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REVIEWED BLD FIR2021-0024+Structurals+3.9.2021_3.47.52_PM+2083991PROJECT: DICK'S DRIVE-IN UEUING STRUCTURE PROJECT NO.: 319-20-2574 SHEET NO �I+�A ENGINEERING CLIENT: ITIEL'S CARPROTS & 1 / 7 CIVIL •STRUCTURAL. METAL BUILDINGS LLC CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: b1U36 Recnsrisean�e Place 'l'd: (4'l�'9j 2�2-19a3 A.F. O.A. DATE: 10/24/2020 DATE: 10/24/2020 DATE: Tdcdo, Ohio 43GZ3 FalC (419'j Z97r0955 Entity Color Legend T5252574GLi ❑ (' 5752514GA ❑ 5151 dGA ❑ ite Calm lid Color �.00iNt REVIE\ Blf CITY OF E[ BUILDING DEPARTMENT RECEIVED Mar 10 2021 aTv DF EDMONDs DEVELDRMENT SERV�DES DEPARTMENT ,�p,DY A� Se'�wAs�I �O I � � � � Q" _ � '° FGISTER� ti'� �SSI�NAL ��� SIGNED: 10/26/2020 EXPIRES: 01/03/2022 PROJECT: DICK'S DRIVE-IN QUEUING STRUCTURE PROJECT NO.: 319-20-2574 SHEET NO.: ASA ENGINEERING 2 CLIENT: ITIEL'S CARPROTS & CIVIL • STRUCTURAL METAL BUILDINGS LLC CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: TMA 60L36 l we Tel: (4M 292-1N3 A.F. O.A. DATE: 10/24/2020 DATE: 10/24/2020 DATE: TdkchN 0Edo 43M Fa= (419) ZMOM INDEX TO CONTENTS I. SUMMARY: ..................................................................................................... 3 1. BUILDING SIZE: ............................................................................................... 3 2. LoADs:............................................................................................................3 II. CODE INFORMATION: ............................................................................ 3 1. CODE: ............................................................................................................. 3 2. OCCUPANCY: .................................................................................................. 3 III. LOAD CALCULATIONS: .......................................................................... 3 1. DEAD LOAD(D):............................................................................................. 3 2. ROOF LIVE LOAD(LR):.................................................................................... 3 3. SNow LOAD(S):.............................................................................................. 3 4. WIND LOAD(W):............................................................................................ 3 5. EARTHQUAKE LOAD(E):................................................................................. 3 IV. LOAD COMBINATIONS: .......................................................................... 4 A. STRENGTH..................................................................................................4 V. MATERIAL PROPERTIES: ...................................................................... 4 1. STEEL: ............................................................................................................. 4 VI. SECTION PROPERTIES: .......................................................................... 4 VII. MAXIMUM DEFLECTIONS:................................................................... 4 VIII. CONNECTION CALCULATIONS: ...................................................... 5 1. FRAME COLUMN — BASE CONNECTION: .......................................................... 5 2. KNEE BRACE CONNECTION: ............................................................................ 6 3. PEAK BRACE CONNECTION: ............................................................................ 