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CC-19-450FZECEIVED Miami Shores Village 8 2 8 2019 Building Department artment BY: 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 T Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: FBC 20 Master Permit No.�o ` oZ— Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: /' OWNER: Name (Fee Simple Titleholder): Iy [(.A.N<< �1-i0� UIiLbf-�-L Phone#: -so S - �qS - 2-2-v-� Address: City: Tenant/Lessee Name: Email CONTRACTOR: Company Name: Address: State: City: State: Qualifier Name: State Certification or Registration #: DESIGNER: Architect/Engineer: Phone# Du00EIZ Phone#: Phone#: Certificate of Competency #: _ Phone#: Address: City: State: Zip: Value of Work for this Permit: $ i (33 • GO Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: uN(Ty t w ` t Specify color of color thru tile: b Submittal Fee $ Permit Fee $ CCF $ • CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) 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 OWNER or AGENT The foregoing instrument was acknowledged before me this Z� day of 20 (� by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: APPROVED BY 1 (Revised02/24/2014) 0 SINDIA ALVAREZ - MY COMMISSION # GG 238273 EXPIRES: September 3, 2022 CONTRACTOR The foregoing instrument was acknowledged before me this day of 20 , by , who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: as •**�****r*�*rrr*•*rtsr**•*r*r*******rr***:**:**r*r•** Plans Examiner Structural Review Zoning Clerk Property Search Application - Miami -Dade County Page 1 of 1 . -,@ OFFICE OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-3206-017-2290 Property Address: 9825 NE 7 AVE Miami Shores, FL 33138-2489 Owner MIAMI SHORES VILLAGE M Mailing Address 10050 NE 2ND AVE MIAMI SHORES, FL 33138-2304 PA Primary Zone 8000 COMMUNITY FACILITIES Primary Land Use 8940 MUNICIPAL: MUNICIPAL Beds / Baths / Half 0/0/0 Floors 1 Living Units 0 Actual Area Sq.Ft Living Area Sq.Ft Adjusted Area 4,618 Sq.Ft Lot Size 11,045 Sq.Ft Year Built 1968 Assessment Information Year 2018 2017 2016 Land Value $103,602 $103,602 $103,602 Building Value $160,014 $160,014 $152,394 XF Value $16,260 $16,478 $16,696 Market Value $279,876 $280,094 $272,692 Assessed Value $279,876 $280,094 $272,692 Benefits Information Benefit Type 2018 2017 2016 Municipal Exemption $279,876 $280,094 $272,692 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Generated On : 2/28/2019 Taxable Value Information 2018 2017 2016 County___ -- Exemption Value $279,376 $280,094 $272,692 Taxable Value $0 $0 $0 School Board Exemption Value $279,876 $280,094 $272,692 Taxable Value $0 $0 $0 city Exemption Value $279,876 $280,094 $272,692 Taxable Value $0 $0 $0 Regional Exemption Value $279,876 $280,094 $272,692 Taxable Value $0 $0 $0 Sales Information Short Legal Description Previous Sale I Price OR Book -Page Qualification Description AMD PL MIAMI SHORES SEC 4 PB 15-14 ALL BLK C LOT SIZE 11045 SQUARE FEET The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http:/Avww.miamidade.gov/info/disclaimer.asp Version: https://www.miamidade.gov/propertysearch/ 2/28/2019 T-S Ave £. IN . .... m .�` sOR eo b 13.0500 - Number 201 Journal Type. Sub Ledger G/L Date JE GL 03/01/20 /M iA2 20 k9 19-450 Journal Post Listing Sort By Entry Source Reference Reclassification Journal GIL Date GIL Account Number Account Description Description Source Debit Amount CreditAmount 03/01/2019 001.24.0400.00_322-000 Building Permits Building Permits CC-02-19-450 .00 50.00 03/01/2019 001_208-400 Due to Other Governmental Units CC-02-19-450 .00 .60 County Code Compliance Fees 2.00 03/01/2019 001_208-200 Due to Other Governmental Units CC-02-19-450 .00 DCA Surcharge 2.00 03/01/2019 001_208-300 Due to Other Governmental Units CC-02-19-450 .00 DBPR Surcharge 03/01/2019 161.24.0400.47_322-130 Building Permits Education Fees CC-02-19-450 .00 .20 03/01/2019 001.15.0450.00_329-200 Other Permits, Fees and Special CC-02-19-450 .00 35.00 Assessments Zoning and Variance 03/01/2019 001.24.0400.00_322-000 Fees Building Permits Building Permits CC-02-19-450 .00 50.00 03/01/2019 161.24.0400.45_322-110 Building Permits Scanning Fees CC-02-19-450 .00 12.00 03/01/2019 161.24.0400.46_322-120 Building Permits Technology Fees CC-02-19-450 .00 2.50 03/01/2019 001.24.0400.00_329-110 Other Permits, Fees and Special CC-02-19-450 .00 30.00 Assessments Structural Engineer Fees 03/01/2019 001.72.1401.20.572_49-210 Other Current Charges and CC-02-19-450 184.30 .00 Obligations Special Events - Unity Day 03/01/2019 801_204-001 Equity in Pooled Cash General Fund CC-02-19-450 