Pressure (-GCPi) -6Ndkt82 to Ridge All wind pressures include a load factor of 0.6 •••••• • •••• •••• Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimuut ••••• •••••• Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ••:••i •••:•• ---- ----- ----- ----- ------------- ------- ------ -------JA •• •• • 8.00 0.849 1.000 33.94 -0.18 29.19 -8.32 -14.09 37.51 9.6400000 0 Notes Wall Pressures: •••••• Kz = Velocity Press Exp Coeff Kzt = Topographical Factor i ••• • qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient • i •••• Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi •••• Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Intl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp_min Cp max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min* Pp_min* Pn_max Pp_max £t ft psf psf psf psf ----------- ------ ------ ------ ------ --------------------- -------- -------- Roo£_- (+Y) 0.000 8.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof-2 (+Y) 8.000 16.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof 3 (+Y) 16.000 20.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp_Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp max = qh*G*Cp max - qip*(+GCPi) Pn_max = qh*G*Cp_max - qin*(-GCpi) Pp min* = qh*G*Cp min - qip*(+GCPi) Pn min* = qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface MWFRS Wind Parallel to Ridge (Ref Fig 27.4-1) h = Mean Roof Height Of Building = 8.000 ft RHt = Ridge Height Of Roof = 9.667 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 40.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 100.000 ft L/B = Ratio Of L/B used For Cp determination = 2.500 h/L = Ratio Of h/L used For Cp determination = 0.080 Slope = Slope of Roof - 4.76 Deg Roof_1 = Roof Coeff (0 to h) (0.000 ft to 8.000 ft) _ -0.18, -0.9 Roof_2 = Roof Coeff (h to 2h) (8.000 ft to 16.000 ft) _ -0.18, -0.5 Roof 3 = Roof Coeff (>2h) (>16.000 ft) _ -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient Using L/B = -0.28 Cp-SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ---- ----- ----- ----- ------------------- ------ -------------- 9.67 0.849 1.000 33.94 0.18 16.97 -14.04 -26.30 31.01 9.60 8.00 0.849 1.000 33.94 0.18 16.97 -14.04 -26.30 31.01 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ---- ----- ----- ----- ------------- ------- ------ -------------- 9.67 0.849 1.000 33.94 -0.18 29.19 -1.82 -14.09 31.01 9.60 8.00 0.849 1.000 33.94 -0.18 29.19 -1.82 -14.09 31.01 9.60 0 • Notes Wall Pressures: • ••• • Kz - Velocity Press Exp Coeff Kzt = Topographical Factor •• • •••••• qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press CoefffefVo • Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip•+OMEPi • Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leewauad•Press •••• * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied tooV" a •••••• + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Sur+,Wcv•• •••• Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi=•• 40 a%* l to•Ridge All wind pressures include a load factor of 0.6 • • • • Roof Var Start End Cp_min Cp max GCPi Pressure Pressure Pressure PrglSu't • Dist Dist Pn_min* Pp_min* Pn max Pp_max • • • ft ft psf psf psf psf•••• ----------- ------------- ------ ------ --------------------- -------- -------- Roof_- (+Y) 0.000 8.