6 IX. FOUNDATION CALCULATIONS: .......................................................... 7 1. ANCHOR REACTIONS: ...................................................................................... 7 2. TIE DowN ENGINEERING PART# 59367 ANCHOR: .......................................... 7 3. SOIL BEARING CHECK..................................................................................... 7 X. APPENDICES: 1. WIND LOAD CALCULATIONS: ............................................................. W 1 —04 2. ANALYSIS (STAAD.PRO) INPUT FILE: ............................................... SI OI —04 3. ANALYSIS (STAAD.PRO) OUTPUT FILE: ......................................... SO O1 — 17 4. METAL SHEATHING SPECIFICATIONS:.................................................... MS 01 5. ASPHALT ANCHOR SPECIFICATIONS: .......................... ST 1-13 6. ASCE 7 HAZARD REPORT: ....................................................................... H 1-3 NDY A S v wAs Sol VA L SIGNED: 10/26/2020 EXPIRES: 01/03/2022 PROJECT: DICK'S DRIVE-IN QUEUING STRUCTURE PROJECT NO.: 319-20-2574 SHEET NO.: ASA ENGINEERING 3 CLIENT: ITIEL'S CARPROTS & CIVIL • STRUCTURAL METAL BUILDINGS LLC CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: TMA 60L36 1 we Tei: (4M 292-1N3 A.F. O.A. DATE: 10/24/2020 DATE: 10/24/2020 DATE: Talado, DID 43M Fa= (419) ZMOM 1. Summary: 3. Snow Load(S): Peak ground snow load: pg = 20 psf 1. Building Size: Exposure factor: Ce = 1.00 Thermal factor: Ct =1.20 Length: 25 ft Importance factor: IS = 0.80 Width: 12 ft Slope factor: CS = 1.0 Eave height: 8 ft Flat roof load: pf = 0.7 CQ Ct IS pp (> 20 psf) Roof pitch: 3 / 12 — Pf = 0.7 x 1.00 x 1.20 x 0.80 x 20 =13.44 psf Sloped roof load: ps = CS pr square footage: Total Building q g 300 ft pS=1.Ox13.44=13.44psf =S 2. Loads: Minimum Snow load: Roof live load: 25 psf Pm = 16.00*Roof live load controls Ground snow load: 20 psf Wind speed: 110 mph 4. Wind Load (ft Exposure: C *Please see Appendix W1-W4 for wind load calculations Seismic SS spectral response accel.: 1.359 Seismic Design Category: D Base Shear due to Wind Loads: V Vw in X dir: 0.755 Kips (Refer Statics Check Results on sheet SO 9, 10 / 17) 11. Code Information: 5. Earthquake Load (E): 1. Code: Site Class: D Seismic Design category: D WSBC (IBC 2015) Spectral response acceleration at short periods: Ss = 1.359 g 2. Occupancy: Site Coeffecient: Fa =1.000 Occupancy Group: p y P U Adjusted spectral response acceleration: SMs = Fa Ss Construction Type: II-B — SMs = 1.000 x 1.359 =1.359 % g Risk Category: I p,P� D y cj Design spectral response acceleration: �?j a — SDs = (2 / 3) x 1.359 = 0.906 /o SDs = 2/3 SMs W A g �I.0 Ill. Load Calculations: 0 ��,� Lateral Force resisting system "steel ordinary concentrically braced frames" 1. Dead Load (D): �� O • esponse modification factor: R = 3.25 Dead load (super imposed): D = 2 (ASCE Table 12.2-1) ver strength Factor (Applied in load combinations): fl = 2 2. Roof Live Load (L,): �O 573 ��� (ASCE 7 Table 12.2-1) Roof live load (specified): Lr = 25 ISTE SS Occupancymptnce factor: 16 ANAL Weight of structure:importance W 0.00 lbs SIGNED: 10/26/2020 EXPIRES: 01/03/2022 PROJECT: DICK'S DRIVE-IN QUEUING STRUCTURE PROJECT NO.: 319-20-2574 SHEET NO.: ASA ENGINEERING 4 CLIENT: ITIEL'S CARPROTS & CIVIL • STRUCTURAL METAL BUILDINGS LLC CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: