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10179420_305 E. 4TH - Plan (2)
CITY OF SANTA ANA BUILDING PERMIT APPLICATION WORKSHEET PLEASE PRINT 3/2/05:forms/Bldg.App.Worksheet PROJECT ADDRESS:-305- 1-- St.c-4 +SUITE:SAPIN # USE OF BUILDING:RESIDENTIAL COMMERCIAL INDUSTRIAL OTHER MASTER ID# NATURE OF WORK:NEW ADD ALTER/T.I.DEMO REROOF REPAIR'SIGN gMISC j NFW/ADDITION/Al TFRATION· 1ST FL.SF BASEMENT. YES/NO SF NO. OF STORIES' 2ND FL..SF PATIO/ENCL. PATIO:SF BLDG. HEIGHT: TOTAL OF OTHER FLS: SF RES. REMODEL:SF PROPOSED USE: GARAGE/CARPORT: SF ALTER/T.I.SF JOB DESCRIPTION (non-residential projects see reverse side of this application) :0-gmrk 9-kce-0 U -67 Ret-'45 74,1 4 ·6010¥u,f BUILDING OWNER'S NAME:PHONE NO: ADDRESS:CITY:STATE:ZIP: TENANT'S NAME (Comm/Ind):PHONE NO: CONTRACTOR'S NAME:9-Le Plob 30 STATE CONTR. #LICENSE CLASS:HONE NO4,4, 34-0,19 U ADDRESS.22 50 5. 6«42 9-/CITY 14 A.c STATEA- ZIP: 92 704 WORKERS COM EXP. DAT ,INSURANCE COMPANY SANTA ANA BUS. LIC. #:Ip*50%-8 3 1 It( 1 51*1-2-- FU'WD - ARCHITECT/ENGI R , STATE LICENSE #:PHONE0/9 630 --59 30'FE>*961- 54,O\A6230-,h. A _3 €9-79 V V v it/ ADDRESS:300 LKs\-a De,9 N«r CITY)&.fo Jo Beak ST,h-z'1900 77 CONTACT NAME:P\An v tb( flUA,vk---PHONE NO:(7¥_) 390 -4563 E-IVIAIL ADDRESS:9-A<69 los (69 &01. Com OFFICE USE ONLY:ACC OR SPC (CIRCLE ONE)HRS PER BLDG. FEE $ OCC. GROUP:RECEIPT#P/C FEE PD $ TYPE OF CONSTR:VALUATION: $SUBMITTAL DATE: FIRE SPKR: YES / NO A/C: YES / NO FLOOD ZONE:PROCESSED RES. DEV. FEE: YES/NO PRIOR DWELLING UNIT: YES / NO COMMENTS: PLANNING OK TO CHECK& DATE BLDG. DEPT. APPROVAL & DATE PLNG CONDITIONS: 4%. jl PLEASE CHECK ALL THAT APPLY TO YOUR PROJECT JOB DESCRIPTION CHECKLIST: E Additional square footage U Awnings El Canopy El Card readers U Ceiling work U Change of occupancy (use) U Disabled accessible (H/C) restrooms I Dust collector U Elevator shaft U Exterior doors or windows El Equipment pads El Interior demo U Kitchen equipment El partition walls U Rated corridors U Rated shafts 01 Roof mounted equipment El Security bars El Screening for equipment E Skylights Il Stairs El StorefronUfacade improvements U Storage racks or shelving over 5'-9" U Walk-in coolers ITEMS REQUIRING SEPARATE BUILDING PERMIT APPLICATIONS: Block wall Complete demo Fence Fire signaling system Fire sprinklers Flagpole Lawn sprinkler system Light Standards Parking lot paving Parking lot striping Pedestrian protection Pool/Spa Signs Spray booth Temporary power pole Trash enclosure 71- T 3 09 6- ptia TH-6 gs-1-1# 7414( 80-2,0 1 & Ginee=Mever@04@-Santa Ana California 5th SL O 0 0 ........... WW tAili CHECK·IN Z ; BOOTH IiI W · - " 07 - Xm '4!1 * - . , . 0 - 5 . .9 . - -.Al 11* 02'·41>(t< Al>li\* NM KA PI>*:i,<N >i>.:t€ .4:4 I 4 jul o ·' i17 .. .... .. .I. „,0 79 20 77 2. 2.24 31 .10 09 00 07 . .04 0,0. 01 - f 03 4th ST. i I .-I ¢0 .-2 .....ISO " M .1 46 .1 .1 .0 .:8 V I 16 .i521, 2,1?4 152•Grt-'· 4'i·';, m 5-212 *tz hip//9 16....;..LJ i.*I.„.·...s ·„•„:.... „· ...6 0.191 '7>][-r :·.2-:-i-"·, 1.1:41 0.»:..../.)/·#'·I·.L4 I. 9 - . .....9 - 0 - -O - - 4 - -. mw LEEND IS r 07 - - --- © SECURITY DUMPSTER 91 · I --1.'1'4.*O 0 ,.... - ........... I BARRICADES 5.1 t. 3 :.. U t RESTROOMS . 4 I . . 4 44 br HANDWASH I . 0 3rd ST. ... -CARNIVAL RIDES ,: , 2 -,..2 1 0 3rd ST. 1- 411 .FOOD BOOTH. 4 . 1 1 11 1' ' 1, 1·' U I· 4 ........... 0 0 0 2nd ST.1333 h./!1.1 4.17 - U ¢ T™fan*.7 61*68 5-CM{LocuME Lr,L r -qi<%1-,6 G£447 201 -3 C OK TO ISSUE I.MFL NAME 16 DATE·*lE*EDJF . 1 4°R- 40(*At 9#- p *21*-f- ap.y ..* SYCAMORE 4 0 MINTER 49 1 4,000.00 lbs Cement Ballasts TypiCal 4 places 12"Aluminum Box,Truss Columns and Beams Typical .1.- PROFESS/02\ 1 No. 28979 Minimum 500 lbs. Ballast Strapped to Base of Columns to Prevent Lateral Movement of Column Bases. -7 Typical 4 Places ---00 400+00####4¥A¥...0330'fi,list:x:x*xex*x*>i*>i.x.*%%%:s:%%%%%*ifill:il'ly £:a -4-.4471#i 3*PAY-./5,4 4 'llilillillillillillilliarll/'IlillilillillillillillillillFA 07 .=g...-OP -,22==m=**79,52 'ia@:52M 2,f::*'. f''Ct.* ilt,* '. FRONT.OF STAGE TITLE * 1 1;.. ELEVATION VIEW Truss Roof Self Climbing 40' X 40' X 24' (h) Roof 40' X 40' X 4' STAGE'4, Ill·' EVENT STAGING SERVICES| Santat Ana, CA 714*0184 Tel 714*40185 fax '1 1 i 4,000.00 lbs Cement Ballasts Typical 4 places Anchor Points 4 Straight Down Pull 40 '4 Extenddd Pull 45 1 '-41.11-42/.(44.j 1*€5' i -1 -+L-Ill 2. 1 1-T il I1 1 4%2»il 1 . , " I.1 20-0 MIN 20. No. 20979 1 m fit *39.L'*60,9/* REAR OF brAGE $ \tOF·CA\*Oty hi P i',I N DATETITLE· i 1i!1 ,1 PERMES ' Layout View Truss Roof Self Climbing Sa]6! Ana, CA 40 X 40' X 24' (h) Roof S 71*241-0184 Tel ®LVENT-STAGING SERVICES|40' X 40' X 4' STAGE ·it 714-241-0185 fax In.: ... 11 1 1 1 -1-YE pIU . $- ,4 0 Wind Load Uplift 500 lbs.80% Tetaline Shade Cover (on a 40' X 40' Roof Top) @ 50 mph Down Load (dead weight) Perimiter Trussing 1,600 lbs Corner Blocks 400 lbs Roof Motors/Cabling 600 lbs Textaline Cover 150 lbs Audio System 1,000 lbs Audio Motors/Cabling 300 lbs Total Dead Weight 4,050 lbs /1* ES*2*·,4 - 4,000.00 lbs Cement Ballasts 16,000 lbs <®453-K·B©%4\.1*/22*41*&, 92| No. 28979 168 MAXIMUM DESIGN WIND SPEED IS 50 MPH. SHOULD THE WIND SPEED BE PREDICTED TO EXCEED OR IS OBSERVED TO EXCEED 50 MPH, THE AREA SHALL BE EVACULATED AND THE ROOF FABRIC REMOVED. A I i \4[OF CAL*OV 8//9/6-5 Ij ..t:PERMES 12/26/01 DATE TITLE,: zi ' I' Wind Load 40' X-40' X 24' Textaline Shade Cover Roof plus Santa Ana, CA IEVENT STAGING SERV]CES 014) 528-3891 W HOPPER ENGINEERING ASSOCIATES California License No.: 20498 FAX: (310) 791-7308 www.hopperenglneerlng.com 300 Vista Del Mar Redondo Beach, CA 90277 (310) 373-5573 April 25, 2012 VIA ELECTRONIC MAIL Mr. Manny Huante Stage-Plus 2330 South Susan Street Santa Ana, CA 92704 Subject:40'w x 40'd x 24'h Flat Textaline Stage Roof in Santa Ana, CA Reference: Stage Plus Drawings for 40'w x 40'd x 24'h Roof from M. Huarte to W. Brown; April 19, 2012. Dear Mr. Huarte: We have completed our analysis of the proposed roof structure as requested. Here is a summary of our analysis and recommendations. The roof structure consists of a 40 ft square x 24 ft high truss frame which is fabricated entirely from 12 inch square welded aluminum box trusses. There are four (4) columns at 40 ft centers which support four (4) roof beams bolted together at the end plates and corner blocks via 5/8" Grade 8 bolts. The roof beams are covered with a light textaline fabric roof which is 80% solid and weighs 150 lbs total. There are eight (8) guy cables which secure the roof to four (4) ballast blocks on the ground, each weighing 4000 lbs. There are two speaker arrays suspended from the downstage roof trusses weighing 650 lbs each including the lift motors and.cables. The roof Frame lift motors and cables which support the roof frame from the top of the columns weigh 600 lbs total. In order to assess the structural integrity of the system, we created a model of the entire roof structure and columns as well as guy cables · using RISA-30, a commercially available structural analysis program. We modeled all of the members as composite members which reflect the overall mechanical properties of the 12" trusses to get an accurate account of the structural behavior of the roof. We then applied the dead and vertical rigging loads along with wind loads on the roof fabric and column trusses equivalent to a 50 mph wind load in order to determine the structural integrity of the roof system. We have determined that the roof structure as shown on your drawings is structurally adequate to support the proposed vertical rigging loads in addition to a 50 mph wind load, which we feel is conservative due to the temporary duration of the structure. $ , Ir- 'A HOPPER ENGINEERING ASSOCIATES Should the wind be predicted to exceed or Is observed to exceed 50 mph, the area shall be evacuated and the roof fabric shall be removed. Also, the four (4) column bases shall each be anchored to minimum 500 Ib ballast barrels or blocks In order to prevent lateral movement of the column bases. Please see attached marked up drawings for additional details. We have attached wind load calculations as well as plots of our structural model, supports, rigging and wind loads. Also attached are copies of your drawings with our comments as well as my CA PE stamp and signature affixed. Thank you for your consideration in this matter. If you have any questions or comments with regard to the attached, please feel free to contact the undersigned. very truly yours, Timothy R. Santo, MCE Professional Engineer CA License C61518 Enclosures 961- r ' 44· 311. , 'b Wind Load Calculations - Stage Plus 40'x40' Roof Velocity Pressure, qz, at height "z".... qz =0.00256*Kz*Kzt*Kd92*1 V=50 mph I = 1.15 (Category Ill occupancy) Kz =0.94 (Exposure C, h < 25 ft) ASCE7-05 Reference Eq. 6-15 per Fig. 6-1 Table 1-1 and Table 6-1 Table 6-3 Kzt =1.0 (Ignore topographic effects)Eq. 6-3 Kd.=0.85 (MWFRS)Table 6-4 qz =5.9 psf Design Wind Pressure for MWFRS per ASCE7-05, Eq. 6-17 P=q*G*Cp - qi*(GCJ Eq. 6-17 G G = 0.85 (Rigid structure)Section 6.5.8.1 . = 0.85 (Rigid structure)Section 6.5.8.1 ¥ Gcpi = 0 (Open structure)Section 6.2 and Figure 6-5 0 Main Wind Force Reilsting Sy,tem Figure 6- 1 HA Net Pressure Coefficient, C, Open Bulldinp 0.25 5 h/L 5 1.0 Monostope ¥ree Roofs q 5 45°, 9 = 0°, 180° L 0.5 L 0.5 L , 1 h L 0.5 L 0.5 L Wind Wind Direction Direction 2 -1 272 <=. 