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof-2 (+Y) 8.000 16.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof 3 (+Y) 16.000 100.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp_Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp max - qh*G*Cp max - qip*(+GCPi) Pn_max = qh*G*Cp max - qin*(-GCpi) Pp_min* = qh*G*Cp min - qip*(+GCPi) Pn_min* = qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge 2 = Vertical * The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface WIND UPLIFT CALCULATION: TENT SIZE: 40 FEET BY 100 FEET (BAYS @ 10 FEET C-C) ANCHORING STRATA: GRASS (SOIL) STAKES @ 10 FEET C-C DESIGN PRESSURE: 20 PSF SIDES: ARBITRARY AREA OF EACH ATTACHMENT: 200 SF UPLIFT FORCE: 4000 LBS USE (2) 1 k X 48" STEEL STAKES CAPACITY OF EACH 1 k X 48" STEEL STAKES: 2770 LBS CAPACITY OF (2) 1 1" X 48" STEEL STAKES: 5540 LBS > 4000 LBS OK CORNERS AND ENDS: ARBITRARY AREA OF EACH ATTACHMENT: 200 SF UPLIFT FORCE: 4000 LBS TOTAL ATTACHMENT: 5 EACH UPLIFT PER ATTACHMENT: 800 LBS USE (1)1 k X 48" STEEL STAKES CAPACITY OF EACH 1 k X 48" STEEL STAKES: 2770 LBS > 800 LBS OK TYPICAL ATTACHMENT SECTION SIDES VCI4CIV1L 1\\J 1 G0. QQD a J'N t Q `,✓ P WIND PRESSURES HAVE BEEN DETERMINED BASED ON o . , , co ASCE 7-10, WIND SPEED OF 105 MPH, EXPOSURE C. a>' THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE®'�'�� FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF FBC 2017. DESIGN CRITERIA OR SPANS . � p `, BIGGER THAN STATED IN THE PLANS MAY REQUIRE o - tJ ADDITIONAL CALCULATION AND CHANGE IN THE PLAN. = r.: ,� Go := b - CALC ENGINEERING SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE THE WORK AND DESIGN UPON DISCOVERY OF ANY INACCURATE INFO t PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. NO EXTRA LOAD IS PERMITTED TO APPLY ON THE a a tna o e STRUCTURE AT THE TIME OF INSTALLATION. - CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE N Z IMPOSING LOADS ON ROOF INCLUDING BUT NOT LIMITED o 2 U TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER w -5 DESIGN CRITERIA - ALL COLUMN MEMBERS TO BE 2.5 INCH GALVANIZED, Q ❑ U fn CD it ❑ ❑ MINIMUM J" THICKNESS. - ALL BEAM MEMBERS AROUND TO BE 2 INCH GALVANIZED, MINIMUM k THICKNESS. • - ALL INCLINDE MEMBERS TO BE DOUBLE 2.5 INCH ; • • • • • • • GALVANIZED, MINIMUM J" THICKNESS. " ;� • ; • CORNERS ��10, 1 10'1 —101 ---T 1o'----F--1o' I lio'-----T-10'� CORNERS 0 ENDS 0 0 CORNERS 0' 1 10, l 10. l 40, l 1 PLAN SIDES r 1 10'CORNERS 10' � NOTE: FOR PRECAUTIONARY MEASURES, IN THE EVENT THAT WIND SPEEDS ARE FOUND TO BE TEMPORARY STRUCTURE CANNOT BE INSTALLED APPROACHING 40 MPH, THE CONTRACTOR HEREBY AGREES TO REMOVED THE TENT DURING THE HURRICANE EVENT WIND WINDS SPEED HIGHER THAN 105 MPH FABRIC FROM THE TENT FRAME AND SAFELY SECURE SAME. ENDS DESIGN CALCULATION: TEMPORARY STRUCTURE BASIC WIND SPEED (RISK CATEGORY II) 105 MPH DESIGN BASED ON CATEGORY II EXPOSURE CATEGORY:C 3-SEC PEAK GUST IN MPH WALL PRESSURE: 20 PSF 0 • U- s^• •• ICI w �•t�• • =5 Y• 1 • cam• • U) • .cam 1 } •may •• •Lu m co it Z M Z z0 M 5 } w J Z uLLJ U wmu-c�QO wQ .