TMA 60L36 1 we Tel: (4M 292-1N3 A.F. O.A. DATE: 10/24/2020 DATE: 10/24/2020 DATE: Ta1Cdo, OIIo 43M Fa= (419) ZMOM 20% of Roof Live Load (25 psj): Effective Seismic weight of structure Seismic response coeffecient: C, = 0.906 / (3.25 / 1.00) = 0.279 Seismic base shear: — Vs = 0.279 x 600.00=167.26 lbs Min. no. of resisting frames in X dir: Seismic Force per frame in X dir: — EX = 167.26 / 6 = 27.88 lbs Min. no. of resisting frames in Z dir: Seismic Force per frame in Z dir: EZ = 167.26 / 6 = 27.88 lbs 0.20 Lr = 0.00 lbs W,=D+0.20Lr Ws = 600.00 lbs CS R/I Vs = C, W, nX=6 EX=Vs/nx nZ=6 EZ=Vs/nz Minimum Base Shear due to Wind Loads: (Refer Statics Check Results on sheet SO 9, 10 / 17) VW in X dir: 0.755 Kips Vw = 755.00 lbs > Vs=167.26 lbs Thus, Wind load controls Base Shear in X direction. IV. Load Combinations: a. Strength 1.D+(LrorS) 2. D + (0.6W or 0.7 E x Q) 3. D + 0.75 (Lr or S) + 0.75 (0.6W) 4.0.6 D + (0.6W or 0.7 E x Q) Over strength Factor: (Based on ASCE 7 Table 12.2-1) �NDY A�1� S� v W ASw 57344 n = 2 IONAL �i SIGNED: 10/26/2020 EXPIRES: 01/03/2022 V. Material Properties: 1. Steel: ASTM A572 Grade 50 Fy = 50 ksi F„= 65 ksi E = 29,000 ksi y = 4901bs/ft3 VI. Section Properties: Section A h I,, Gauge TS252514GA 0.802 0.782 0.782 14 CS252514GA 0.609 0.694 0.409 14 C351514GA 0.32 0.117 0.317 14 VII. Maximum Deflections: l Y I X l Y Xmax Ymax Zmax 120 180 120 0.41 0.95 OK 0.67 0.80 OK 0.12 0.95 OK PROJECT: DICK'S DRIVE-IN QUEUING STRUCTURE PROJECT NO.: 319-20-2574 SHEET NO.: ASA ENGINEERING S CLIENT: ITIEL'S CARPROTS & CIVIL • STRUCTURAL METAL BUILDINGS LLC CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: TMA 611L36 1 we Tel: (4M 292-1N3 A.F. O.A. DATE: 10/24/2020 DATE: 10/24/2020 DATE: TdkchN 0Edo 43M Fa= (419) ZMOM Vill. Connection Calculations: Note: See ESR2196 for Hilti Kwik-Pro (equivalent to ITW BuildexTEKS screws) specifications 1. Frame Column — Base Connection: P+I I COLUMN SLEEVE FASTFN ERS �' sale aaiL A. Forces: '^'ELD Uplift force in column: Max. Shear force Combined Uplift + Shear: B. Dimensions & Properties: a. Column: Tube side: Tube thickness: b. Base rail: Tube side: Tube thickness: c. Connector Sleeve: Tube side: Tube thickness: Length: d. Fasteners: Fastener type: Nominal diameter: Min. number of fasteners: P = 0.62 Kips V= 0.17 Kips F = (Pz+ V2)v1 = 0.64 Kips s, =2.5 in t, =0.083 in Sb = 2.5 in tb = 0.083 in s,=2.25in is = 0.109 in is=6in HILTI Kwik Pro #12 of = 4 e. Weld: Weld size: tW = 0.125 in Weld tensile strength: F , = 60 ksi C. Component checks: a. Weld: Total length of weld: lW = 2.5 in --+lW=2x2.5=5in Nominal shear strength: P„,,, = t Iw, F„W (AISI E2.4-3) --+P„W=0.125 x 5 x 60=37.5Kips Allowable shear strength: Paw = P„W / bZ Paw=37.5/2.35=15.96 Kips > P = 0.62 Kips OK Paw = 37.5 / 2.35 =15.96 Kips > V= 0.17 Kips OK Paw=37.5/2.35=15.96 Kips > F= 0.64 Kips OK b. Fasteners: Allowable shear strength: Vaf= 0.76 Kips (ESR-2196) Total allowable shear strength: Vaft =nf Vaf Vaft = 4 x 0.76 = 3.04 Kips > P = 0.64 Kips OK p _j AEI ?