7 - 13(F /lil1lllllljjtl!!l 1);11/jilill/)11*/ R:of 1.Nd Wind Dir¢rti.n. 7= 0'Wind Diirn. 7. ISO' Ant:le Ca·•C Clear Wind Flow Ob,truded \Vind Flow Clar Wind Flow·Ob.cructed Wind Flow 1 1 8 CNW C.L (3NW CM.C-CM.Chw If'A 1.2 0.3 41.5 .1.3 I.2 0.3 -0.5 -I.2 B -1.1 ·11. i 1.1 46 1.1 4.1 -1.1 -0.6 Roof. For Load Case A, Clear Wind Flow (NW 1.2 (from 0 to 0.5L from windward edge)Fig. 6-18A NL =0.3 (from 0.5L to L from windward edge) PNW =6.0 psf (from 0 to 0.5L from windward edge) PNL =1.5 psf (from 0.5Lto L from windward edge) For Load Case A, Obstructed Wind Flow (NW =-0.5 (from 0 to 0.5L from windward edge)Fig. 6-18A CNIL -1.2 (from 0.5L to L from windward edge) PNW --2.5 psf (from 0 to 0.5L from windward edge) PNL =-6.0 psf (from 0.5L to L from windward edge) For Load Case B, Clear Wind Flow (NW =-1.1 (from 0 to 0.5L from windward edge)Fig. 6-18A (NL =-0.1 (from 0.5L to L from windward edge) PNW =-5.5 psf (from 0 to 0.5L from windward edge) PNL =-0.5 psf (from 0.5L to L from windward edge) For Load Case B, Obstructed Wind Flow (NW =-1.1 - ---(from 0 to 0.5L from windward edge)Fig. 6-18A CNL ='-0.6 (from 0.5[ to L from windward edge) PNW =-5.5 psf (from 0 to 0.5L from windward edge) PNL --3.0 psf (from 0.5L to L from windward edge) For towers... F = q,GQAf qz =5.9 psf G=0.85 A.1 = 12 in/12 ft2 perfoot of height E=0.3 (Approximate solid to gross area ratio) Q.4E2-5.9E + ·2.59 F'=12:9 pif along tower trusses -1,1 4 I 1, 1 3, 1 A 1-/ / h- 1 :esults for LC 9, OL + WIND +Y4 Apr 25, 2012 at-11:16 AM Stage Plus Canopy StagePlus 2012.r3d '22&-,i 'j OP / -.65k 4 -/ loads: BLC 2. DL tesults for LC 9, DL + WIND +Y4· Speaker Loads Apr 25, 2012 at 11:17 AM StagePlus 2012.r3d -1.5psy --- -L -- - / -- 1 3-- -04 41 DIt tjit-9erm _ i 12.9lb/ft 12. lb/ft ...L- 12.9lbm Loads: BLC 3, WIND +X 1 tesults for LC 9, DL + WIND +Y4 Wind +Xl Apr 25, 2012 at 11:17 AM StagePlus 2012.r3d 1. i JI 4 -6psi . 39 P 1- , E+ 12.9lb/1 loads: BLC 9, WIND +Y 3 esults for LC g, DL + WIND +Y4 Wind +Y3 Apr 25, 2012 at 11:20 AM StagePlus 2012.r3d Ij 6, 13 4 k--4 M -, 3 hh- Lz-4 a -r - , ·F 1 1%624===a/=66 '' 12.9lb/ft lili .9lb/ft r 12.9lb/ff--- immmmmmmwmwii, 12.9lb/ t 1 =a Loads: BLC 10. WIND +Y 4 'esults for LC 9, DL + WIND +Y4 VMnd +Y4 Apr 25, 2012 at 11 :21 AM StagePlus 2012.r3d / .[73 /94-f , / Ezzl 1 1 25ps 1 J. :t - j [95 i' 12.9lb/ft · 12.9lb/ft»3 12.lplb/ft M<IMME®3323**3361 W Loads: BLC 4, WIND +X 2 tesults for LC 9 DL + WIND +Y4 Wind +X2 Apr 25, 2012 at 11:18 AM StagePlus 2012.r3d 1 i »9/t Ii''It 1 - LI t-441 - '1/11 - - + + - 1. L -1 - 4 I .- I T 11T -*A 12.9lb/ft a\\4\»\R\t\»\\\\«\115<FrAds<%\ 3\*12.'Plbm J \ 12.9lb/ft loads: BLC 5, WIND +X 3 :esults for LC 9, DL + WIND +Y4 Wind +X3 Apr 25, 2012 at 11:18 AM StagePlus 2012.r3d --- * t 1 =*'P".1.*/.' 1 i 1 - p 1 U - 21)g"i'L11 4 t , bl. I --I- %4 4. .Zt'.1 - 54Fts/im -2 r Ofla+--1- - I 12.9lb/ft 4«ail«i»»imim 2 - .- d Rn', r 12. Ibm 12.9:Wft Loads: BLC 6, WIND +X 4 esults for LC 9, DL + WIND +Y4 Wind +X4 Apr 25, 2012 at 11:19 AM StagePlus 2012.r3d -- %5. 1 1+ E \ / spsl» . V Jr 12.9lb/ 12.9lb/ft 12.9lb/ft Loads: BLC 8, WIND +Y 2 lesults for LC 9, DL + WIND +Y4 Wind +Y2 Apr 25, 2012 at 11:20 AM_ StagePlus 2012.r3d .. /3 Dll _ rt -6psf ,-J t 12.9lb/ft- 12.9lb/f 12.9 lb/fSE Loads: BLC 7, WIND +Y 1 'esults for LC 9, DL + WIND +Y4 Wind +Yl Apr 25, 2012 at 11:19 AM StagePlus 2012.r3d .dk, ._3 Conversion Factors for Other Mean Recurrence Intervals Design V> 100 mphMRI (years)V = 85 - 100 mph mph (hurricane) 500 1.23 200 1.14 100 1.07 1 25 0.93 10 0.84 5 0.78 1 0.56*:-f&93'3,--36 -=1 r Extrapolated 3-0, = 0.25 2--**i'*CMLIP.0744- p,-'102% ..f@:i36&22 Data 0.02 6- 24-ittlfex,221O.003 RM#24-24**Q# - Data based on ASCE 7-05: Table (6-7 105 1.23 97 1.14 91 1.07 85 1 79 0.88 71 0.74 66 0.66 52 (*421?*-9.1Qkyt 47 ...6.,..04%1*f.%2Ep@&- 41 6---2'41*i'*9.29.31 .; 'i ,..1 - '41*fifb)9 A :t 447.-)2**Fer.4 85 mph Wind devaluation chart y= 0 0986Ln(x) + 0.616 -./. R2 = 0.9996 100 mph Wind devaluation chartI 14 1 0 12 J y=0 1274Ln(x) +04655 /4Ri= 0 9892 ! 08 /4/ 06 ' 0 100 mph ;* 85 mph --Log (85 mph) 1 04 -Log. (100 mph) i 1 0.2 1 10 100 1000 1 1 10 100 .1000 0 0 0 0 -6 0 # 01 'JU 10 41 HD10FN Section 88 lbs Load Data SPAN (FEET) 10 15 20 25 30 35 40 45 50 55 60UDL lbs 9658 9620 8425 6672 5489 4634 3983 ('3468 3049 2699 2400DEFL in 0.038 0.127 0.265 0.414 0.596 0.811 1.059 1.341 1.655 2.003 2.384CPL lbs 4883 4845 4213 3336 2745 2317 1992 1734 1524 1349 1200DEFL in 0.03 0.102 0.213 0.333 0.481 0.658 0.863 1.097 1.361 1.656 1.983TPL lbs 2442 2423 2403 2384 2059 1738 1494 '1301 1143 1012 900DEFL in 0.026 0.088 0.207 0.403 0.609 0.828 1.081 1.368 1.688 2.041 2.428QPL /lbs 2458 2445 2106 1668 1372 1159 996 <867 I 762 675 600DEFL in 0.036 0.122 0.252 0.394 0.567 0.773 1.01 1.28 1 582 1.916 2.284 5/8" x 2" grade 8 hex Bolts head, zinc plate 1 On TABLE OF CONTENTS Page A. Introduction . 1B. Description of Structure 2C. Method of Analysis 6D. Results of Analysis 10E. Conclusions and Recommendations 12 Appendix A: Appendix B: Appendix C: Section Properties and Structural CapacitiesFinite Element Model and Design LoadingsFinite Element Analysis Results 0 A. INTRODUCTION The purpose of this Report is to determine the structural adequacy of the 65 ft. x45 ft. aluminum outdoor stage roof top structure (with sound wings) fabricated byTotal Structures, Inc. for Pacific West Investments. In addition, overturning anduplift stability of the roof top structure due to various gravity and wind loadcombinations will be investigated. The roof top and sound wing structure will be modeled using the Finite ElementMethod (FEM) based on geometry and material property information provided byTotal Structures, Inc. The description of our FEM model was determined from; (1)fabrication shop drawings of the aluminum components and (2) section andmaterial properties per telephone conversations with Mr. lan Coles of TotalStructures, Inc. The design gravity loadings used in our analysis are consistent with the maximumanticipated loadings to be applied to the roof top structure as provided by TotalStructures, Inc. to Pacific West Investments. The design wind loadings used inour analysis are consistent with ANSI/ASCE 7-95 wind loadings for a 3-secondgust wind speed of 70 mph, which is consistent with sound engineering practice, for a temporary structure located in the western portion of the United States. Dueto the lightweight and flexible nature of the roof top structure, lateral seismicforces need not be considered. The niaximum member stresses resulting from our analysis will be compared withallowable stresses as defined by the Aluminum Association in "Specifications forAluminum Structures," Fifth Edition. The. maximum bolt stresses resulting fromour analysis will be compared with allowable stresses as defined by the AmericanInstitute of Steel Construction (AISC) Code, Ninth Edition.Based on theconclusions of our analysis, recommendations are offered to assure that the rooftop structure will performadequately for its intended usage. 1 1 B. DESCRIPTION OF STRUCTURE The roof top structure is constructed of a series of welded aluminum assembliesconnected by high strength bolted butt splices. The assembled roof top structureis composed primarily of a canvas covered roof top measuring approximately 65ft. x 45 ft. in plan supported on six (6) towers approximately 35 ft. in length. Inaddition there are two (2) 24 ft. x 24 ft. sound wings supported on four (4)outboard towers for the support of sound equipment. The roof top structure is tobe used in the vicinity of the state of Nevada. After the roof top is assembled on the ground, it is designed to travel up the towerlegs to its final position approximately 30 ft. above the base of the structure. Anisometric view of the roof top in its final position is shown in Figure 1. Stability towind uplift and overturning forces will be offered by a series of wire guysanchored to the ground, and ballast applied to the six (6) roof towers and four (4)sound wing towers. In addition, the guys will provide lateral support at the top Ofthe towert which contributes to the structural capacity of the tower sections.The proposed guy arrangement is shown in Figures 2 and 3. The roof top structure is constructed of 6061-T6 aluminum welded with ER4O43filler alloy. High strength bolts are 5/8" dia. SAE, Grade 8 (equivalent to ASTMA354, Gr. BD) bolts. The section0 properties and structural capacities of theassembled welded aluminum components to be used for the sound wings areSummarized in Appendix A. q V 1 2 C. METHOD OF ANALYSIS An analysis of the roof top structure was performed using STAAD (Structural Analysis and Design)/Pro, a three-dimensional Finite Element computer program developed by Research Engineers, Inc., Marlton, New Jersey. STAAD/Pro is capable of performing Static Stiffness, Static P-Delta, Eigenproblem and Response Spectra Analyses on structures modeled with assemblages of frame and plate/shell elements. Deflection, support reaction and member force results can be obtained at any point