-tea No 0 of ' w IT (D W 0 N U, CIDC/3 CID CIDm, N w N Zi I- U)ZM o' z � m c/) 0=)0 m ww°Om coF- m' Z<Z;ORRzU -iow— Z LL ch U1 1- tz u.lZ-'vww cnI 0 c�U o' Q0) zQ Uri❑aIll U Imperial Party Outdoor 8295 West 20 Ave I Hialeah I FL 33014 Phone: 305-822-3355 1 Fax: 1-305-489-6400 Email: info@imperialpartyrentals.com Status: Scheduled Created By: Anais Fernandez Delivery Date: Mon, Nov 112019 Strike Date: Thu, Nov 14 2019 Surface Type: Delivery Method: Delivery Delivery Time: 12PM Return Time: 12PM Driver: Location: Mon Nov-11-2019 DELIVERY TICKET # 70556 Barry University Tiffany Dumant 11300 NE 2nd Ave Miami, FL 33161 Phone:(305)899-3057 Image Name Qty Out 7 In Logistics Additional Crew Member 4 Services minimum of 6 people for set up 8 hours included (after 8 hours, $15 will be charged for every hour). Outdoor Department • • • • • • Water Tank • • . 40 see: 96 — *elk*000 • • • Water Tank Cover (White) • •; • 40 .. • • '. Linens " • 'M) ' *ego 0 .. :•• :• •.'•:• Tent30x8O •• • 1. No -Description: White vinyl w/Aluminum Frame ' • : •••••. • • ' -Aluminum Parts: 20- legs 15-101pipes 6-15' Tross 4-21'Tross 4- comer 2-7 way crown 14-b 6-Tranques 4-T 1 white cover 30x80 Permit Handling Fee 1 Services Permit Engineer Drawings for Tent Installation 2 Permit City Fee Subject to Change Accord. to City) 1 Printed on 10/31/19 07:00 am Order# 70556 Page 1 Imperial Party Outdoor 8295 West 20 Ave I Hialeah I FL 33014 Phone: 305-822-3355 1 Fax: 1-305-489-6400 Email: info@imperialpartyrentals.com Customer Notes/Instructions Installation Notes Location: Mall area Presidential Inauguration Event Date: 11/13/2019 •••••• Event starts at 12pm 00 • •.•..• NO CHANGES ARE ALLOWED 7 DAYS PRIOR TO ••••• •••• •"•'•• DELIVERY DATE. • . I am an authorized individual representing the interest of: " ••� '..' ; 0000 • . • • (Only for clients that refuse setup and breakdown) • . • • • • •. ' • •• • • -Note that set up and breakdown was refused. This means that at the time of pick up, the chairs, tables 'arOcL:$hions have to be 11 same way they were delivered. If break down is not properly done a $100.00 dollars fee will be charged to the credit card on Ltd!• • "'; Signature of acceptance: •••• -Note that your late pick up is schedule for if we come and the event is still on, YOUR EVENT WILL NOT BE INTERRUPTED, but please, understand that for labor purposes we will have to either reschedule the pickup for next day or a fee of $50.00 dollars per every 30 minutes will be charge to the credit card on file. Signature of acceptance: (Only if damages or shortages) TERMS AND CONDITIONS -NOTE: Customer is responsible for INSPECTING AND COUNTING all items and must do so. Also, Customer will be responsible for any damages or shortages at time of pick-up/return.-If at time of delivery Customer sees a shortage or received a damaged item they MUST CALL MAIN OFFICE and report the item within 3 hours of delivery.-Delivery/Pick-up personnel cannot set or change anything associated with delivery, pick-up or equipment. Any and All Changes must be done by CALLING THE MAIN OFFICE. For our Full term and conditions please visit http://imperialeventrentals.com/terms-and-conditions. Received By: (Full Name) Printed on 10/31 /19 07:00 am Order # 70556 Page 2 -Alar-,swn' -flathumnu Qlm& don 250 famt ficm se7d wav 2S fit of each cdw -0I hmL - MATERML ETA RffARDAM ATTACH TO APPLWAII ON AND MATERML VA U HAVE A TAG ATTACH TO THE VD"LTHE DAY OF INWMMON. A DAYTIME EVENT 90 NO UGHTS WILL BE NEED f in k4wccn it m-,Tb Aj I Lk /20 0'. M-T 0. oc) 12- 1 P, f s� I "Y-r-� IBM No FiEn Mo st"k-Trs In No so* S-Fwqiw. • •• • • . . • • • •. .... • • . . .. . . •. . 