14.70 .00 Due To/Due From: 001 - General Fund 03/01/2019 801_204-161 Equity in Pooled Cash Special Purpose CC-02-19-450 .00 14.70 Due To/Due From: 161 - Special Purpose Revenue 03/01/2019 001_104-801 Equity in Pooled Cash Pooled Cash CC-02-19-450 .00 14.70 Due To/Due From: 801 - Pooled Cash 03/01/2019 161_104-801 Equity in Pooled Cash Pooled Cash CC-02-19-450 14.70 .00 Due To/Due From: 801 - Pooled Cash Number of Entries: 15 $213.70 $213.70 Run by Holly Hugdahl on 03/05/2019 10:40:47 AM Page 1 of 1 P2c;2,012 0a y co 1 NOTE© ALL SHEETS MIDST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES 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 ' 0 2 "7' " Contractor No. 11 p� �� LL � Jo�/K ,V b Address -��� � cc z o o Last four (4) digits of Qualifier No. Qz 1 � 06 0 (-1 w Folio k �9_qo _9 0 � Contractor Name o �> Lot Block �-a" O Qualifier Name o a Subdivision PBpg ow Address City State _Zip 1 Metes and bounds `^ " ♦ [ ] New Construction on [ ] Demolish / Current use of property Pug uA Vacant Land [ ] Shell Only Description of Work. gPCc(0_( a,dc�C U. 1z 02 [ ] Alteration Interior [ ] Alteration Exterior [ ] Addition Attached I� [ ] Addition Detached I a 0 [ ] Relocation of Structure [ ] Re -Roof Sq. Ft. its Floors a [ ] Enclosure [ ] Foundation Only [ ] Repair [ 'Tent / p JCS Value of Work X l b [ ] Repair Due to Fire MBLD" r1g [ ] Chg. Contractor W Owner M(/ ,xw SC-4�2� ✓f LL��rr W Category l� [ ] MELE D [ ] Re -Issue Q Address /� c > &� _E a z City M(4►u sf(cs•4rS State Zip j3C 29 Re -Stamp Y N [ ] N [ ] MPLU 3 [ ] Revision w Phone cc [ ] MLPG w [ ] Not Applicable for 3 Last four (4) digits of a [ ] MMEC s Fire o Owner's Social Security No. [ FIRE 4 oz Name t �E# �t� '�`� — [' 3 Owner F—a: P z g Address �S b 6_�. N� LOU w Address --� z N a City (d(0!th S� � p State Zi State l Zi �3I w City P wY a s Phone a Phone 4 3�- 1 am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of z J " one -hour. Please c nt t th ire Depart nt for Trent rate. �gCC a 1 st Request. Date: rnwW ccgw 2nd Request: Date: LL W cc Date: V Request: 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 lk CATEGORY BUILDING DESCRIPTION PERMIT TYRE 01 GENERAL BUILDING -COMMERCIAL MBLD 02 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 Y "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 PLUMBING 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 MECHANICAL ' 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 0vot{I v-- t(, A ecA � ,,j11,t- Cvn-c P` V W rrV w(-bC2 (-OGIt° IJCk ,QD(.t G t/. ►trtution Park I a G 0 - - — rand Conc Urs lC� OF�„ �he2O�e 11.. � o^ � h P�Ywoclj b�; ❑ ® ,jZl ea1{i,�ki� $ox#o O 'i ESE✓ , LA /r, O ❑� A L01 ( . 1 W �Vc tami s Recreation Cornp� , .1 Miami Shares • • • • • • • • • • • • • • • • • • • • • • K-9 ... Demo •• .; 0 *:\ — 0 0 .... 1 : .'..'. • 1 Miami Shores geu/(s 16 Pi .... .:.: • •: Miami Shores Unity Day March 2, 2019 - 11:00 AM - 4:00 PM Angela Dorney (305) 582-7970 Chris Miranda (305) 525-9436 Fr� tt� 10x10' pop up ticket booths --10'x10' vendor spaces -30'x30' pole tents (2) - coke trailer 4r Deco V i• M MIAMas�.r,XO) "'CUEPARTMENT yl�C. pEu�*R / I FIRE sypp A� AARM_ kES5�0,�- WATFR AAj%fi RAj WATER MAlly —1 t � I CL (aoce & APPROVED M1AMI-pACE COUNTY FIRE DEPAR7MtipIT.. •. • . • .. . . .. . . . . . FlRE AtJ1RMy.�� .. .. BLDG. PERMit �yAiER 1N FXT• FIRE SUPPRESSION_J___•- ... .. v I asc� • .. . •.. • jlY1 �cs�n i Shy .. ... ..� j e BY: .. . DATE • ... .... ....... . . ..... . ... .... . . .... . a �► ....... . .. .. . ......... . .. .. .... . .. 3v � • ... �� Elec'c- F MIAMI-pq�� �� ����'!f� �j OLYPARrML-Nr BLDG. PERMR_/ FIRESUPPR FIR,EAIARM ID4-1 *ArER MAIN DATE; aY L C� 1 �-o-m� a`� V�lta Q av_ Mn-a- Z • ?.a [9 60 • .. ... .. . .... .. ••• •.• . . . .. • • ... . . .. .. . . . . • . ..... . ... . ...... . .... .... . . .... . _Oli w 2 C" O pt RE. CEIVED FE ,2 8 2019 BY: 9825 ?MLW,,.j>Vm. %--� VA 14ru S"Cams 1 V�owst So - 7y a ti lei I 1, of shores Villaie d.-f'gOVED BY DATE _ I- 10,71ING DEPT q B'-D:ADEPT r , w f i.,N:1T TO .;O'V:PLIANCE WTH ALL FEDGRAL ," AF _ MIu CC:-)NTY RULFA AND REGULATIO Miami Dade Fire Rescue Special Request Plans Review Office: 786-315-2771/Fas: 786-315-2922 Note: Our department will make every effort to, have Fast Track review within 3-5 business days and Drop Off review within 9 business days. I have read the above NOTE and I am requesting a Special Request Plans Review (SRI) to be scheduled as soon as possible at the rate of $215 for the first hour and $73 per each additional hour in addition to the review .fees. Minimum charge one -hour. Date: -7 1-1 V' I 1 si Project Name: Process Number: Yyl ��� ` 0 0 Print Name: C�� S �'c� (� �s IZ' d'l.t ✓L A,-A7 A - Signature: Contact Phone # 1: 9ffA #2: For office use only: Application Received By: Date Application Received: Date Plan Received: MIAMI SHORES EVENT TENT STRUCTURAL CALCULATIQN$ •::::• •• FOR TENT STAKES ':•' :::: :•••�: ...... . . .. .... .... ..... ...... ... ..... . . . . .... ... ...... ...... . . . . . ...... Prepared by 7-.tF- LO I N-TERN,,!