in the structure for member and joint loadings as well as boundary displacements. A capability offered by STAAD/Pro to be utilized in this analysis is the ability to combine load cases to determine the critical loading combination for a structure. This feature will allow us to combine gravity and wind loads to determine the maximum results in the roof top structure. Structural Model The roof top structure'is modeled with individual beam members representing each truss and ladder, section. For convenience in reporting results, a node is located at each intersection of the component intersection. An isometric view of the FEM model for the 65 ft. x 45 ft. roof top stru,cture with sound wings is shown inFigure 4,·and the joint and member numbering-Acheme is shown in Appendix B. The stiffness of each member component is modeled by inputting the appropriate section properties of each truss and ladder section determined in Appendix A. In addition, the member end results will be compared with the structural capacities as determined in Appendix A. Design Loadings The Roof Top structure model was analyzed for the design loadings outlinedbelow: Primary Load Case 1: Gravity Loads - Self Weight (SW) The self weight of the roof top structure is applied as uniformly distributed loads to the apex members. The total weight of the 65 ft. x 45 ft. roof top structurewith sound wings, applied in our analysis, is on the order of 8,500 lbs. ----- --I--I11 - 1. 6 -- ----.0 - C. METHOD OF ANALYSIS (CONT.) Primary Load Case 2: Gravity Loads - Roof Top Cover (RTC) The weight of the canvas cover for the roof top structure is applied as uniformly distributed loads to the apex members. The total weight of the 65 ft. x 45 ft. rooftop cover, applied in our analysis, is on the order of 550 lbs. Primary Load Case 3: Gravity Loads - Riggers (R) Roof live loads accounting for the weight of 200 lb. riggers were applied to theFEM model at the locations on the roof to give the maximum bending results.Roof live loads equivalent to six (6) riggers were applied to the 65 ft. x 45 ft. rooftop androof live loads equivalent to two (2) riggers were applied to each soundwing. The total live loads applied to the roof top and sound wings is 2000 lbs. Primary Load Case 4: Gravity Loads - Operating Loads (0) A maximum uniformly distributed operating load of 60,000 lbs. is to bd applied tothe 65 ft. x 45 ft. roof structure and sound wings during performances. This loadwill be distrib.uted..asz·a uniformly.distributed load ·.of.. 36,0004·lbs..I.·to·-the:-·Foof ·structur@ ahd 12,000-lbs. to *ach sodnd wing (8,000 lbs. to each· sound wingfront truss and 4000 lbs. to e@ch sound wing back truss). To account-for dynamiceffects, these loads are multiplied by an impact factor of 1.25, and a· unif.ormly.distributed load- 0 of. 75-,000 lbs?*is actually applied to the FEM model. It should be mentioned that, although the roof and sound wing structure is ratedfor 60,000 lbs., the chain hoists lifting the roof are only capable of supporting40,000 lbs. (4000 lbs. or 2 tons per hoist). Therefore, the roof structure must besecurely attached to. the towers and sound wings before applying the maximumuniformly distributed operating load of 60,000 lbs. Primary Load Cases 5 through 10: Wind Loads (WL) ANSI/ASCE.-7.-95 wind··lo.adings for a_3-second gust.wind speed of 70 mph areapplied to the FEM model to determine the wind effects on the roof members, aswell as global wind overturning effects on the roof top structure. Design verticalwind pressures were determined using, "Table 6-6: Force coefficients forMonoslope Roofs over Open Buildings."Design lateral wind pressures weredetermined using, "Table 6-8: Force Coefficients for Solid Signs," and "Table 6-10: Force Coefficients for Trussed Towers." ·t i 7 C. METHOD OF ANALYSIS (CONT.) The basic wind speed of 70 mph used in our analysis is based on a probability of 0.20, or a recurrence interval of 5 years. This basic wind speed results in wind pressures that are reasonable for a temporary structure which is to be disassembled immediately after each event. It should be mentioned that there is an additional factor of safety in our wind load analysis, since the roof top covering is designed to detach itself from the structure prior to developing the wind pressures that would result from 70 mph wind loads. Due to the larger exposed area presented by the front of the roof top, the critical wind loads results are obtained for the wind direction parallel to the ridge case. Load Combinations The Roof Top structure was analyzed for the following load combinations: - Load Combination 1: SW + RTC +R+O - Load Combination 2: SW+RTC-WL+1/20 - Load Combination 3: SW + RTC-WL (Gravity Effects) (Stability Effects) (Stability Effects) 7-Load Cdr=nbination 1 will-give-the maximum stress results in the roof top and tower members for all gravity loads..· Load Combinations.2 and -3 will. provide..us, with the requirements for providing hold-down stability for the roof top structure. The. maxirrium forces in the guys as well -as the forces that must be resisted by the ground anchors at each guy location will be reported. Finally, the ballast required at each tower base location for uplift stability will be provided. Since wind uplift and overturning stability are dependent on the magnitude of the gravity load on the roof top structures, two load combinations were investigated for the stability case. Load Combination 2 considers that the roof top would be loaded with one-half of the operating load during a maximum wind load event, and Load Combination 3 .con;iders..that· the structure self weight and weight of thecanvas would be the only resisting gravity loads. - - 8 D. RESULTS OF ANALYSIS The structural capacity of the roof top structure was evaluated for the followingcriteria: 1. Main Member Capacity: The maximum member stress results for loadcombination 1 was compared with allowable stresses as defined by theAluminum Association in "Specifications for Aluminum Structures," FifthEdition. 2. Connection Capacity: The bolt stresses at critical field splice locations forload combinations 1 was compared with bolt capacities defined by the AISCCode, Ninth Edition. 3. Overturning Stability: The forces in the guys and hold down requirementswere determined for load combinations 2 and 3. 4. Foundations for Tower Base: Based on the maximum axial load results in thetowers for load combination 1, foundation recommendations for the towersare offered. The results for each Ibad-combination"analyzed can be summarized as follows: Load Combination 1:.SW+RTC+R+O (Gravity Effects) The main member and connection capacities conform to Aluminum Associationand AISC Allowable Stress Design criteria, respectively. The flexural and shearresults for the roof top components are summarized in Appendix C. The maximum axial force in the tower legs is 15,600 lbs. while the axial loadcapacity of the tower sections is 26,000 lbs. - It should be mentioned that the axialload capacity of a tower section that is not guyed at the top is only 2,170 lbs.Therefore; it can be .seen that the guy. supports contribute to the gravity. -loadcapacity as well as to stability against wind loads. Based on a maximum axial load at each tower of 1 5,600 lbs. and an allowablebearing capacity of 1500 psf the towers should be supported on a rigid baseapproximately 4 ft. x 4 ft. in plan. A suggested base would be a mat built-up ofone layer of 12"xl 2" wood timbers running in one direction and one layer of3"x 1 2" white oak members running in the other direction. 10 D. RESULTS OF ANALYSIS (CONT.) Load Combination 2: SW + RTC-WL + 1/20 (Overturning Effects) and Load Combination 3: SW + RTC-WL (Overturning Effects) Consideration is required for uplift and overturning stability of the roof structure. The uplift and overturning results can be summarized as follows: - Maximum Force in Longitudinal Roof Guy Wire 2,280 lbs. Maximum Corresponding Uplift and Horizontal Forces at Longitudinal Roof Ground Anchors 1,370 lbs., 1,820 lbs. - Minimum Deadman Reg. at Longitudinal Guy 7,437 lbs. Anchors (Concrete Block Reg.)(3'-9"x3'-9"x3'-9") - Maximum Force in Transverse Roof Guy Wire 3,000 lbs. Maximum Corresponding Uplift and Horizontal Forces at Transverse Roof Ground Anchors 2,120 lbs., 2,120 lbs. - - Minimum Deadman·Reg. at·Transverse Guy ··0L'·"- ' 9,187'lbs. Anchors (Concrete Block Reg.)(4'-0" x4'-0 " x4'-0 ") - Maximum Force in Sound Wing Guy Wire 1,630 lbs. - Maximum Corresponding Uplift 1,270 lbs., 1,020 lbs. and Horizontal Forces at Sound Wing Guy Anchors - Minimum Deadman Reg. at Sound Wing· Guy -- --- 4,-670 lbs. Anchors (Concrete Block Reg.)(3'-3"x3'-3" x3'-3") - Minimum Ballast Reg. at Tower Bases (LC3)3,397 lbs. (Concrete Block Reg.)(3'-0" x3'-0 " x 3'-0") - Minirium Ballast Reg. at Tower Bases (LC2)1,000 lbs. (Concrete Block Reg.)