�ov WAskI 17344 ss oNA L �� SIGNED: 10/26/2020 EXPIRES: 01/03/2022 PROJECT: DICK'S DRIVE-IN QUEUING STRUCTURE PROJECT NO.: 319-20-2574 SHEET NO.: ASA ENGINEERING 6 7 CLIENT: ITIEL'S CARPROTS & CIVIL • STRUCTURAL METAL BUILDINGS LLC CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: TMA 60L36 1 we Tei: (4M 292-1N3 A.F. O.A. DATE: 10/24/2020 DATE: 10/24/2020 DATE: TdkchN Old 43M Fa= (419) ZMOM 2. Knee Brace Connection: KNEE BRACE = A. Forces: Max. force in single knee brace: B. Dimensions & Properties: MEMBER COLUMN P = 1.605 Kips 3. Peak Brace Connection: PEAK BRACE - ATTACM w/ (2) # 12 )( I • TEK5 5CREw E.S. (TOTAL 4 EACH END). MAINTAIN MIN. I • EDGE D15TANCE AND 5PACING ROOF MEMBER a. Knee brace: A. Forces: Channel flanges: sc = 2.5 in Max. force in peak brace: P = 2.865 Kips Channel wall thickness: t, = 0.083 in B. Dimensions & Properties: b. Top member: a. Peak brace member: Tube side: sb = 2.5 in Channel flanges: s, = 2.5 in Tube thickness: tb = 0.083 in Channel wall thickness: t, = 0.083 in c. Fasteners: b. Top member: Fastener type: HILTI Kwik Pro Tube side: sb = 2.5 in Nominal diameter: #12 Tube thickness: tb = 0.083 in Min. number of fasteners on end: of = 4 C. Component checks: a. Fasteners in shear: Allowable shear strength: Vaf= 0.76 Kips (] Total allowable shear strength: Vaft = of — Vaft = 4 X 0.76 = 3.04 Kips > 1.605 Kips OK p,D A c. Fasteners: V ASkI �� Fastener type: Nominal diameter: Number of fasteners at connection: Q" _ nonent checks: a. �0 5/ 344 •o �GI TERM ti'� �SSION SIGNED: 10/26/2020 EXPIRES: 01/03/2022 HILTI Kwik Pro #12 nft = 4 Allowable shear strength: Vaf= 0.76 Kips (ESR-2196) Total allowable shear strength: Vaft = of Vaf — Vaft = 4 X 0.76 = 3.04 Kips > = 2.865 Kips OK PROJECT: DICK'S DRIVE-IN QUEUING STRUCTURE PROJECT NO.: 319-20-2574 SHEET NO.: ASA ENGINEERING 7/7 CLIENT: ITIEL'S CARPROTS & CIVIL • STRUCTURAL METAL BUILDINGS LLC CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: TMA 60L36 1 we Tei: (4M 292-1N3 A.F. O.A. DATE: 10/24/2020 DATE: 10/24/2020 DATE: TdkchN Olio 43M Fa= (419) 1MOM IX. Foundation Calculations: Anchor Reactions: Max. Uplift reaction: F p = 0.62 Kips Total uplift @ side wall: F„p,l =1.926 Kips Max downwards reaction: Fd„ =1.14 Kips Max. lateral reaction: Fit = 0.17 Kips Total lateral @ Side -wall: Fit,, = 0.634 Kips 2. Tie Down Engineering Part# 59367 Anchor: Note: See appendices for specs. Use 2 anchors at corners. Anchor testing load (See Appendix 5): 2833 lb Anchor testing angle (See Appendix 5): 45 ° Combined Uplift & Lateral reaction: Fr = sgrt (F„p)2+ (Fit)2 Combined Loading angle: 0 = tan-' (F„ p / Fit ) (max. allowable anchor capacity is at combined loading angle of 45 °) Allowable uplift capacity per wall: Q„ = n x (45 / 0) x S.F. x 2.833 Kips Total. no. of Anchors at side wall: n = 4 Combined Uplift & Lateral reaction at side wall: Fr, = 2.03 Kip Combined Loading angle at side wall: 0, = 71.78 ° Allowable uplift check: --*Q = 4 x (45/71.78) x 2/3 x 2.833 = 4.74 Kips > F,., = 2.03 Kips OK 3. Soil Bearing Check Dead Load total (DL) Statics Check sheet SO 9, 10 / 17: 0.6 Kips Live Load total (LL) Statics Check sheet SO 9, 10 / 17: 7.5 Kips Total Load applied at base to soil (DL + LL): 8.1 Kips Length of base rail each side: Total base rail under bearing: Effective base rail width: Effective base rail surface area: Pressure applied to soil at base rail: Allowed Soil bearing capacity: Soil Bearing Check: 25 ft 2 x 25 ft = 50 ft 3 x2.5in=7.5in 50 ft x 7.5 in = 31.25 sq.ft 8.1 Kips / 31.25 sq.ft = 259.20 psf 1500 psf 1500 psf > 259.20 psf OK S� V W A SkI 116 �' -W,3 AL SIGNED: 10/26/2020 EXPIRES: 01/03/2022 PROJECT: ROJECT NO.: HEET NO.: A&A r.