-r-1-4T I) NAL FEBRUARY, 2019 SEAL, r 1- h Date: C Z.?1 1- S.-_ ( -•!� JANtES R.,'ROSALES; P.E. STRUCTURAL ENGINEER P'E:, No. •5405 201 Alhambra Circle, Suite 900 Coral Gables FL 33134 (305)587-1888 TYLUMINTERNATIONAL Project: — Item. _ Job No. Sheet: of _ Designer_ _ Date: — 2_ _ Checker: --fi_ Date: Grid: 1 / 10" Windward (X) = 4 psf (Form attached Output) Leeward (Y)= 0.7 psf (Form attached Output) Tributary Width= 10 ft •••••• •••••• Beam Length = 16.02 ft Angle = 26.5 deg •••••• •• •••••• Column Height = 9 ft ...... .... . .. ..... Fx= 640.8lbs •••••• •• %•:••� Fy = 112.14 Ibs .. .. .. . ...... . . . . ...... Fx vert = -573.5 Ibs Fx horiz = 285.9 Ibs • • • Fy_vert = -100.4 Ibs Fy_horiz = -50.0 Ibs Wind Force Height = 12.57 ft Total Horiz. Force = 235.9 lbs Angle Stake = 53 Force Cable = 392.0 Ibs (Pullout Force) FS = 1.5 Required Pullout Force = 587.9 Ibs � Stake Embedment = 24 in Correction Factor = 0.54 Correction Factor = 0.85 Load Angle (53-deg Max.) Pullout Capacity Required = 1281 Ibs This Capacity corresponds to Medium Dense to Dense Soils; hence OKI!I i Page 1 of 9 I T I TYLONINTERNATIONAL Project: Item;: Job No. _ Sheet: of Designer: JiL Date: eZ ^� — Checker: — 'E Date: Grid: 1/10" WINDWARD WIND DIRECTION / / / / / / 83° LEEWARD Page 2 of 9 _ — I 41 Increasing the height of the stake knot above the ground decreases stake holding capacity 5.1 Holding power varies with anchor types 51 DOUBLESTAKINO Double staking is the practice of driving another stake a short distance behind the primary stake and close -tying both stakes together with the free end of the guy rope .Ac;tunAa r 71- f— I rawvn j U Ara zrco.orw vewum sscoo.Ar rua srw¢ sru• A rule of thump for double staking suggests that the distance between stakes be equal to one-third the depth of the stakes in the ground. ad•tF SLweIG TCJ A.ae tIrM,A el1(t00 d I1018 tF to a0u911 � toe Compliments of Cogngnr 2— by dta Tan' r:enlal Division at the IMusn,a, Fa briCS Assoc aticr Eternal anal All rights reserved. No part of the contents of this handout maybe reproduced or transmitted in any form or by any means without the written permission of the pub: -her. NOTICE AND DISCLAIMER Industrial Fabrics Association international makes no representation or Warranty either express or im-lied as to Ill the .mess for any ,:.,JcUar purpose of any of the information, deasyns, or standar. • contained in this manual or any products manufactured or constructed in accordance therewitf•, or 121 merchantabitiryolanywithinformitlm. de��ns,sLndards.orproours; or 131 the accuracy, quality, or m ability of any such information, designs, standards, products. The use by any ird_zld *, or enb,y of any such information, designs. standards, orpt od,_I cnrrx:taesan acknowledgme^t and agreement by such individual or entity thaCndusiral Fabrics Assu.lation Internat,mal h,s made no representation or warranty w,lh respect to the fitness. merchantability, or qua ity of such �nlomatbn, designs, standards or procucts 1 is handout supplements any msln.clions or warner gs that are provided by 'he manufacturer of the tent You should consult the manufacturer's ins.ructions and warnings ewh time you lnstad a tent This handout does not repace ;he marufacturers instruct -ins and wamings :f you are unable to locate any instructions or war.,ngs, crrisu.' your rental agent or the marufacture• To avoid personal b.jury or property damage. read and follow the manufacturer s nstru:, nrs and worn-gs and the s-^plenent information contained in the IPA Procedural Handbook for ;hr Safe'nsta.tation and Ma'-•e.ance c' Tel.tage before you instal' a tent n'„e e 1 there ;s a ce,,flict between the marwfi:hirer 5 instructions and war,:ngs and the instructor oonta;neu in s manual, a"s k cwthe marufaclurero,nstrud.ons andwarnings 11tf/I eMWrWraorn'b Aswcu,q I,:em­,c,ul )rat C.v'M as a wee I4r.r ru 5l:,ity sas QTent Rental MDivision I FAI f •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • Wit! •• Y I •• ••• • ••• ^••• • y • • • • • • "• •' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • a A) Systematic Approach to Stakes 1.) The larger the stake diameter, the