(2'-0" x2'-0" x2'-0") 11 E. CONCLUSIONS AND RECOMMENDATIONS Our analysis shows that the maximum member stresses conform to Aluminum Association Allowable Stress Design criteria.In addition, the maximum bolt stresses conform to AISC Allowable Stress Design criteria. Therefore, the 65 ft. x 45 ft. roof top with sound wings is structurally adequate for the anticipated gravity and wind load combinations that it may experience. Our analysis shows that consideration is required for uplift and overturning stability of the roof top structure. Provision of guy supports, hold-downs, and ballast at the tower legs is required for wind load stability. In addition, it was found that the ballast requirements at the tower legs are most critical when the roof top structures are unloaded. Our analysis shows that the roof top structure must be guyed in order to support the proposed maximum uniformly distributed operating load of 60,000 lbs. In addition, the roof must be securely attached to the towers and sound wings in order for the rated capacity to exceed the lifting capacity of the hoists, 40,000 lbs. Finally, provided that the supporting soils have a reasonable allowable bearing capacity of 1500 psf, the towers can be adequately supported on 4 ft. x 4 ft.timbar mats. 12 W r Appendix A Section Properties and Structural Capacities 3902 VILLA-SAN-JOSE·DRIVE, JACKSONVILLE, FLORIDA'32217 (9043 931 -7978 Fax (904) 731-7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY 10'-0. - F 2"0 (316") Wall --7 _i 3 Sides 17.2"- 1 "0 (18") Wall 2"0 (18") Wall 10" 4lh Side 10 FT. TOWER SECTION Section Properties: 1.2" Dia. (3/16" Wall) Tube 2.1" Dia. (1/8" Wall) Tube Dl:= 2 tw := 0.1875 dl:= Dl - 2·tw D2:= 1 tw:= 0.125 d2:= D2 - 2·tw Al:= 2.(1)12 -dit Al = 1.068 in2 A2:= 1.(D22 - (122)A.2 = 0.344 · in2A Il := -1.(014 - d 14)It = 0.443 in4 12 := -1. (D24 - d24)I2 = 0.034 in464 64 Il I2rl := 1-rl -0.644 in r2 := 1-4AI 4 +.2 2 = 0.313 in 3. Tower Properties dx := 10 in dy := 10 in Centerline Chord A3:= 4·Al A3 = 4.271 in2 \ 2 - Ux1x:= 4··Al·1-1 Ix = 106.765 in4 rx:= 1- ;rx = 5 in 4A3 Iy:= 4 ·Al /dy (2/ 2 fiIy = 106.765 in4 Ey:= ,-ry = 5 in4 A3 Iz:= 1x + ly Iz=213.53 in4 ec:= 2 rad (Angle between ed:= 2 rad (Angle between2 Vertical & Horizontal) 4 Vertical & Diagonal) 4. Determine Weight of Tower Member Chords:Wti := 00·12)·4·Al ·0.098 Wt Horizontals: Wt2 := (0·667· 12)-13·A l ·0.098 Wt Struts:Wt3 := (0.667·12)·15·A2·0.098 Wl Diagonals:Wt4.= (0·943·12)·18·A2·0.098 Wt ,=50.222 = 10.887 2 3 = 4.043 Iwt4 = 6.859 Total = - 10 ·1.15=8.281 Say 8.5 lbslit . wd:= 8.5 pif ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 3902 VILLA SAN JOSIE DRIVE. JACKSONVILLE. FLORIDA 32217 (904) 731·7978 Fax (904) 731·7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY A. Investigate Tower Aodal Capacity 1. Check Local Buckling of the Chord Member Lc := 20 rl = 0.644 Al = 1.068 Fal:=20.2- Therefore: 0.126 ·f r 1 1-L= 31.045 r 1 51000Fa2:= -Fa := if -<66,Fal,Fa(Lc\2 rl. ?,c Fa = 16.288 Ui7 Fa = 12 ksi (Weld Affected Zone) Determine Allowable Force in Top Chord Pc := if(Fa<12, Fa·Al, 12·Al)Pc·= 12.812 kips 2. Check Net Tension on the Chord Member Al = 1.068 Thereforce: Ft:= 11 ksi (Weld Affected Zone) Pl:= Ft·Al Pt = 11.744 kips 3. Check Weld at Chord to Vertical and Horizontal Members e = 900 I SIDE END d=1" 4 1 /-- F 0/2 =900 Determine Length of Weld: End Members are 2"xi"(1/8"Wall) Lw:=2·2+2·1 Lw = 6 in. Where:tw:= 0.1875 in. 0/16" Weid) Determine Allowable Force at Chord Member Fw:= 5 ksi (Allowable Stress at Weld) Pcw:= Fw·Lw·0.707·tw·2 Pcw = 7.954 kips COntIOIS ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 3902 VtLLA SAN JOSE DRIVE, JACKSONVILLE, FLORIDA 32217 (904) 731-7978 Fax (904) 731-7771 12"x 12" TOWER SECTION STRUCTURAL CAPACITY 4. Check 3/16" Weld at 3/8" Gusset Plate __©_1316 MD LP:=PO 5.813 -+0.813 in. 2 Lp = 3.72 in. tw := 0.1875 in (3/16" Weld) Determine Allowable Force At Chord Member Pp := Fw-Lp·0.707·tw·4 Pp = 9.861 kips 5. Determine Tower Height, Lc = KL, where Global Buckling Becomes a Consideration Since the Weld at the Chord to End Members Controls the Compressive Pew Fcw:= -Capacity of the Tower Section Al Fcw = 7.45 ksi At Tower Heights, Lc, Where Fa < Fcw, Global Buckling Will Control the Compressive Capacity of the Tower Lc:= 51000·rx 4 Few 2 1 12 Le = 34.475 ft rx = 5 in Therefore,at Tower Heights < Le = 34.475 ft Pa:= Fcw-A3 Pa = 31.8 kips at Tower Heights > Lc = 34.475 ft, Global Buckling Will Control Now determine allowable axial stress for various unbraced lengths 51000Fa(Le):=- ksi Pa(Lc):= Fa(Lc)·A]kips Fa(360) = 9.838 30 ft Pa(360) = 42.0 kip/T \ 2 Fa(420) = 7.228 35 ft Pa(420) = 30.9 Fa(480) = 5.534 40 ft Pa(480) =23.6 Fa(540) = 4.372 45 ft Pa(540) = 18.7 Fa(600) = 3.542 50 ft Pa(600) = 15.1 Fa(660) = 2.927 55 ft Pa(660) = 12.5 Fa(720) = 2.459 60 n Pa(720) = 10.5 in ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE. FLORIDA 32217 (904) 731.7978 Fai (904) 731-7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY B. Check Capacity of Head Block at Top of Tower P = VerUcal Load Based on above calculations, the Maximum Allowable Adal Load for the Tower will be Controlled by the Weld atthe Chord to Vertical and Horizontal Members, Therefore: Pa:= Fcw·A3 Pa=31.815 kips The Pulley is supported by al' Dia. High Strenglh Steel Pin in a3" Wide x6" Deep Aluminum Channel with 1/4"Thick Flange and 1 /4" Web w/ 1/4" Reinforcing Plate at Pin Hole rHEAD BLOCK ] [ 2-AL. (6 (152 mm) r- TRUSS TOWER 9/1 Check Bearing of Pin on Channel Web Dp := 1.000 in.tp := 0.500 in.Ap:= Dp·tp·4 Ap=2 in2 Fp := 23 ksi Pp:= Fp·Ap Pp = 46 kips >Pa=31.815 kips O.K. 3902 VILLA SAN JOSE DRIVE. JACKSONVILLE, FLORIDA 32217 {904) 731.7978 Fax (904) 731,7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY C. Consider Side Sway Effects on Tower Shear Capacity P = Vertical Load H = Horizontal Sway Load = 0.75% of Vertical Load = 0.0075 x P Based on above calculations, the Maximum Allowable Axial Load for the Tower will be Controlled by the Weld atthe Chord to Vedical and Horizontal Members, Therefore: Pa:=Fcw-A3 Pa=31.815 kips Hmax:= 0.0075 ·Pa Hmax = 0.239 kips Check Shear Capacitv of Tower Section - 1, Dia. (1/8" Wall) 1. 1,-8 " P '1 Note: Shear1 \4 .1 Capacity is determined by maximum allowable force on 1st Diagonal./1 + 450. \ 2" Dia. (3/16" Wall) 1. Check Local Buckling on 1" Dia. (1/8" Wall) Diagonal | := 82 + 82 Ld = 2 = 0.344 Fa 1 := 20.2 Ld11.314 r2 = 0.313 Therefore: - =36.204 r2Ld - 0.126·- r2 51000Fa2:= - /Ld\2 Fa := iff .M<66,Fal \ r2 ,Fa Fa = 15.638 42/ Fa = 12 ksi (Weld Affected Zone) Determine Allowable Force in Diagonal Pd:= if(Fa< 12, Fa·A2,12·A2 )Pd = 4.123 kips 2. Check Weld Between Diagonal and Vertical Member Determine Length of Weld: d:= 1 0:.2 Od = 0.7·85 0 :=asin ·2 0= 1.047U a:= -·esc(ed)a = 0.707 LJ .I b = 0.5244 Lw:= a +b+3·482 +b2 Lw = 3.87 Where:tw:= 0.125 1/8" Weld RIVUCKbUN.& 85.bUL;18 I tti LUNbULI ING ENellyte-Mb, INL. 3902 VILLA SANJOSE DRIVE. JACKSONVILLE. FLORIDA 32217 (904) 731.7978 Fax (904) 731-7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY C. Consider Side Sway Effects on Tower Shear Capacity (Cont.) Determine Allowable force At Diagonal Member Fw:= 5 ksi (Allowable Stress at Weld) Pdw := Fw-Lw·0.707·tw Pdw= 1.71 kips Controls Determine Allowable Shear at Tower Rail := Pdw·sin(Od)-2 Rail = 2.419 kips >Ibnax = 0.239 kips O.K. D. Consider Side Sway Effects on Tower Axial Capacity P = Vertical Load H = Horizontal Sway Load = 0.75% of Vertical Load = 0.0075 x P M= Sway Moment =HxL= 0.0075 xPxL C = Chord Load = P/4 + (M/d x 2) 1P 1-_21_ 304.8000 TYP.[1200} - db . 171 4500 TYP.[6.75] 1 254.0000 TYP.[10 00] 1 0 0 M 0 0 M Approach to Determining Axial Capacitv of Tower Considering Side Sway 1. Determine Axial Capacity of Tower based on Long Column Effects 2. Determine Axial Capacity of Tower based on Short Column Effects 3. Use Controlling Tower Capacity (Short or Long) for Tower Height to be considered 4. Determine Sway Effect for Tower Height to be Considered (Sway Effects will not be considered for K=1.00) 5. Axial Capacity of Tower Will Be Controlling Tower Capacity Less Sway Effects Less Self Weight x 0.85: Note: Reduction Factor of 0,85 Considers Repetitious Use of Tower Sections T ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC.ID1 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE. FLORIDA 32217 (904) 731-7978 Fax (904) 731-777 1 12" x 12" TOWER SECTION STRUCTURAL CAPACITY 1. Consider Allowable Axial Loads for K=1.00, or Le=L K] := 1 L:= 10,15..45 Lcl L := K 1 ·L wd = 8.5 lbsm wdl wd L L 1000Fal51000 I.cl·12 Crx./ Fal 2 PSI L := if(FaiL< 12,FalL' 0.0075·Pal ·L·12L dx-2 12 Fcwlt, := Fow Pa l L := if(Fa t L ·4 Pas l L : = if(K 1 > 1, Pa 4 - Ps IL, Pa l L < Fcw 1 L ,Fal L A3,Fewl t. paf| L e= pasL - wdlw\.0.85 Height Effective Allowable Allowable Allowable Sway Allowable Self AllowableHeightLong Axial Short Adal Adal Axial Less Sway Weight Axial(ft)(ksi)(ksi)(kips)(kips)(kips)(kips)(kips) L Lel Fal Fcw 1 Pal PslL Past wdl Pa flL L L L L L L--Ii. I-*Ill --Ill.I- *.ilill-10 10 12.000 7.450 31.815 5.727 31.815 0.085 26.970 -- 15 15 12.000 7.450 31.815 8.590 -31.815 0.128 26.934-.*.- Ill-. ----Ill. -1--I--.20 20 12.000 7.450 31.815 11.453 31.815 0.170 26.898- -ill- --illill-- Ill-=.I--- I.I--.i-25 25 12.000 7.450 31.815 14.317 31.815 0.212 26.862-30 30 9.838 7.450 31.815 17.180 31.815 0.255 26.826- --ill--1- #--Il-.i.-Il- -35 35 7.228 7.450 30.867 19.446 30.867 0.297 25.98440 ' 5.534 7.450 23.633 17.016 23.633 0.340 19.799-- Ill.