000 .. •. ...... . ... . •• .. . . . •• 0. LF5_P3H -&v EVENT NAME: Presidential Inauguration -Al assambl Rath rooms tress than 150 feet from tent - Extinguishers are located every 25 feet of each pother. -tent will be comp Ietely open brat exit signs and non smoking sings will be located at each of the corners a of the tent. - MATERIAL FIRE RETARDANT ATTACKTO APPLICATION AND MATERIAL WILL HAVE A TAG ATTACH TO THE VINYL THE DAY OF INSPECTION. -15 A DAYTIME EVENT 50 NO LIGHTS WILL BE NEED IT. -Walkaway in between tables 48' a tU®�y w Exdnguishm Extinguisher Exrn9misher No ' Smoking ' Exit Exit Sign No No .Smolt ing Smoking Sign Sign extinguisher- e I Exit No No Smoking Smoking No Sign Sign Smoking Exit I , ' Sign Extingulsher • • • • • :.f &Iri¢�IsOc� . • • ....... 00 -•"-F *I • • • • • • • • •• ii•• • • • •• •• EVENT NAME: Presidential Inauguration -Al assambl -Bathrooms tress than 150 feet from tent Extinguishers are located every 25 feet of each other. -tent will be completely open but exit signs and non smoking sings will be located at each of the corners of the teat. - (MATERIAL FIRE RETARDANT ATTACH TO APPLICATION AND MATERIAL WILL HAVE A TAG ATTACH TO THE VINYL THE DAY OF INSPECTION. -IS A DAY TIME EVENT 50 NO LIGHTS WILL BE NEED IT. -Walkway in between tables 48'a EXUnsuishm gxrina ishyr-r No Exit Smoking Exit Sign No No Smoking Smoking Sign Srgn extinguisher EXUftulshet o , Exit No No Smoking Smoking No Sign Sign Smoking Exit Sign • . • • • • -- - - -- . ,. . . . . ... •• new •.gaff • • on 57 LJ .. ••• • . ••• ... .. .•.. . on .. • . • .• .• -- - -- -- ----- -... .-L•-•----a-------------------------------------------- • • • • • • • • • • • • • • • • • • • • 9 • Fictingui Sher % - lei . .r • • • • • • • • • • • •• ••• • • ••• ••• • • •• • • • •• •• 'ES .v.y • • • • • • • • • Y • • ••• • • • ••• • • d nauguration Luncheon t019-11-13 12:00 pm ;• •;• •�• •; �•• �• •� Mall Area • •• •• • • • •• • • • • • • • •• • • • • ••• ••• • • ••• •• •• • • • • • ••• •• •�••....•...•....•......•.•..•••...•.•..•••.••..•..•..••.......•••. •.•••.......................... a .... •.....•..... ����. •••••••�•••••••• •••••';••�•...- '.............. •...... :_....................................• a................................••. •..a �....�•�.; :•..••••' •�•: • •''•..•.....................i.•....................................r.fi...................................... i. •.•..• ••••• ....• .• ....,......r .....r....... r. .... r..... f......, •.•... ...... r ............ • ..... • • • • . • __i°' I f �'� , , • �,� � R' �f •� �d. � • ....�N ��..• • .,9R' �f^, • • • 0 0 0 0 G G 0000000OO .;..�.. .' -- O O O O 00 O 00000 OO::CG <QU OUOOOO 0 ....° 30' x 80' All Y . are. lrr �' �f 0 • ••.�� ••� •••• I � �' 1, � � •�: : } ? t .a � of 1' � }' �o } ,i ••• •.•.�.�••••• '• ••1•.i•.,...•r.y......�iL-..i.i....d.'....�i�,1 R..... 1r'��...ii .... •. 11j 0 .0. 44ii...iA ;hi......Y�1 ......a........••• •.•• •. ••• . 14 ••••••••.................................................................. ............. •.•...... •...... ...............•� •••'•••'••. •'•••.•