greater the holding power. _J_ P IF` —"A �J r.., r, 2.1 The deeper the stake, the greater the holding power. n 3.1 Optimum guy rope angle provides optimum holding power. CORRECT 14CORRECT l e i 01 Estimating Pullout Capacity of Tent Stakes An outline for estimating pullout capacity for tent stakes is described in this pocket guide The complete Staking Study Sr,mmaryis included in the IFAI Procedural Hcndbook for the Safe Insta-ation and Mamte-znee of Tentsge available for puchase by visaing www.bookstore.ifar.com. Pullout Capacity for a Single Stake The method estimates the stake pullout capacity for a 'baseline- stake, and then applies correction factors for conditions that vary from the baseline case The baseline case for a tent stake is as follows: 11 stake diameter is 25mm If 0 inch; 21 the side of the stake is smooth 31 the steel stake is driven vertically 41 the stake is embedded (driven) 915mm 136 inches) in the ground 51 The road is fastened at 51mm 12 inches] above the ground surface, and 6) The load is putted at a 45 degree angle. Estimates of Pullout Capacity for Baseline Case The strength of the soils is an important detail for estimating pullout capacity. The penetration resistance offered by the tent stake during installation provides a rough miscue for the strength of the soil and is based on the average penetration of the stake per blow (for the first 508mm 120 inches) of embedment) with a 16 :b sledge hammer using a normal swing. Table 1 provides a rough relationsnip between penetration resistance soil consistency, and pullout capacity fur a baseline Two important details and cautionary notes about using Table 1 for estimating capacity are: 11 Tatta 1 requires a subjective measure (Stake Penetration Reratancel for estimating pullout rapacity. More accurate and precise methods are available and given in the IFAI Tcnl Staking Report However. the -tore accurate methods require a greater effort for determining soil strength 21 Table 1 provides a relationship betweer di 'ng resistance and baseline stake capac,ty, for the soil conditions at the time of drtvtng If the stake is driven during dry conditions, and then the ground becomes saturated, a toss of soil strength and pullout capacity w.1 resuit The loss of -D soil strengtn is not possible to predict vim confidence pt ti.i out an extensive soil lestitig or stake pullout testing lD pro;ram. However, results rrorr the IFAI te-t slaking A study indicatethatthe putlaulcapacity ofstakes driven in O saturated ground are about one-half the capacity of'.he tp stakes driven in the same ground under dry condit.. is Field Indenlification• Pullout Stake Capacity for Consistency penetration Bascane 'oil Resistance Case.Plkgs.l Resistance (mm-ins per Now -1 • Indented with less 1134 Very Densel `thumbnmbn h by than Smm t2500 ibs; tail (02"I Very 501 R.a Sy 5-13rnm 721 IDe, -1 inda..ed by A 2-C 5 1 (16691bs1 tn„mhnail Readity 51u'f indented by [Medium- thumb but 13-38mm 363 Dense) penetrated (3.5-1.5-1 IEOOtbs) onty with great effort t.an be Medium pe..eaated 33-76mm 141 IMediuml several inches 11 c 31 1400 lbsl tw ,r mb ..in m dwate effort Easily Soh penetrated 76-152mm 91 (Loose) several riches 13-6-1 1200 Ibis] by thtmb fat.y grer-er very Sah p•-ekated than 1" 'min 45 ;Very L--se) 'eve",x. hes 161 11001bsl by,•,mn *Note- Feld.dem;5wtior is su les,ive For nne-granted sods• use ouh'heverml desr-ip' - am them .metres per b� iwto s,,e.t the appropriate consW itncy of soilto select the baseline rapa_,fy For course -grained sods• use the pene'-at on per blow to assess soil insistency. -Note. Sake Pere on Resistance is based on the average penetration of the stake per blow with a 16 tb sledge iiamme-with a no —at swing i Adjusting Estimated Capacity for Conditions Different than Baseline Case The pullout capacity for a stake that is difrerent from the baseline case can be estimated as the baseline capacity multiplied by factors that adjust for the variation in conditions from the baseline (such as a different stake embedment, stake inclination, stake diameter, fastening height, and pull angle). The pullout capacity for the stake can be determined as the baseline capacity, multiplied by the appropriate adjustment factors as follows: P = Pb x Ce x Cf x Ci x Cl x Cd < 1134k9s (2500 ihs) Where P = pullout capacity for a single stake, Pb = pullout capacity for a standard stake (the baseline casel, Ce = correction factor for embedment depth. Cf = correction factor for fastening height, Ci = correction factor for stake inclination, Ci - correction factor for load angle, and