--1----lil45 45 4.372 7.450 18.673 15.125 18.673 0.383 15.547 28 Allowable Loads. K= 1.00I lillI 26 - 24- \ - 22- · \ -Pan . 1. 20 - 18 - 1 - 16- 14 1 1 1 1 1 1 10 15 20 25 30 33 40 43 L Height (Fect) ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC.ID] 3902 VILLA SAN JOSE DRIVE. JACKSONVILLE, FLORIDA 32217 (904) 731·7978 Fax (904) 731-T771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY 2. Consider Allowable Axial Loads for K=1.25, or Lc=1.25L- K.2 := 1.25 L:=10,15..45 Lc2 L := K2 ·L wd = 8.5 lbs/ft wd2 wd·L L '= -1666 Fa2 L' 51000 /Lcl ·12 L Crx/ FalL12 Ps2L '. =if(Fa2L<12,Fa2L' 0.0075·Pa2'L·12 dx-2 12) Fcw ;= Fcw Pa21, := ifFa2L<Fcw2'Fa21,'A3,Fcw2-6 ·4 Paslt := if(K2> 1, Pa2L - Ps2' Pa2 PaQL := (Pas. - wd2) ·0.85 Height Effective Allowable Allowable Allowable Sway Allowable Self Allowable Height Long Axial Short Axial Axial Adal Less Sway Weight Axial (ft) (ft) Cksi)(ksi)(kips)(kips)(kips)(kips)(kips) L L£2L Fa2 Fcw2 Pa2L Ps2 Pas2 wd2L Paf2LL 10 12.50 12.000 7.450 31.815 5.727 26.088 0.085 22.103 15 18.75 12.000 7.450 31.815 8.590 23.225 0.128 19.633-1- 20 25.00 12.000 7.450 31.815 11.453 20.362 0.170 17.163 25 31.25 9.067 7.450 31.815 14.317 17.498 0.212 14.693 30 37.50 6.296 7.450 26.889 14.520 12.369 0.255 10.297 35 43.75 4.626 7.450 · ·· ·1·9.755 12.446 7.309 0.297 5 960 40 50.00 3.542 7.450 15.125 10.890 4.235 0.340 3:311 45 -- 56.25 2.798 7.450 11.951 9.680 2.271 -0.383 1.605 25 Allowable Loads: K=1.25 IillII 20 - -1 15 - \ - patuL - 10 - - 5- - 0 1'Illl 10 15 20 25 30 35 40 45 L Height (Fed) t ID] 3907 VILLA SAN JOSE DRIVE, JACKSONVil.lE. FLORIDA 32217 (904). 731·7978 Fax (904) 731.7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY 3. Consider Allowable Axial Loads for K=1.50, or Le=1.50L K3:= 1.50 L:= 10,15.. 45 Lc3 L'= K3 ·L wd = 8.5 lbs/ft wd3 wd ·L L'- 1000 Fa3 51000 L Lc3-*12' C rx j 2 FajL Ps3 1. := if(Fa3L< 12,FalL' 0.0075·Pa3I...L·12dx.2 12) Fcw3L:= Fcw Pa3L := if(Fa31,<Fcw) ·4 Pas31, i= if(I<3> 1,Pa31- - Ps3L' Pa3) L ,Fa3 L A3, Fcw3 L -A PaBL p Pas3L - wd3Llj ·0.85 Height Effective Allowable Allowable Allowable Sway Allowable Self AllowableHeightLong Axial Short Axial Axial Axial Less Sway Weight Adal(ft) (ft) (ksi)(ksi)(kips)(kips)(kips)(kips)(kips) L Lc3L Fa3 Fcw3 Pa3 Ps3L L L LL L L Pas3 wd3 PaO 10 15.00 12.000 7.450 31.815 5.727 26.088 0.085 22.10315 22.50 12.000 7.450 31.815 8.590 23.225 0.128 19.63320 30.00 9.838 7.450 31.815 11.453 20.362 0.170 17.163--25 37.50 6.296 7.450 26.889 12.100 14.789 0.212 12.39030 45.00 4.372 7.450 18.673 10.083 8.590 0.255 7.08435 52.50 3.212 :7.450 13.719 8.643.5.076 - 0.297 7.06240 60.00 V 2.459 7.450 10.504 .7.563 2941 0.340 2.21145 67.50 1.943 .7.450 8.299 6.72.2 ·1.577 ' 0.383 1015 25 Allowable Loads: K= 1.5 111111 20 - - 15 - - pas \\L X 10- - . 5- \ 1 - 0 111111 10 15 20 25 30 35 40 45 L Height (Fect) ANDERSON & ASSOCIATES CONSULTING ENG!NEERS, INC. 3902 VILLA SAN JOSE DRIVE,JACKSONVILLE. FLORIDA 32217 (904) 731.7978 Fax (904) 731·7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY 4. Consider Allowable Axial Loads for K=2.00, or Lc=2.OOL K4 := 2.00 L := 10,15.. 45 64 L'= K4 -L wd = 8.5 Ibs/ft wd4 wd ·L L ' -1866 Fa4 51000 I. 8.cAL 12 rx Fa4 2 Ps4 L := i[{Fa4L<12,Fa41.' 0.0075·Pa4 ·L·12L L:= dx·2 12) Fcw41. := Fcw Pa41- = if(Fa4[. ·4 Pas := if(K4> 1,Pa41, - Ps#L'Pa41, < Fcw4. L , Fa4 ·A3, Fcw4 ·,L L PaAL := Pas4[. - wd41. -1 -0.85 Height Effective Allowable Allowable Allowable Sway Allowable SeN AllowableHeightLong Axial Short Axial Adal Axial Less Sway Weight Axial(ft) (ft) Cksi)(ksi)(kips)(kips)(kips)(kips)(kips) Lc4 Fa L L __£_ L LFcw4Pa4Ps4Pas4wd4LPaf4L 20.00 12.000 7.450 31.815 5.727 26.088 0.085 22.10330.00 9.838 7.450 31.815 8.590 23.225 0.128 19.63340.00 5.534 7.450 23.633 8.508 15.125 0.170 12.71250.00 3.542 7.450 15.125 6.806 8.319 0.212 6.89060.00 2.459 7.450 10.504 5.672 ..4.832 , ·.. 0.255 3.890' -70.66 - 1.807 « 7.450 7.717 4.862 2.855 0.297 2.174*-----.* I -Il--I.- I--I-- -I--I-80.00 1.383 7.450 5.908 .4.254 1.654 ;0.340 1.11790.00 1.093 7.450 4.668 3.781 0.887 0.383 0.429 25 Allowable Loads: K=2.0 111I11 20 - - P af 4 15- \ - L \ to- 1 - \X 5-1 - ol lillI 10 15 20 25 30 35 40 45 L 1 {eight (Fcct) ANDERSCiN &ASSOCIAIES-CONSULTING ENGINEERS,-INC. 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE. FLORIDA 32217 (904) 731·7978 Fax (904) 731·7771 12" x 12" TOWER SECTION STRUCTURAL CAPACITY SUMMARY Height Allowable Allowable Allowable Allowable Axial: K=1.00 Axial: K=1.25 Axial: K=1.50 Axial: K=2.00 (ft) (kips)(kips)(kips)(kips) L Pa fl L PafZL paoL Paf4 L 10 26.970 22.103 22.103 22.103 15 26.934 19.633 19.633 19.633 20 26.898 17.163 17.163 12.712 25 26.862 14.693 12.390 6.890 30 26.826 10.297 7.084 3.890 35 25.984 5.960 4.062 2.174 40 19.799 3.3 1 1 2.211 1.!17 45 15.547 1.605 1.015 0.429 i + 30 -*- . - Allowable Loads (K= 1,1.25,1.5 & 2.0)- lilli -25- 20 -X Paf3 L 1 5 - P af4 L 10 - 5- o lilli 10 15 20 25 30 35 40 45 1 Height (ft) . ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE. FLORIDA 32217 (904) 731·7978 Fax (904) 731-7771 PERIMETER TRUSS STRUCTURAL CAPACITY 10'-0"1.-89 48.875"2316.' 7 9716'11- 2316- 2" Dio. (18" Woll) 1, • 1 11 11 Un- ./ C. I t,> - 4 3 SIDE (TYP.) , 1'200 Dia. 08" wow END .24.563 10'-0" 1 9'-138"- - C- 1058" SIDE (TOWER- SECTION)i Tower Section ProperUes: 1.2" Dia. (1/8" Wall) Tube 2.1.5" Dia- (1/8" Wall) Tube Dl := 2 tw:= 0.125 dl := Dl - 2·tw D2:= 1.5 tw:= 0.125 dZ:=DZ -2 -tw At :=D12- d 19 Al =0.736 in2 Al:= 2·(022 -d22)A2 =0.54 in2 Il := -1-·(Dif- d 1 9 Il.=0.325 in4 I2:=I-(I)24 - d29 12 -0.129 in464 . · 64 rl:= 111 . I rl 60.664 in r2:4 A1 4 /u r2 = 0.488 in 3. Truss Properties 'dx := 28.0 in dy := 18.5 in Centerline Chord A] := 4 ·Al A3 = 2.945 in2 db:= 23.28 Ix:= 4 ·Al·dx \2/ 2 Ix = 577.268 in4 rx:= - rx= 14 in A3 Iy:=4·Al.·<dy 2 ly = 252.002 in4 n':= 4 A3 ry = 9.25 in 7[ -de := -rad (Angle between 0d:= 0.853 rad (Angle between7 Chord & Vertical)Chord & Diagonal) 03 ANDERSON.& ASSOCIATES CONSULTING-ENGINEERS; INC. 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE. FLORIDA 32217 (904) 731-7978 Fax (904) 731-7771 PERIMETER TRUSS STRUCTURAL CAPACITY A. Check Member Bending Capacity 1. Check Local Buckling on 2" Dia. (1/8" Wall) Top Chord Lc := 48.9 rl= 0.664 Therefore: =73.602 r 1 Al =0.736 Fal:= 20.2 - 0.126·- r1 Fa2:= 51000 Fa:= iffLe -<66,Fal irl ,Fa Fa = 9.414 Wi-/Fa = 12 ksi (Weld Affected Zone) Determine Allowable Force in Top Chord Pc:= if(Fa< 12,Fa·Al, 12·Al)Pc = 6.932 kips 2. Check Net Tension on 2" Dia. (1/8" Wall) Bottom Chord Al =0.736 Therefore: Ft:= 11 ksi (Weld Affected Zone) Pt:= Ft·Al Pt = 8.099 kips 3. Check 1/8"Weldat Chord to Vertical and Horizontal Members e =90'e =900 d=2' 11 -lp.>- SIDE END Determine Length of Weld: d:= 2 D:= 2 d a:= ,-cs((Gc)a=l dGe = 1.571 0 := asinD 2 0.-3.142 U b = 1.57 1 4 Lw:= a +.b + 3 ·Ja2 + 12 Lw = 8.157 Where:tw := 0.125 1 /8" Weld Determine Allowable Force At Chord Member Fw := 5 ksi (Allowable Stress at Weld) Pew := iw·Lw·0.707-tu··1.5 Pew = 5.407 kips Controls ANDERSON & ASSOCIATES CONSULTING.ENGINEERS, INC. 3902 VILLA SAN JOSE DRIVE, JACK·,ONVILLE. FLORIDA 32217 (904) 731-7978 Fax (904) 731-7771 PERIMETER TRUSS STRUCTURAL CAPACITY 4. Check 1/8" Weld at 3/8" Gusset Plate 6916" Lp := 6.54 in tw:=0.125 in (1/8" Weld) \ 03 \ .0 0 Determine Allowable Force At Chord Member Pp := Fw·Lp·0.707·tw·4 Pp = 11.559 kips Summarv: The Weld at the Chord to Vertical and Horizontal Members Controls the Member Bending Capacity . Where: dx Pcw-dx.2 Mew:= 12 B: Check Connection Bending Caacity Check Capacity at High Strength Bolted (5/8" Pbolt := 15.2 kips ( Pbolt = 0.33Fu x Ab = Where: · db Pbolt·db·2 Mab:= SummarY 28 Centerline Chord Dimension Mew = 25.231 ft-kips dia. SAE, Grade 8) Connection 0.33 x 150 ksi x 0.307 in2) 23.28 Centerline Bolt Dimension Mab = 58.976 ft-kips High Strength Bolt The Member Capacity Contiols for the High Streng01 Bolt Design Mew = 25.231 ft-kips High Strength Bolt Design b ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE, FLORIDA 32217 (904) 731·7978 Fax (904) 731-7771 PERIMETER TRUSS STRUCTURAL CAPACITY C. Consider Lateral Stability (Global Buckling) A3 = 2.945 in2 Iy = 252.002 in4 ry = 9.25 in Determine Span where Lateral Stability becomes a consideration: Member Bending Capacity is controlled by the Weld at the Chord to Vertical and HorizontalMembers Pew = 5.407 kips Fa:= Pcw A1 Fa = 7.343 ksi Now determine allowable axial stress for various unbraced lengths 51000 Fa(L)-Al-dx·2Fa(L):= - ksi Ma(L):=ft-kips Fa(600) = 12.121/1\2 12 50 ft Ma(600) = 41.65 Fa(612) = 11.651 51 ft Ma(612) =40.033 Fa(624) = 11.207 52 ft Ma(624) =38.508 Fa(636) = 10.788 53 ft Ma(636) =37.069 Fa(648) = 10.392 54 ft Ma(648) = 35.708 Fa(660) = 10.018 55 ft Ma(660) = 34.422 Fa(672) = 9.663 56 ft Ma(672) = 33.203 Fa(684) = 9.327 57 ft Ma(684) =32.049 Fa(696) = 9.008 58 ft Ma(696)*= 30.953 Fa(708) = 8.705 59 ft Ma(708) =29.913 Fa(720) =8.418 60 ft Ma(720) =28.924 SummarY: Lateral Stability (Global Buckling) is not a consideration for the Perimeter Truss at spans under60 feet Mew = 25.231 ft-kips may be used for Spans up to 60 ft. D. Determine Truss Shear Capacity - 2" Dio. (18" Woll) CD t391&: Shear1 Capacky is allowable force on determined by maximum 1st Diagonal.0\.1 147\1 48.9' 1 - 112" Dia. (18" Wall) ANDERSON & ASSOCIATES CONSULTING ENGINEERS,-INC.·ID1 3902 VILLA SANJOSE DRIVE. JACKSONVILLE FLORIDA 32217 (904} 731·7978 FaX (904 731-T771 PERIMETER TRUSS STRUCTURAL CAPACITY D. Determine Truss Shear Capacity (Cont.) 1. Check Local Buckling on 1.5" Dia. (1/8" Wall) Diagonal . Ld: 26 sin(Od) 1dLd=34.517 r2 = 0.488 Therefore:1 =70.711 r2 A.2 = 0.54 Fal := 20.2 - 0.126.2 r2 51000 Fa2:= Ed)2 Fa := ifl ·M<66, Fal, Fa Fa = 10.24 r2 1-1(r2 /Fa = 12 ksi (Weld Affected Zone) Determine Allowable Force in Diagonal Pd:= if(Fa< 12,Fa·Al, 12-A2)Pd = 5.508 kips 2. Check Weld Between Diagonal and Chord Member Determine Length of Weld: Idd:= 1.5 D:= 2 ed = 0.853 0 := asin' iiiA 2 ¢ = 1.696a:= f -csc(ed)a = 0.996 U b = 0.8484 Lw:= a+b+3 .PU._Lw,v 5.767 Where:tw := 0.1875 3/16"Weld Determine Allowable Force At Diagonal Member Fw:= 5 ksi (Allowable Stress at Weld) Pdw := Fw -Lw ·0.707 ·tw Pdw = 3.823 - kips Controls 3. Check Misnoding at End of Truss Misnoding at End of Truss causes local bending on the Chord Member Fbc:= 14.0 ksi (Extreme Fiber Allowable Compression Stress) Fbt:= 13.5 ksi (Extreme Fiber Allowable Tension Stress)Controls SI : I 1 - S 1 = 0.325 in3 Therefore:Ma := Fbt·SI Ma = 4388 in-kips(Dl) 42, rruiend := 1.00 in. (Misnoding at End of Truss)M:= Ma MPdnin:=idmn = 5.825 kipsmnend·sin(Od) Alvul=MOUIN & AbOU.LIA :tz:b-GUINbUL-1 INU tlybilvt=Crle, UNU. 3502 VILLA SAN JOSE ORIVE, JACKSONVILLE FLORIDA 32217 (904) 731-7978 Fax (904) 731-7771 PERIMETER TRUSS STRUCTURAL CAPACITY D: Determine Truss Shear Capacity (Cont.) Determine Allowable Shear at Truss Rail := Pdw·sin(ed)·2 Rail = 5.759 kips Val,:=Rall·1000 E. Determine Weight of Truss Member Chords:Wti ' (10'12)-4·Al·0.098 Wt = 34.6361Verticals:W,2 :- (2·167·12) ·10·0.736·0.098 Wt = 18.7562Horizontals: W .- (1.375·12)·10·.736·0.098 Wt = 11.9013 Iwt Diagonals:Wt4 :=(Ld) ·8·A2 -0.098 Wt = 14.612 Total =4 10 1.15=9.189 Say 9.0 lbs/ ft for Perimeter Truss e wd:= 9.0 pif Appendix B Finite Element Model and Design Loadings .:81. 23 1t 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE, FLORIDA 32217 (904) 731-7978 Fax (904) 731.7771 GRAVITY LOADINGS FEM INPUT Tributary Widths of Transverse Members 10.9381. Perimeter Truss Member Tribl := 2 2. Apex Level 1 10.938 10.167Trib2:= + 2 2 3. Apex Level 2 and 3 Trib3 := 10.167 4. Sound Wing Apex Level Trib4 := 10.938 A. Gravity Loads: Self Weight Tribl = 5.469 ft. Trib2 = 10.553 ft. Trib3 = 10.167 ft. Trib4 = 10.938 ft. 65 ft. x 45 ft. Roof Top Wt.: 6000 lbs FEM Plan Dimensions: 62.542 ft. x 42.209 ft. 6000 wtave:=wtave = 2.27362.542·42.209 wtave ·Trib 11. Perimeter Truss Member W :=w = 0.01243 kjft1000 2. Apex Level 1 wtave·Trib2 W :=w = 0.02398 k/ft 1000 wtave·Trib33. Apex Level 2 and 3 W :=w = 0.02311 Is/ft1000 wtave·Trib44. Sound Wing Apex Level W :=w = 0.025 k/ft1000 B. Gravity Loads: Canvas Weight 65 ft. x 45 ft. Roof Top Wt.: 400 lbs FEM Plan Dimensions: 62.542 ft. x 42.209 ft. 400 wtave :=wtave = 0.15262.542·42.209 wtave·Trib l1. Perimeter Truss Member W := -w = 0.00083 1</ft1000 2. Apex Level 1 wtave .Trib2 W :=w =0.00 160 k/ft1000 wtave·Trib33. Apex Level 2 and 3 W :=w = 0.00154 1</ft1000 wtave ·Trib44. Sound Wing Apex Level W :=w = 0.00166 k/ft1000 C. Gravity Loads: Weight of Riggers (200 lbs each) 65 ft. x 45 ft. Roof Top: Six Riggers at Nodes 10,11, 12,26,27,28 Sound Wings: Four Riggers at Nodes 39,40,47,48 Pplut-t<jUN & ASSOCIA 1 45 QUNSUL I ING ENUINt=t=Kb, INU .27'33$02 VILLA SAN JOSE DRIVE JACKSONVILLE. FLORIDA 32217 (904) 731.7978 Fax (904) 731·7771 GRAVITY LOADINGS FEM INPUT D. Gravity Loads: Operating Loads Note: Multiply all Allowable Operating Loads to Account for Dynamic Effects 65 ft. x 45 ft. Roof Top (36,000 Ib Permissible Operating Load) 36000·1.25Nodel:=·0.25 Nodel = 469 lbs24 36000-1.25Node2:=.0.50 Node2 = 938 lbs24 36000·1.25Node3:=·1.0 Node3 = 1875 lbs24 Sound Wings (12,000 Ib Permissible Operating Load per Sound Wing) 8000·].25Front Truss W 1 :=wl = 457.122 lbs/ft21.876 4000·1.25Back Truss w2:=w2 = 228.561 lbs/ft21.876 . 3902 VILLA SAN JOSE DRIVE. JACKSONVILLE, FLORIDA 32217 (904) 731:7978 Fax (904) 731 -7771 WIND LOADINGS FEM INPUT Tributary Widths of Transverse Members 10.938 1.7081. Perimeter Truss Member Trib 1 :=-F -Tribl =6.323 ft. 2 2 2. Apex Level 1 10.938 10.167Trib2:= - +Trib2 = 10.553 ft. 2 2 3. Apex Level 2 and 3 Trib) := 10.167 Trib3 = 10.167 ft. 4. Sound Wing Apex Level Trib4 := 10.938 Trib4 = 10.938 ft. Consider Wind Loadings on Roof and Exposed Trusses for Input into FEM Model(V=70 mph: 3-Second Gust Wind Speed) ANSI/ASCE 7-95 Wind Loadings I:= 1.0 (Importance Factor) q: = 0.002561<zKzt\/21 and F = qzGCA where:Kz := 1.04 Table 6-3; Exposure C; z = 40 ft. V := 70 mph "Kzt := 1.00 Section 6.5.5 G := 0.85 Section 6.6.1, Exposure C qz := 0.00256·Kz·Kzt·V2 I qz = 13.046 psf -Z Wind Loads: Verlical Upward on 65 ft. x 45 ft. Roof Top ; := 64.25 ft L := 43.917 ft - =0.684 Cf:=0.513 Table 6-6r, f.=B·L fe E := 1.00 100% Solid F..qz -G ·Cf·Afe F = 16051 lbs Triangular Load Bfcm:= 62.542 Lfum:= 42.209 Windward Pressure:pw:: F 2 pw = 12.161 psTBfem ·Lfem Trapezoidal Loads: Perimeter Truss Windward load:ww := pw ·Trib 1 ww = 76.893 kips/ft L:= 42.209 WW 10,968 ww 31.271w =0.01998 W := -w = 0.056971000L 1000 ww 21.105 ww 42.209w =0.03845 W :=-·w = 0.07689L 1000 L 1000 wiv 21.876 w = 0.03985L 1000 Apex Level 1 Windward load:w·w := pw ·Tribl ww = 128,328 kips/ft ww 10.968 ww 31.271w = 0,03335 U' : I -w = 0.09507L 1000 1. 1000 ww 21.105 wiv 42.209w =0.06417 V:= ----·w =0.12833L 1000 L IOOD ANUtKbUN & AbbULIA I tb CONSUL I IN(.5 ENUINI=t=Mb, INU. 3902'ViLLA SAN JOSE DRIVE. JACKSONVILLE, FLORIDA 32217 (904) 731 -7978 Fax (9041 731-777 1 WIND LOADINGS FEM INPUT Apex Level 2 and 3 Windward load:ww := pw ·Trib3 ww = 123.64 kips/ft ww 10.968 ww 31.271w =0.03213 w:= -w =0.0916L 1000 L 1000 ww21.105 ww 42.209w = 0.06182 'A':= -.w = 0.12364L 1000 L 1000 -Z Wind Loads: Vertical Upward on 24 ft. x 24 ft. Sound Wings Li := 23.584 ft L:=23.584 ft -=1 Cf:=0.45 Table 6-6 f:= B -L fl2 6 := 1.00.100% Solid F := cf·G·Cf·Af·E F = 2775 lbs Triangular Load Bfem := 21.876 Lfem := 21.876 Windward Pressure:pw:= F Bfem·Lfem 2 pw = 11.599 psf Trapezoidal Loads: Perimeter Truss Windward load:ww := pw ·Tribl .ww=73.342 kips/ft L := 21.876 ww 10.968 ww 21.876w =0.03677 W := -w =0.07334L 1000 L 1000 Apex Level Windward load:ww := pw -Trib4 ww = 126.873 kips/ft ww 10.968 ww 21.876w = 0.06361 W:= -·w = 0.12687L 1000 L 1000 +X Wind Loads: Vertical Upward on 65 ft. x 45 ft. Roof Top 1 := 43.917 ft L := 64.25 ft E = 1,463 .Cf:= 0.381 Table 6-6r. r:=B·L ft2 E:.1.00 100% Solid F:=qz·G-Cf·Af·g F = 11921 lbs Triangular Load Bfem := 42.209 Lfern:= 62.542 Windward Pressure:PW::F = -2 pw = 9.032 psfBfern-Lfem j ANDERSON & ASSOCIATES CONSULTING -ENGINEERS---INC. 3902 VILLA SAN JOSE ORSVE. JACKSONVILLE, FLORIDA 32217 (904) 731-7978 Fax (904) 731 ·7771 WIND LOADINGS FEMINPUT +X Wind Loads: Vertical Upward on 65 ft. x 45 ft. Roof Top (Cont.) Trapezoidal Loads: Slopina Truss Windward load:ww := pw -Tribl ww = 57 108 kips/ft L:= 62.542 ww 10.968 ww 41.438w = 0.01002 W:= -w=0.03784L 1000 L 1000 ww 21.105 ww 51.604w =0.01927 U':= -I w=0.04712L 1000 L 1000 ww 31.271 ww 62.542w = 0.02855 W:= -·w =0.05711L 1000 L 1000 Outside Ladders Windward load:ww:= pw -Tnb2 ww = 95.308 kips/ft ww 10.968 ww 41.438w=0.01671 W.=-·w =0.06315L 1000 L 1000 WW 21.105 ww 51.604w =0.03216 W := -·w = 0.07864L 1000 L 1000 vav 31.271 ww 62.542w = 0.04765 U' = ---- ·w = 0.09531L 1000 L 1000 Middle Ladder Windward load:ww i= pw ·Trib3 WW = 91.826 kips/ft ww 10.968 - ww 41.438w =0.0161 W := -w = 0.06084L 1000 L 1000 ww 21. 104 ww, 51.604w =0.03099 W := -·w =0.07577L 1000 L 1000 ww 31.271 ww 62.542W =0.04591 U':= -w =0.09183L 1000 L 1000 +X Wind Loads: Verdcal Upward on 24 ft. x 24 ft. Sound Wings L; := 23.58.4.·ft -Lt:= 23.584 ft - =1 C f:= 0.45 Table 6-6n r:= B·L ft2 £:=1.00 - 100% Solid F:=qz·G·Cf·Aft F = 2775 lbs Triangular Load Bfem := 21.876 Lfem := 2 1.876 Windward Pressure:PK' 1 = ·2 pw = 11.599 psfBfem ·Lfcni Trapezoidal Loads: Perimeter Truss Windward load:;VV:=pw ·Tribl ww = 73,342 kips/ft 1. := 21.876 ww 10 968 ww 21.876w = 0.03677 := -w = 0.07334L 1000 L 1000 3902 VILLA SAN JOSE DRIVE. JACKSONVILLE. FLORIDA 32217 (904) 731-7978 Fax (904) 731-7771 WIND LOADINGS FEM INPUT +X Wind Loads: Vertical Upward on 24 ft. x 24 ft. Sound Wings (Cont.) Apex Level Windward load:ww := pw ·Trib4 ww = 126.873 kips/ft ww 10.968 ww 21.876w = 0.06361 W:=-·w =0.12687L 1000 L 1000 3902 VILLA SAN ·JOSE DRIVE, JACKSONVILLE-FLORIDA 32217 (901 731·7978 Fax (904) 731·7771 LATERAL WIND LOADINGS FEM INPUT Consider Lateral Wind Loadings on Front and Tower Trusses for Input into FEM Model0/=70 mph: 3-Second Gust Wind Speed) ANSI/ASCE 7-95 Wind Loadines qz = 0.00256Kzl<zIV21 and F = qzGCA 1:= 1.0 (Importance Factor)where:Kz := 1.04 Table 6-3; Exposure C; z = 40 R. V := 70 mph Kzt := 1.00 Section 6.5.5 G := 0.85 Section 6.6.1, Exposure C qz := 0.00256·Kz·Kzt·V24 qz = 13.046 psf A. Front Truss at 65 ft. x 45 ft. Roof Top B := 64.25 ft. Dl :. 