Cd = correction factor for stake diameter. The appropriate correction factors can be obtained from the Tables below. Correction Factor for Correction factor for Embedment Stake Inclination Stake Ce Stake Inclination Ci Embedment Imrnl 9'4136'1 100 For sake angle from 0 to 1.00 114 134.1 092 IS degrees 8131321 0.84 For •joke 7.2'10'I 076 an .fegiees 077 711 (28-1 0.69 660 (26'I 0 61 Correction factor for Stake Diameter 613(24-1 0.54 Stake diameter (mm) Cd Correction Factor for 25mm 111 1.0 Fastening Height 29mm I t' 25 1 1 1 Fasri�runq Cf Heigt:t Imml •%-112-1 =orgrr�p�actor for • •' • 0t� • • • • • • • •as•Angtc �•• •••~ f••• ••• 011^1 P,-II • Ifror-. CI 152 (61 0 96 2-318') 094 :5dedreesiltt IVI 100 ••_ ••-• • 4llyi85 � Z ••• ••• t • 00o(I.1 • 0•'o • • • • • i • • • • • •• • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Group Co-iigurat,on Effectiveness Factor Douo.e St. king 122 Three Stakes mstalfed In a 1— 276 per peno uter to d.rection of pull Time StaKes instalted in a line perpenutcutar to direction of pull 2 66 are it med at 15 degrees Six Stakes irtstat:ed,: a line 4 6e perFenri,, i•iar lu di,- •an of r Four Slakes instafted in two columns and 348 two taws and connected with a gang plate Sir Sakes nstalled n two columns and three lows aM onnened 456 with a gait ,.late Note. Table 2 requires the stakes in the group to satisfy the cond;tions set for the baseline case Table' E :� _.-°acwr +,.-C�o�p $.di•Es R;bbed vs. Smooth Stake Results of the testing program showed no significant difference in pullout capacity between 25mm 11-inch) diameter steel stake with smoow� s,Je_ and a 25mm 0- nchl steel stake with ribs for most puCout tests. However, structural yielding i, the ribbed stakes occurred at pullout loads Power [halt the smooth steel stakes because of the difference in the structural strength Accordingly, the pullout capacity of ribbed stakes sh3uld be limited to a pullout capacity no greater than 726kgs 11600 tbs) Determination of Capacity for Group Stakes The pullout capacity of group stakes can be estimated by multiplying the baseline capacity of a single stake by an -effectiveness factor' as follows: P9=PbxEf Where Pg •s the capacity of the stake group, Pb is the pullout capacityy for a single stake under baselinecondition, and Ef is the effectiveness factor for the group of stakes The effectiveness factors for a group o` stakes can be determined using Table 2 Project Name: TENT Location: By: TYL I Start Date: Feb/2019 Comments: ..\551480.00\500_DSGN\75 Structures\Tent 45mph.wls Page 5 of 9 TENT February 27, 2019 ASCE7-10 Local Information Wind Dir. I Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 45 mph Topography: None . . .... ...... .. . ...... . .. .... .. .0000: .... .. . .... . .. ..... ' ' Optional Factors ...... .. . •.•.• .... ... ...... ...... This ' ' ' project uses load combinations . . . . ...... from ASCE 7. go. • • •••••• .. . WLS4 -- [1.8] Copyright© 2020 SDG, Inc. Page 1 of 9 Page 6 of 9 TENT February 27, 2019 Section - Main Section Enclosure Classification: Open ASCE7-10 Wall Length(ft) Overhang(ft) 1 50.0 0.0 2 30.0 0.0 ___. —ITop 3 50.0 0.0 W2 4 30.0 0.0 '••' W1 A B W3 ; .• . .' ave Height: 9 ft •••••• •• •••••• Parapet Height: 0 ft •••••• Parapet Enclosure: Solid W4 ••.. • •• ••••• • • • • • • • • RigMt� • • � • Front..•... Roof Shape: Pitched 4 . Roof Slope(:12) W1 Wa W3 W4 W3 W2 WLS4 -- [1.8] Copyright © 2020 SDG, Inc, Page 2 of 9 Page 7 of 9 TENT February 27, 2019 ASCE7-10 Composite Drawing V2 WLS4 — [1.8] Copyright© 2020 SDG, Inc. .. .......... ..... ............ . . ...... ...09 ..... • . . • be • •••••• • • Page 3 of 9 Page 8 of 9 TL N T February 27, 2019 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 # Surface I z (ft) q (psf) G I Cn I GCpi I Ext Pres (psf)j Net w/ +GCpi (psf) I Net w/ -GCpi (psf) 1 Windward Wall N/A 2 Side Wall N/A 3 Leeward Wall N/A 4 Side Wall N/A A Case A - Clear Flow Windward Roof 12.8 B Leeward Roof 12.8 3.7 3.7 0.90 1.20 0 0.20 4.0 0.7 C pS� • Case A - Obstructed A Windward Roof 12.8 3.7 0.90 -0.90 0 -3.0 """ " ' B Leeward Roof 12.8 3.7 -0.90 -3.0 • Case B - Clear Flow .' . • A Windward Roof 12.8 3.7 0.90 -0.10 0 -0.3 ' B Leeward Roof 12.8 3.7 -0.90 -3.0 Case B - Obstructed A Windward Roof 12.8 3.7 0.90 -0.50 0 -1.7 B Leeward Roof 12.8 3.7 -1.40 -4.7 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. WLS4 -- [1.8j Copyright © 2020 SDG, Inc. Page 4 of 9 0 Page 9 of 9 14' 4" 1 4' 4" 0 J *---- � 41 V 16'1;4" CABLES +---t 16'1/4` 4—CABLES — — _ 14'4*' ;4'4° ECONOMYTENT 1 NTEF;ZNATIONAL AN PZMC.I.i COMPANY Frame Sketch 30' x 50' CLASSIC 4 9'4" x 2" Side Bars 8 14'4" x 2" Side Bars 2 9'4" x 2" Top Bars 4 21'8-1 /4" Double Barrel Truss 8 16'1 /4" x 2" Mid Rafters . • •. 