2.50 ft.D2 := 8.165 ft Top Front:Cft := 1.2 81 := 1.00 100% Solii D]+D2Af:= B -Af=342.613 fQ Bottom 1'-0":CD := 1.43 g2:= 0.50 50% Solid2 AD :=B·!Afl t= Af - Afl Afl = 278.363 fQ An =64.25 fe F := qz·G·((Cil ·Afl ·El) + (CQ ·Af2·82))F = 4213 lbs F 1 wave := - ·- wave = 0.06558 kips/ftB 1000 B. Side Perimeter Truss at 65 ft. x 45 ft. Roof Top B := 43.917 ft.D := 2.50 ft.Top Side:Cfl := 1.2 61 := 1.00 100% Solid Af:= B ·D Af = 109.793 fe Bottom 1'-0": C]fl := 1.43 62 := 0.50 50% Solid An := B·I Afl:= Af- Afl Afl = 65.876 ft2 Af2=43.917 ft2 F := qz·G-((Cfl ·Afl ·el) + (CQ ·AQ·€21)F = 1225 lbs F 1 wave:= -·- wave = 0.02789 kips/ftB 1000 C. Front Truss at 24 R. x 24 ft. Sound Wing B:= 23.584 ft. Dl := 2.50 ft.D2:= 6.659 ft Top Front:Ctl := 1.2 El := 1.00 100% Solid Af:= B D 1 + D2 Af = 108.003 ft2 Bottom 1'-0"CQ := 1.43 C :=0.50 50% Solid2 Afl :=B·1 Anti Af -Afl Afl = 84.419 fQ Af2 = 23.584 fe F := qz·G ·((Cll ·Afl ·el)+ (CQ ·Af2·g2))F = 1310 lbs F 1 wave:=-·- wave =0.05556 kips/ftB 1000 D. Exposed 1'-0" Wide Members Cf:= 1.43 Table 6-10: Rounded Truss MembersD:= 1.0 ft H:= 1.0 ft E := 0.50 50.0% SolidAf:= D-H fQ F:= qz·Ci·Cf·Af·c F = 7.929 lbs/ft Appendix C Finite Element Analysis Results ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 3902 VILL-·A SAN JOSE DRIVE. JACKSONVILLE. FLORIDA 3221 7 (904) 731·7978 Fax (904) 731·7771 GRAVITY LOADINGS 65 ft. x 45 ft. Roof Top Component Actual FEM Result Allowable Result Interaction (Actual/Allowable) Tower Axial Load P:= 15.6 (kips)Pa := 26.0 Guyed Int: P Pa Int = 0.6 PAdal Load P:= 15.6 (kips)Pa:= 2.17 Unguyed Int:= - Pa Int = 7.189 N.G PAxial Load P:= 15.6 (kips)Pa := 2.00 Hoist Int:= - Pa Int = 7.8 N.G Perimeter Truss Moment M := 13.8 (ft-kips)Ma := 25.2 Int:= M Int = 0.548 Ma VShearV:= 2.75 (kips)Va := 5.76 Int:= Va Int = 0.477 Ladder Level 1 Moment M := 38.7 (ft-kips)Ma := 53.7 Int:= M Ma Int = 0.721 VShearV:= 5.18 (kips)Va:= 5.11 Lnt = 1.0I4Int:=.._ Va Ladder Level 2 Moment M:= 55.7 (ft-kips)Ma:= 75.6 Int:= M Ma Int = 0.737 Ladder Level 3 Moment M := 61.6 (ft-kips)Ma := 97.4 Int:= M Ma Int = 0.632 Truss Levell Moment M := 51.8 (ft-kips)Ma := 87.0 Int: M Ma int = 0.595 VShearV := 5.20 (kips)Va := 8.64 Int:=-Int = 0.602 Va Truss Level 2 Moment M := 85.9 (ft-kips)Ma:= 122 Int:: M Ma Int = 0.704 Truss Level 3 Moment M := 99.3 (ft-kips)Ma:= 158 Int:= -M_Int = 0.628 Ma MApex Level 1 Moment M := 9.17 (ft-kips)Ma := 14.1 Int = 0.65Int:= - Ma VShearV := 0.94 (kips)Va := 4.165 Int:= -Int = 0.226 Va Apex Level 2 Moment M := 14.8 (ft-kips)Ma:= 19.9 Int:= -M Ma Int = 0.744 VShearV := 1.09 (kips)Va := 4.165 1nt:=-Int = 0.262 Va Apex Level 3 Moment M := 25.0 (ft-kips)Ma:= 25.6 Int:= _M int = 0.977 Ma VShearV := 1.88 (kips)Va:= 4.13 Int := --Int = 0.455 Va D 3907 VILLA SAN JOSE DRIVE. JACKSONVILLE, FLORIDA 32217 (904) 731-7978 Fax (904) 731-7771 GRAVITY LOADINGS Sound Wing Component Actual FEM Result Allowable Result Interaction (Actual/Allowable) PTowerAxial Load P :=4.30 (kips)Pa := 26.0 Guyed Int:= - Pa Int = 0.165 ¥Axial Load P := 4.30 (kips)Pa := 2.17 Unguyed Int:= - Pa Int = 1.982 N.( PAxial Load P := 4.30 (kips)Pa := 2.00 Hoist Int:= - Pa Int = 2.15 N.( Perimeter Truss Moment M := 10.5 (ft-kips)Ma := 25.2 Int:= .M Ma Int = 0.417 Shear V := 1.63 (kips)Va := 5.76 Int:= V - Int = 0.283 Va Ladder Level 1 Moment M := 0.98 (ft-kips)Ma:= 53.7 Int:= M Ma Int= 0.018 Shear V := 0.07 (kips)Va:= 5.11 Int: V Va Int = 0.014 MLadder Level 2 Moment M := 11.3 (ft-kips)Ma := 75.6 Int:= - Ma Int = 0.149 Taiss Level· 1 Moment -· M := 15.9 (ft-kips)·Ma·:= 87.0 Int: M Ma Int= 0.183 V ...-u ..Shear '·" -V = 4.15 5(kips) --Va:= 8.64 ·-· ·--Int:=,-A = 0.48 Va Truss Level 2 Moment M := 19.4 (ft-kips)Ma := 122 Int: M Ma Int = 0.159 Apex Level 1 Moment M := 5.32 - (ft-kips)Ma := 14. 1 Int:= M Ma Int = 0.377 VShiar .-3 · V:= 0.63 (kips)Va := 4.165 Int = 0.151Int:= t.n·27 ' t..... r.14ucrEOL,44 6 hOOLIUIM I CO UVINCUL 1.11'IU CINC/11.NIC.L.no, 31•v. 3902 VILLA SAN JOSE DRIVE, JACKSONVILLE, FLORIDA 32217 (904) 731-7978 Fax (904) 731·7771 FEM Foundation Results Loads Applied to Rooftop and Exposed Truss Only (Wind Speed Considered = 70 mph) 65 x 45 Roof Top with Sound Wings A. Roof Top Tower Ballast Requirements Uplift Applied w/0 Operating Load U := 3.03 kips Therefore; N=W-U p := 0.45 H:= 0.11 kips F.S. (at least 1.5)=Fbi/V Therefore;Wreq:=1.5-H+B·U Wreq = 3.397 kips (Ballast Weight Required)M 1. Concrete Block Required: breq := Wreq 0.145 breq = 2.861 ft. cube of Concrete 2. Gallons of Water Required:Vol:=Wreq 0.063 7.476 Vol = 403.071 Gallons of Water Uplift Applied w/ Operating Load U:= 0.37 kips Therefore; N=W-U p := 0.45 H:=0.11 kips F.S. (at least 1.5)=BNA/ 1.5 ·H + B ·UThere fore;Wreq:=Wreq = 0.737 kips (Ballast Weight Required).P 311. Concrete Block Required:breq:= Wreq 0.145 breq= 1.719 ft. cube of Concrete 2. Gallons of Water Required:Vol :=Wreq 0.063 7.476 Vol=87.418 Gallons of Water· B. Wire Guy and Ground Anchor Requirements 1. Roof Top Longitudinal Guy (1 st) T := 2.28 kips (Maximum Force in Guy) U·:= 1.37 kips (Maximum Uplift at Guy Anchor) H:= 1.82 kips (Maximum Lateral Force at Guy Anchor) 1.5-H + Ft·UAlternatively; Wreq := P Wreq = 7.437 kips (Ballast Weight Required) a. Concrete Block Required:br94 L 3F;Ji JO. 145 breq = 3.715 ft. cube of Concrete b. Gallons of Water Required:Vol:Wreq 0.063 7.476 Vol = 882 Gallons of Water A 3902 Vtll.A SAN JOSE DRIVE, JACKSONVILLE, FLORIDA 32217 (904) 731-7978 lag (904) 731-7771 FEM Foundation Results Loads Applied to Rooftop and Exposed Truss Only (Wind Speed Considered = 70 mph) B. Wire Guy and Ground Anchor Requirements (Cont.) 2. Roof Top Longitudinal Guy (2nd) T:= 2.01 kips (Maximum Force in Guy) U := 1.67 kips (Maximum Uplift at Guy Anchor) H:=1.13 kips (Maximum Lateral Force at Guy Anchor) 1.5·H+B·UAltematively; Wreq := P Wreq = 5.437 kips (Ballast Weight Required) 31a. Concrete Block Required:breq:= Wreq 0.145 breq=3.347 ft. cube of Concrete b. Gallons of Water Required:VoI:=Wreq 0.063 7.476 Vol = 645.Gallons of Water 3. Roof Top Transverse Guy T:= 3.00 kips (Maximum Force in Guy) U:= 2.12 kips (Maximum Uplift at Guy Anchor) H:= 2.12 kips (Maximum Lateral Force at Guy Anchor) 1.5-H+B·UAlternatively; Wreq := P Wreq = 9.187 kips (Ballast Weight·Required) a. Concrete Block Required: breq := Wreq 0.145 breq= 3.987 ft. cube of Concrete Wreqb. Gallons of Water Required:Vol:= - 0.063 7.476 Vol = 1090 Gallons of Water 4. Sound Wing Guy T:= 1.63 kips (Maximum Force in Guy) U:= 1.27 kips (Maximum Uplift at Guy Anchor) H.= 1.02 kips (Maximum Lateral Force at-Guy Anchor) 1.5·H+B·IJAlternatively; Wreq := P Wreq = 4.67 kips (Ballast Weight Required) 3fwi;qa. Concrete Block Required:breq:= 1- JO.145 breq = 3.182 ft. cube of Concrete b. Gallons of Water Required:Vol ::Wreq 0.063 7.476 Vol= 554 Gallons of Water A ELEVATION VIEW 3/4 ' Plywood ALUMINUM Decking . 4/91&-:. 384 - , 462· - 4 -: · &96 mi#-M# p-4./p 41% -44 J4.'.- VE::24007 1 /2 ..r-v afr: -lilay --4 61'P ...32 « Y, 1 1 CROSS BRACES DATETITLEPERMITS M ELEVATION VIEW --plu S Santa Ana, CA EVENT STAGING SERVICES 014) 528-3891 -- ELEVATION VIEW Decking E X 4' X 4" R 1, 1 DATE 1-4-hra..0/44#p AP ·: i 0 + $ :10- -6/:t , Ilk r y# ont©-g Center Support Legs , Cross Bars 'r , In't TITLE · PERMITS ELEVATION VIEW STA- - EVENT STAGING SERVICES Santa Ana, CA (714) 528-3891 , 5/ R 142'1133%431: IEVENT STAGING SERVICES 1 1/2" round tubing Sch.090 *'·xt'9;2*19.. , .-... *ANNON *f 2' Strap w/ rachet Straping frame and stair 0 4 1,1 J 0 i*,ft' 0.00 Warning Stripingt LY-':19-t.'ll- 71 J - 1/ 2, 6" Landing for 6'h 431 1 /·12" 6" Landmifort 511 D t.J, 5 :29 7 W6862/ 0 P 34 - 9'71& nut, bolt and was 0 0 0 i 0 1" X ¢' Metal Framingik ,# Sch.090 . „ 11/2' X 12' X 4' Steps 2 21/4 -£'-11/2" Round tubing reciever 6" Srew jack for uneven floors DATEFLOOR PLAN TITLE PERMITS 12/26/01 s Santa Ana, CAStairs and Rails IEVENT STAGING SERVICESI 714-241-0184 - - . : 11/2' clamp 8' 4' • -0722:4,36...P.,AL#.trft"2·:t·· ER i•·lt¢r,00$*iwu/PJ)*p,N:,A,34jFiate331874#YE/P.*6.213,·,t.$,ENAP&&2*//deA,%MA ttMW4&34*MuNiaWEMmo;'fklMirHFY*Nri,628:V•f·Mate:iul:2¥11f21:klt429rmVe*417 *4/ 11,19 ..:i Pressure Clamps ' ' ;wto.,4' X 8' Stage Deck4 FLOOR PLAN TITLE PERMITS 12/26/01 DATE 8' X 42" Stage Rail k S Santa Ana, CA IEVENT STAGING SEN:VICES 014) 528-3891 - ·t i i 2) Plywood, thickness 1 = 5/8 in. Allowable Stresses, 4 = 1660 psi modulus of elasticity, E = 18000 Ksi .. 3) Rivets 0 1/4 in.,ultimate shear capacity P = 525 lbs ***./ 1 - GRAVTTY LOADS Dead load - 3 psf Live load considered at 125 psf based on the U.B.C. (1993) for stage area and closedplatforms. 0/ Analysis for Member C.D (Fig. 1)/Vt j6 2/3 1.1 \The following analysis is presented for member C-D since it controls the load carrying capacity ofthepanel. Load W =4x128 x4 -1024 Ib. Shear V = 512 lb. ..-·Gie M = 8208 tb.in. DESIGN 94 Section an-cmgement as in Fig. Za This arrangement is suggested for the second phase of building the panels. Assume effective width t - 12 x 1800/10000 ,,= = 2.16 in. Area of effective wood Area of aluminum EccentIicity eEffective inertia I = 1.35 in.2 ;p .