4 Steel Corner Fittings.•. •••••• ....:' 1 Steel 4-Way Top F.itLP4 : '..' .•••:• 2 Steel 6-Way Top EX�a:'sion Fittings ;••••; 8 Steel Mid Leg/Ratlef-Filtingq- '••• ••••• 12 7'- 9' Adjustable L...... �� : J �(��.1M/ Baste.•.' ••��� ...... 1 Cable for Cross BVCit- '• . . . . ...... 12 30" Steel Stakes :""' • 12 14' of 1 /2" Rope • - - - - - - - Additional cross bracing recommended TP. 800-438-3226 1 EM: sales@economytent.com I economytent.com YENAN TOMAS LEYVA PE # 67416 7066 SW 44th Street Miami, FI 33155 TEL.786-326-9877 FAX.305-485-9011 FINAL SUMMARY REPORT CLASSIC FRAME TENT SYSTEM 1.- SUMMARY 30' X 30' WITHOUT SIDEWALL-------------- 2.- SUMMARY 30' X 30' WITH SIDEWALL ------------------- 3.- SUMMARY 30' X UNLIMITED WITHOUT SIDEWALL---- 4.- SUMMARY 30' X UNLIMITED WITH SIDEWALL--------- 5.- SUMMARY 40' X 40' WITHOUT SIDEWALL -------------- 6.- SUMMARY 40' X 40' WITH SIDEWALL ------------------- 7.- SUMMARY 40'X UNLIMITED WITHOUTSIDEWALL ---- 8.- SUMMARY 40' X UNLIMITED WITH SIDEWALL--------- 14 pages ;••;•; 15 pages • • 15 pages •••••; 16 pages 14 pages 17 pages 17 pages 18 pages YENAN T. LEYVA, P.E. 7066 SW 44th Street Miami, FI33155 FINAL SUMMARY REPORT CLASSIC FRAME TENT SYSTEM (30' Wide Unlimited Length with Sidewali Model) •7.• s• • EXCLUSIVELY FOR: ECONOMYTENT INTERNATIONAL YENAN T. LEYVA, P.E. 7066 SW 44th Street Miami, F133155 MATERIALS: Members: Aluminum Alloy 6005-T6 Ilowable Stress for Components: Bending: -For round or oval tubes: Fb = 24000 psi Unwelded Metal Shear Fb = 12000 psi Unwelded Metal Elasticity Modulus E = 10100 Ksi Members: Carbon Steel Gator Shiel Fy = 60 Ksi Allowable Stress for components: Bending: Fb = 33000 psi Shear Fs = 20000 psi DESIGN INFORMATION: Florida Building Code 2010 Aluminum Design Manual, 2010 Wind Loads, ASCE 7 - 10 DESIGN LOADS: Uniform Dead Load = 2 psf This is the self -weight of the tents' frame, fabric and hardware Wind Load: American Society of Civil Engineers/American National Standards ,/institute ASCE/ANSI 7-10 Wind Load requirements for Wind Speed 105 milesthour (3 second gust Wind Speed); Exposure Class C. (See Wind Load Calculation) YENAN T. LEYVA, P.E. 7066 SW 44th Street Mian►i, 17133155 STRUCTURE DESCRIPTION: 30' Wide Unlimited Length, Frame tube (See SAP2000 Model) Aluminum Pipe 2"x1/8" Aluminum Double Barrel Truss (see sketch) Steel Fitting: Pipe OD 1.66" Ga 14 lb It, INPUT DATA: See wind load Calculation (see sketch) Neg wind load = wnw := 4.5psf will := 8.4psf Pos wind load = wpw := 5psf wpl := 4psf Wall wind load 10.5psf Roof Dead load = Rd1:= 2-psf Roof Dead load from wall attach to vinyl cover = 9' x 1 psf = 9 psf Roof Live load = RII := 5-psf TRIBUTARY LOAD ON FRAME 30' X UNLIMITED TributaryArea Corner =,&:= 125.6ft2 TributaryArea Intermdiate frame = B := 167.7ft2 TributaryArea (Corner). WINDWARD r Wneg := wnw.l 15#t) Wneg = 37.7 l iK4.W= Wneg•{ sin j 27. 3.14161) Fyneg = 17.1 lb 180 J ft LEE\1'ARD ee := %vnl.( 1 ft) Wneg = 70.3 lb • ze = Wneg.( sinl 27.31806)) Fyneg = 31.9 Lb ft Fyneg := Wneg•{ c+7. 3.180 6)) Fyneg = 33.6 ft µFW= Wneg•(c+7-L180!!-6))Fyneg=62.7 ft Positive Wind Load applied on shell element in SAP Model YENAN T. LEYVA, P.E. 7066 SW 44111 Street Miami, Fl 33155 GRAVITARY LOAD - - - - Dead Load applied on shell element in SAP Model & wall attach to vinyl cover Wdl := 9plf Wdl = 9 R Tributar,Mrea (Intermdiate frame). WINDWARD "e := wInv B loft Wneg = 75.5 lb ft �= Wne •sin g 3.1416 27• Fane g lb 34.3 lb �= Wneg• 3.1416 cos 27- ( C FyneB = .Itti. 67.2 — 180 ft 180 �•� •ft•• LEEWARD �•��•� •� one := will. lb '....' '..' loft Wneg = 140.9 ft / r 3.14161\ F� = Wneg•I sinj 27 j + Fxneg = lb 64 — - Wneg• �^ cos�27.3.1416Fyue = 180 • • • 125.t— ft 180 JJJ j ft • GRAVITARY LOAD • • • • • . •• Dead Load applied on shell element in SAP Model & wall attach to vinyl cover 'I := 9plf Wdl = 9 lb ft Live load applied on ridge Wit := 11II-06.75ft) Wll = 83.8 ft SIDE WALL RMTDWARD - lb W�%,%v :_ w w•(1 Oft) V 1%%,%v = 105 -- For tributary load see attach schemac. For the Structure Forces' calculation see SAP2000 Results. DESIGN SUMMARY ,According to the calculations, the stress of the tubes is less than what the material allows for Winds 105 mph according to FBC 3105.4.2.1. The frame was verified with cover. (See Calculations) Tents are engineered to withstand up to 75 mph winds with fabric on frame. Fabric must be removed from frame for winds in excess of 75 mph. according FBC 3105.4.1 The Lab Test results of the steel fittings ( the joints of the elements) are more resistant than the tubes, therefore, they can take the force for which the structure was designed _qz V . t� 3 e t-0Sc�{ o� i�x �01'S \Rd _ 22,5-t ,Area: 2�41573I h Tesh Name. Central 1'201 0 2 ,? )bw- PayArea. 