-3 = 0.61 in.2 = 2.75 in. = 2.168 in.4 £; = 8.21 x 2.75 = 10.41 ksi, accoidsgly safety factor, S.F. = 3.34,2.168 'f' ' i'' i Report on: ANALYSIS AND TEST OF COMPOSrrE FLOOR PANELS by George Abdel-SayedDepartment ofCivil and Environmental Engineering University of Windsor Submitted to:Mr. Gary Taylor, President Headwater Industries Windsor, Ontario SUMMARY A composite floor system has been developed by Headwater Industries for easy assembly andfor use as stage floor in connection with system 2000. The present floor panels have been analysedand the analytical results conirmed by laboratory test. Also two alternate designs have beensuggested with higher load carrying capacity. Floor assembly has been also examined under the effect of horizontal sway fbrces withconsideration given to different U.S. and German codes. A basic bracing system is suggested forfloor area up to 1000 8. Additional bracing is also designed depending on the floor area. INTRODUCTION The float panels outlined in Fig. 1 are built of extruded aluminum rectangular section incomposite action with 5/8 in. plywood panel, Fig. 24 b. The panels are designed to have supportsat 4 ft. spacing as outlined in Fig. 1. The following outline the analysis for three different designsnamely: AM, and C. It also reports the test result for design *B". The analysis and design has beenconducted for the effect of I: The gravity load; and n assembly with sway forces. MATERIAL PROPERTIES 1) Aluminum rectangular section 3*2x 1/16 - Alloy 6062-T6 - Fy = 34.8 Ksi (240 Mpa) * - Fu = 40.6 Ki (280 Mpa) Technical Information dated Feb. 17, 1996..Plywood construction manual, face grain parallel to span...Communication with Mr. Gary Taylor 8.21 x0.875 2.168 x 0.18 - 0.596 ksi accordingly S.F. = 5.56 L DESIGN (B)Section Arrangement as in Fig, 26 This arrangement has been used in building the existing panels. A = 1.96 in.2 e = 1.904 in. I = 1.146 in. 8.21 x 1.904f= =13.64 ksi therefore S.F. = 2.551.146 C=8.21 x 0.721 1.146 x 0.18 = 0.930 ks£therefore S.F. = 3.57 TEST FOR DESIGN (B) (AM \ 9, UA panel has been loaded through eight squares of tft. by 1 ft. as shown in Fig. 3. Thissimulates a uniform load over a whole panel built as outlined in Fig. 1 and 21 The ultimateload was reeprded at 8800.lbs., failure was triggered by yielding at member C-D. That isequivalent to 275 psi i.e. corresponding to -a safety factor of2.2 when considering the liveload at 125 ps[ Thi_Ris to.be -compared with the analytical results ofS.F. = 2.55. DESIGN (C) Aliernate Arrangements Fig. 4 shows an alternate arrangement for the floor panels with two intermediate panels,Member C-D. 1.33 +4The load w =x 2 x 1.33 * 128 - 903/3,2 V =456 tb. M = 6330 Ib.in. I = 2.168 in' e = 2.75 in. 6.33 •2.756 - - • 8.03 ki, S .F. = 4.33 ,2.168 6.33 *0.875ft 'M 0.18 - 0.46 1.i,S F. =11 r r 1.105 Member A-H 1.33 x 122F . 456 + -x 4 • 796.5 lb. v .1. 85.12 x4+ 456 8 W . 85.12 (12 + 456 x32 x 16 .- (32 + 41) . 1 70 + 4053 - 4123 8.b.. Section Properties 1.35A = 0.61 + -= 1.29 /,0 2 2 0.61 x 1.5 •0.675 *3312 1.29 - 2.44 i• I = 0,787 + 0.61 0.44 - 1.5/ + 0.675 (3.313 - 2.449= 1.84 t. 4 4.223 *2.44f, = - =5.60 bt1.84 i.e SF = 6.24.123 xi. 185 1 .84 , 0.1% = 0.49 U - 1:--=tl·. . -a...n-:gitt.t SF d 6.76 v By comparison ofthe S.F. ibr arrangement 33), Fig. 1,26, and arrangement (C), Fig. 4, it canbe concluded that: I. Using a safety factor S.F. = 2.5 the allowable load, q. is as follows: Design (A) . q. = 167 psf (B) =125 psf (C) =303 psf IL Using a safety factor S.F. = 3, the allowable load q. is as follows: Design (A) qa = 140 psf OB) =100 psf (C) = 250 psf II: ASSEMBLY WITH SWAY FORCES Loading E#ects The following outlines the live load requirements according to three different Codes, namely: (1) Uniform Building Code (U.B.C.), 1993 (2) BOCA National Building Code (BOCA), 1993and (3) The German DIN-4112, 1. Vertical (Gravity) Load, psf Stage Enclosed Assembly AruAreaPlatformFixed Seats Movable Seats DIN-4112 104 104 160U.B.C.125 4'125 50 100BOCA150100 50 100 also 120 lb/ft on footboard and seat boards shall be used. U. Horizontal (Sway Loads) BOCA: Grandstands, stadiyn and similar assembly structures,shall be designed for lateralsway bracing loads of 24 pounds per linef foot parallel to and 10 #Ands per linear footperpendicular to seats and footboards. Handrails shall be designed and constructed for a concentrated load of 200 tb. applied at anypoint and in any direction. Handrails shall also be designed for a uniform load of 50 Ib/ftapplied in any direction. The concentrated and uniform loading conditions shall not beapplied simultaneously. DIN-41 12: A horizontal component force acting at floor level in the most unfavourabledirection shall be entered in the calculation in addition to any eventual wind force. Thishorizontal component force shall be assumed at one tentb ofthe imposed gravity tod. Design for worst condition Based on 24 tb/ft over a board width of 1.5 ft., leads to 16 psf of horizontal force per squarefoot of all area. Also DIN-4112 consider 160/10 = 16 psf. The area to be considered is32,02. Consider diagonals to work in tension and in compression. This is recommended rather thandisregarding the buckled compression member in order to avoid sudden change in the structure system and its dynamic impact.Thus T = C= 1/4 (32 x 32 x 16)/cos 0= 4.72 kips t. : Assume the diagonals to be tied to each column at 4 feet spacing Fig. 9 and the correspondingefFective length KL= 5 R., i.e.: KL = 60 in. using tube of 0 - 2 in. and 1 = 0.125 in. A = 0.736 inz r = 0.663 KL/r -90 i = 12.3 ksi P, = 9.05 kips, i.e. S.F. = 1.92 6// which is considered to be acceptable Herein, the corner diagonals are provided for any area of-approximately 1000 sq.ft. (32)02)ft.or less. Beyondthis limit_,0-*onal_diagon&1#.,r.e.provided.along *e_sides.or preferably-at-the middleas outlined forthe examples outlined in Fig:1. 60-/1¢0 040 svist AP..- 61¥to'¥.i' L.4, 4%1'.0le·*04'\SThe middle bracing will be arranged between two adjacent columns as shown# Fig. f-3Herein, the:capacity of one diagonal at KL - 7 ft> 84 in. . CtKI./r= 127, Fb= 6.2 k.si - - Pb = 4.6 kips, F. = 2.4 kips Allowable horizontal force for each bracing = 1400 lb. -/Consider contribution from area over 1000 W to have reduced horizont81 component= 16 x 0.7 - 11.2 psf Area corresponding to a pair ofdiagonal bracing = 1400/11.2 = 125 ff 1 - It may be noted here that additional consideration should be given to the welding at the jointsC to F as well as for the shear connectors between the aluminum section and the plywood. 2- -·ia.# 15£0£_1_-______ Certificate of jiattle *tessidtance REO*ImEDIMr,Ic NIIMBEFI i UIWED 4¥ SNYDER MANUFACTURING, ING. 30: 1 PROGRESS STREET140.01 2-, DOVEn. OHIO 44622 lills h to Ge{Uly that the materials disclibed below nre (181,11-le'ardent and Inherently Aonflamthable. FOR CITY _go,port..M,ma•cturing (9,..,_ 1.9-5 -*¤DnESS 11 Louils. Street --/H *-07/55- 00•port---- STATE . 11,9 #* Uc }. D d e , c,;bed bolo w,lie mad e 11 mit e 1181,t d . " Al,tol,I tab, Ic w r,mle na l,g g l,l e re d a nd ap prove d by (lie S!,1, FireMaillial lot.uch use. 1 89 #emo.*ed By Waing Sups,vjsof,·,jwmily CES.... r.... -· U&1NUAtUAUAWMUVAMUAVAUAVAUFauR 1 he Flame Retardant Process Used WILL NO 1 Stirt r „ U,1*.M Al,11111'1 m 18( : Tom Kelker ,· NMIWI 01 1'1•*,¢141.upe, I"6 •111'ft.,1 _ VAUWAINININUWAVI'MVAJWUWA CONTROL NO. . CUSTOMER ORDER NO. - \1 iSNYDER ORDER NO. YARDS OR QUANTITY COLOR DATE CERTIFIED PRY 1310KSTYLE 19313 1607 0-03417 215 yar 8 /14/94 N DATE PROCESSED . Column Supports - -= -- = 4T - -----..-.--- , ----- - -_1 F g 2 1111 111 Il L-/. 1 1.4 ft. 11 1 --- -- -- -- v .EC - 4 ft.,-1 -4 ft. »- 8 ft. 1 1: Floor Panel -b ..10e 1.8 7- e 1.8 1 4 /t 11, 1 -- 2 in. <a)- 1 - (b) 3 in.f 2.. - . 2: Section Arrangement(a) optimum and (b) present -·¥ i. 4.r v W -Il-I-- 'SId Column Supports -- ---4 44 ---4-- -- -1 $-4 It [-1-1 l--1-1 11 11 1 + 1 11L__1 1 11 LE t Ed ..=./.- i-/- - -- -I-- -- --- -- *- 0-. , 4 ft.- 4 f t. 8 ft. 32: Loading System on*Model 3b:Photo Showing Model Testing 1 1 00 -rz 1 S 4 ft. A C E G [.1- -.0-- -0 -41 11 111 1 11 1 1f /1 11 Ill1 11 11 1 11 11 1 1 /1 1 11 111 1___ -1-1-- - --0./-0-B D F H Fig. 4: Floor Panel (Arrangement (C)) . a e 70'# lelol f:73 ·i-11.6 hil £-friw €ertificate of.lflattle *¢0**talt¢e 00511*2/NWN NWASE!1 1 140.01 148viD RY SNYDErt MANUFAC,IFWNS. INC. 3(,C 1 PROORESS STREET 1.}OVER, OM!0 44022,-7 A/ r 7 1114 & 40 4,¢Uty th.t U. milloriA|* disciibed below .r. 118:ne.1.-ardant and hhe,enlly non#an,en,WI. Fon -49-,por.t=MMUILRRturing -(.9...4- inc Moonels 1 1 Louall.*i_81**al +ClrY 0*6"91 -IN -4,4,9. , I ...--STATE - 11* a;tict.* de:gribedb•low 0,€ tlude h 0,1,8 11*titd,ted,tantlabile o,mate?lat ,*gl•1•,ed,nd apptore*by the#101* Fir•MAI:liallot,uch tal. 10323 1607 CONTROL NO CUITOMER ORDER NO. -1 ,\Wl,SNYDER ORDER NO. YARDB OR QUANTITY COLOR - PA¥ 1810KITYLE ---- DATE CERTIFIED 0-03417 tls 'ar'. 11#i"DATE PROCESSED - The Flame Retardant Process Used WILL NC Beern;,*801,1)ing014¥nril W,taAG,1111'(10 uk: Tom Kilker 1. f 1 D PERMIT TYPE:BLDG ELECT PLBG PERIV OCC. GROUP - CONSTR. TYPF -- -3721 (-1 1 FLOOD ZONE.V.to 2.h*i%k@AMUE.A6,6,taigneaan+--,m,i#---=*=c-=£=-= FLOOD ZONE GERTIE REQ'D YES NO MICROFILM YES NO 1*32.%,akermiNE'·.•. 23.51*459,8-11113·AAE!/00*r,„•t•-ULG--"c=1'I=""====s· RAN:\?er r 4 Ellimt @ ROOF "32 NO CODE EbITIO 1.01.1 -&* *:.. ...Ir .1.. U,•-U. a-*-'e* -I------ :1; . At>¥49. Al. DEV. FEE Yre i ·n . 4*Alki./uid·£1.i.....t--/./9- DismicT 1.,-r .1 , 1 -1--1