180 key 15152(;pM2 Ivy -a t25� �, ....... . .. .. . ......... . .. ... .. . .... ..... . ... ... . .. . . . . .. .. . . .. 090 000 000 000 .... ....... . . ..... . ... . ...... . .... .... . . .... . -9.5 '1 YTir T T -8.4 LR T4� 10.5 .5 �r'I 1�.��5 ti7T;FtiT '�tTIlJ'D DIRE( Lt �I}Il?.ECTION '.z NOFIffAL TO F,3DGE NEGATIV. (psf) -11.5 W iR.. i---. -11.5 UTY '16 tj;D FAPtALLEL TO RIDGE (psf) -7.4 i :rT., -4.0 LR r Sr �'"�•,�DIRECTION '4%jMTD HOPZAAL TO F..ID CrE POSITIVE (psf) FOR SIDEWALL, THE NEGATIVE WIND LOAD PRESSURE ON THE FRAME WILL NOT TO BE CONSIDERED BECAUSE THE BOTTON OF THE CURTAINS HANGS LOOSE •• ••• • • • • • •• MAI JWA V*C*;RP`FyRP�S*JING SYSTEM .• ••• •• • • . .. .. ... • ... ... . . . . . . . . . . . .. .. .... .... ... . . . . ... . . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . SAP2 0 0 0 11/30/13 23:27:26 43-1 1� 1 • • 8 iie �0 39 • • • • • • 1 _ 46 • • • •••••• • •• •• a � • �i9 A♦ •1 ) 14d •••••• • • 111 • • />6 A1' • • • • • 2- as v3•.• ♦ • • • • • 93 -� 17- -1 �1 P a 19- 1 -I SAP2000 V14.2.0 - File:model load 30xUNLIMITED WITH COVER 105MPH - 3-D View - lb, ft, F Units SAP2000 11/30/13 23:29:39 YY•• N19 a` I 7 IB • •••••• • • 0 • • • • • 1 ti } 6-1 i - 1 }1 •i•• •• • ••• • • • •• Nv •• • •• • • • ••• N N I' II 4 h _I 1 SAP2000 v14.2.0 - File:model load 30xUNLIMITED WITH COVER 105MPH - Frame Span Loads (DEAD LOAD) (As Definec I SAP2 0 0 0 11/30/13 23:30:40 N 3' 1 ••1• /3- I39 • • • • •.•• •• •• • •• a • m •••••i • •I Sol a e,19 a-1 I •••••• • • III • • ti\ } •••• • •• •• I 2 ie f • • • • b\ � -1 tie. • • 1�I• 9y -� 2-I • • 'l • w •• • •• • V •••• 93 17-1 II P 0` 19- I SAP2000 v14.2.0 - File:model load 30xUNLIMITED WITH COVER 105MPH - Frame Span Loads (LIVE LOAD) (As Defined) SAP2 0 0 0 11/30/13 23:32:18 43-1 i3-i •••• 96 1 - 6 • • • by Nil M f Ali •••••• • • 1 0.00, 0.00, -2.00 > 95 .00, 0. t 0 • • • • • • • • • o • • : • • 40, 0.00, -2.00 3 [ }[ 1B / �•• • • e ti w 0.00, 0.00, -2.0 .00, 0.00, -2.00 -1 1l 17- -[ P 0. 19- 1 _I SAP2000 v14.2.0 - File:model load 30xUNLIMITED WITH COVER 105MPH -Area Uniform to Frame (DEAD LOAD) (GLOBI SAP2 0 0 0 11/30/13 23:33:18 43-1 13-1 • • • • 439 8,00�EDR 8 Ve • • • 1 - 96 • • • • p\ 7 1B • �q9 as I 04 •••••• • • • I 0.00. 0.00, 5.50 a 95 '� • • • • • • � • • • • • A,00. 0.00. 5.50 ti 3 — I El eti •••••• •• • •• ti '3 w 0.00, 0.00, 5.50 .00, 0.00, 5.50 _1 N II 19- 1 _1 SAP2000 v14.2.0 - File:model load 30xUNLIMITED WITH COVER 105MPH -Area Uniform to Frame (WIND POS) (Local) (2 S P2 0 0 0 12/5/1316:27:42 43-1 Irl • • • • •••• •• \e �� pis � •�• • \T9 i-I �; 2-1 \ 93 I 7- - I II I N �N m I Q -f SAP2000 v14.2.0 - File:model load 30xUNLIMITED WITH COVER 105MPH - Frame Span Loads (WIND NEG) (As Defined) model load Muniimited W/ SIDEWALL 105MPH.SDB 14. Design summary SAP2000 v14.2.0 18November 2013 14. Design summary This section provides the design summary for each type of design, which highlights the controlling demand/capacity ratio and it's associated combination and location in each member. 14.1. Aluminum design Table 33: Aluminum Design 1 - Summary Data - AA-ASD 2000, Part 1 of 2 Table 33: Aluminum Design 1 - Summary Data - AA-ASD 200D, Part 1 of 2 2 0.0000 0.6D+WNEG 2.00ODXO.125W Beam 0.356040 PMM ALL 7 9.0000 0.6D+WNEG 2.000DX0.125W Column 0.828991 PMM ."•'. ALL . . •••• •...•. 9 9.0000 0.6D+WNEG 2.000DX0.125W Column 0.837777 PMM • • • • ALL •••••• : •.•• ... •:• 10 0.0000 0.6D+WNEG 2.000DXO.125W Beam 0.496373 RJR N • • • • • ALL ""' • 14 9.0000 0.60+WNEG 2.000DX0.125W Column 0.883018 MQ•• • . •. ••••• ALL 16 9.0000 0.6D+WNEG 2.000DXO.125W Column 0.713126 •••••• PMM • •• • ••••• • • • ALL •• •• •. . •.•••• 36 4.5000 0.6D+WNEG 2.00ODXO.125W Column 0.344197 ; • : •. ALL • . . . •..••. 37 9.0000 0.6D+WNEG 2.00ODXO.125W Column 0.390280 PIAM • ;....; ALL �•� • • • • . 75 16.7705 0.60+WNEG DOUBLE Brace 0.242412 PMM • • • • BARREL 172 9.0000 0.6D+WNEG 2.000DXO.125W Column 0.896188 PMM ALL 173 0.0000 0.60+WNEG 2.00ODX0.125W Beam 0.250185 PMM ALL 174 15.0000 0.6D+WNEG 2.000DXO.125W Beam 0.173259 PMM ALL 175 0.0000 0.6D+WNEG 2.000DX0.125W Beam 0.419005 PMM ALL 176 16.0000 0.6D+WNEG 2.000DX0.125W Beam 0.172074 PMM ALL 177 9.0000 0.60+WNEG 2.000DXO.125W Column 0.926741 PMM ALL 178 0.0000 0.6D+WNEG 2.000DXO.125W Beam 0.410979 PMM ALL 179 0.0000 0.6D+WNEG 2.000DXO.125W Beam 0.324130 PMM ALL 182 11.2500 0.6D+WNEG DOUBLE Brace 0.270673 PMM BARREL 183 0.0000 0.6D+WNEG DOUBLE Brace 0.471461 PMM BARREL 22 17.9167 0.6D+WNEG DOUBLE Brace 0.233383 PMM BARREL 27 1.4337 0.6D+WNEG tube21n Brace 0.608818 PMM 28 0.0000 0.6D+WNEG DOUBLE Brace 0.464741 PMM BARREL 32 0.0000 0.60+WNEG DOUBLE Brace 0.142081 PMM BARREL 58 3.6926 0.6D+WNEG 2.000DXO.125W Brace 0.044729 PMM ALL 59 6.9616 0.6D+WNEG 2.000DXO.125W Brace 0.287090 -PMM ALL IR Page 54 of 56 I model load 30Xunlimited W/ SIDEWALL 105MPH.SDB 14. Design summary Table 33: Aluminum Design 1 - Summary Data - AA•ASD 2000, Part 1 of 2 name 4ocation -co I o Dgsigp ec►i � t�o pes_ pesignTy -g _ t 'Ratid� , aIt 61 6.9516 0.6D+WNEG 2.00ODXO.125W Brace 0.246048 PMM ALL 33 0.0000 0.6D+WNEG 2.00ODXO.125W Brace 0.233902 PMM ALL 3 4.5000 0.6D+WNEG 2.000DX0.125W Column 0.317376 PMM ALL 4 9.0000 0.6D+WNEG 2.00ODXO.125W Column 0.356772 PMM ALL 11 1.4337 0.6D+WNEG tube2in Brace 0.923756 PMM 17 0.0000 0.6D+WNEG 2.00ODXO.125W Brace 0.181320 PMM ALL 19 6.9516 0.6D+WNEG 2.000DX6.125W . Brace 0.435443 PMM ALL 21 0.0000 0.6D+WNEG 2.00ODXO.125W Brace 0.177985 PMM ALL • • 24 3.6926 6.6D+WNEG 2.00ODXO.125W Brace 0.221478 PMM ' ALL •••••• 25 4.5000 0.6D+WNEG 2.000DX8.125W Column 0.340662 PMM • • ALL • • .. 26 9.0000 0.6D+WNEG 2.00ODXO.125W Column 0.386832 1'o"• • ALL 35 1.4337 0.6D+WNEG tube2in Brace 0.594178 e�AAI� • • 39 7.3853 0.6D+WNEG 2.00ODXO.125W Brace 0.020911 V44K • ALL . • • 40 6.9516 0.6D+WNEG 2.00ODXO.125W Brace 0.282438 PMM • ALL ' ' 41 6.9516 0.6D+WNEG 2.00ODXO.125W Brace 0.204615 PARR ' ALL 42 0.0000 0.6D+WNEG 2.00ODXO.125W Brace 0.224119 PMM ALL 43 10.0000 0.6D+WNEG 2.00ODXO.125W Beam 0.204379 PMM ALL 44 0.0000 0.6D+WNEG 2.00ODXO.125W Beam 0.209859 PMM ALL 45 0.0000 0.6D+WNEG 2.00ODXO.125W Beam 0.411128 PMM ALL 46 10.0000 0.6D+WNEG 2.00ODXO.125W Beam 0.420469 PMM ALL 47 10.0000 0.6D+WNEG 2.00ODXO.125W Beam 0.206217 PMM ALL 48 10.0000 0.6D+WNEG 2.00ODXO.125W Beam 0.211481 PMM ALL Table 33: Aluminum Design 1 - Summary Data - AA-ASD 2000, Part 2 of 2 Table 33: Aluminum Design 1 - Summary Data - AA-ASD 2000, Part 2 of 2 dame jj, >. sto us} r llsg = A - f, = We M�a9 Y 2 No Messages No Messages No Messages 7 No Messages No Messages No Messages 9 No Messages No Messages No Messages 10 No Messages No Messages No Messages 14 No Messages No Messages No Messages 16 No Messages No Messages No Messages 36 No Messages No Messages No Messages 37 No Messages No Messages No Messages 75 No Messages No Messages No Messages 172 No Messages No Messages No Messages SAP2000 v14.2.0 18November 2013 • • • • • • IR Page 55 of 66 model load 30Xunlimited W/ SIDEWALL 105MPH.SDB 14. Design summary Table 33: Aluminum Design 1 - Summary Data - AA-ASD 2000, Part 2 of 2 173 No Messages No Messages No Messages 174 No Messages No Messages No Messages 175 No Messages No Messages No Messages 176 No Messages No Messages No Messages 177 No Messages No Messages No Messages 178 No Messages No Messages No Messages 179 No Messages No Messages No Messages 182 No Messages No Messages No Messages 183 No Messages No Messages No Messages 22 No Messages No Messages No Messages 27 No Messages No Messages No Messages 28 No Messages No Messages No Messages 32 No Messages No Messages No Messages 58 No Messages No Messages No Messages 59 No Messages No Messages No Messages 61 No Messages No Messages No Messages 33 No Messages No Messages No Messages 3 No Messages No Messages No Messages 4 No Messages No Messages No Messages 11 No Messages No Messages No Messages 17 No Messages No Messages No Messages 19 No Messages No Messages No Messages 21 No Messages No Messages No Messages 24 No Messages No Messages No Messages 25 No Messages No Messages No Messages 26 No Messages No Messages No Messages 35 No Messages No Messages No Messages 39 No Messages No Messages No Messages 40 No Messages No Messages No Messages 41 No Messages No Messages No Messages 42 No Messages No Messages No Messages 43 No Messages No Messages No Messages 44 No Messages No Messages No Messages 45 No Messages No Messages No Messages 46 No Messages No Messages No Messages 47 No Messages No Messages No Messages 48 No Messages No Messages No Messages SAP2000 04.2.0 18November 2013 IR - Page 66 of 56 LATERAL Y GRAVITY UPLIFT POST POSITION Lb Lb lb CORNER POST 349 1975 -43 MID POST 388 536 -1318.16 u c K 4 • •••••• sees•• sees• • • sees• sees:* • •• ••••e• see••• • • C>ZU1�DD F 9 (0 / • rocess No: ...... .... . . • ' ' 00 Municipal Insp No: ---- project Name: Address: ..... .. . .... ""' • •• •••••• INITIAL ' A09roved D ...... . . . . Rev"" i o Process No: DATE A�c� 0001050735,