+l\GENFJMMG i i IP CLIENT: OCATION: C1YD.' SI7tUCPLTIiAI. i CALCULATED BY: CHECKED BY: APPROVED BY: CALF: SENCY 1996 6M Kenaimanm F m Teh (419) 2! -"93 ATE:['\TE:DATE: TOLeckk Ohio 4=3 Fim (4M 20-0 35 APPENDICES DICK'S DRIVE-IN QUEUING STRUCTURE October 24, 2020 Project Number: 319-20-2574 Customer Name: ITIEL'S CARPORTS & METAL BUILDINGS LLC Address: 24220 PACIFIC HWY S, KENT, WA, 98032 Prepared By: AF Project Comments: 12 ' X 25 ' X 8 ' A B 3 Disclaimer/ Copyright These calculations are based on the ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10, antl ASCE7-16 Standard Practices for determining the minimum wind loads, and intended pertormance goals, for buildings, other structures and their nonstructural components that are subject to building code requirements. While the information presented by this progam is believed to be wined, SDG, Inc. neither intends for this progam W replace the sound judgment of a competent professional, having knowledge and expenence in the appropriae field(s) of practice, nor to substitute for the standard of care required of such a professional in interpreting and applying the results of the report provided by the WLS 2019 program. SDG, Inc disclaims any responsibility for any particular results relating W the use of the WIS 2019 Program. SDG, Inc. disclaims any liability for any personal injury or any loss or damage of any kind, including all inclined, special, or consequential damages antl lost profits, arising out of or relaing to the use of the WLS 2019 progam. Any individual who relies on the WLS2019 program assumes all liability arising from its use. This program contains terminology and figures from ASCE Standard 7, Minimum Design Loads for Buildings and Other Structures Copyright O by the American Society of Civil Engineers (ASCE) [in conjundion with the Structural Engineering Institute (SEI)], 1801 Alexander Bell Drive, Reston, VA 20191-4000. ASCE permitted the use of this material under a mpynight release dated February 2, 2000. SDG, Inc. gatefully acknowledges ASCE's coopeation in permitting the use of this material. DICK'S DRIVE-IN QUEUING STRUCTURE October 24, 2020 Input Site Information Wind Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 110 mph Topography: Flat 3tional Factors This project uses load combinations from ASCE 7. WLS2019 - Version 2.0.2019.11 JP�P'DY A/yl Sl` Og W A S� J I� '7344 DNA L SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Page 2 of 8 DICK'S DRIVE-IN QUEUING STRUCTURE October 24, 2020 Input Cont. Structure Information Structure Type: Building Structure Category: I Enclosure Classification: Open Main Section Wall Len th ft Overhan ft 1 25.0 0.00 2 12.0 0.00 3 25.0 0.00 4 12.0 0.00 Eave Height: 8.00 ft Parapet Height: 0.00 ft Parapet Enclosure: Solid Roof Shape: Pitched Roof Sloe X:12 A & B 3.00 DICK'S DRIVE-IN QUEUING STRUCTURE October 24, 2020 Input Cont. Composite Drawina ,P.4", 7!i ,, 344 0sJ0 5 I TE �� AL i SIGNED 10/26/2020 EXPIRES O1/03/2022 • 3 A a Z� WLS2019 - Version 2.0.2019.11 Page 3 of 8 1 WLS2019 - Version 2.0.2019.11 Page 4 of 8 DICK'S DRIVE-IN QUEUING STRUCTURE October24, 2020 ASCE 7-10 Wind Load Report - Wind Direction 1 This data was calculated using the building of all heights method. # Surface z (ft) q (psf) I G I Cn I GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1 Windward Wall 2 Side Wall 3 Leeward Wall 4 Side Wall Case A - Clear Flow A Windward Roof 8.75 22.3 0.902 1.10 22.2 B Leeward Roof 8.75 22.3 -0.387 -7.80 Case A - Obstructed A Windward Roof 8.75 22.3 0.902 -1.25 -25.2 B Leeward Roof 8.75 22.3 -1.00 -20.1 Case B - Clear Flow A Windward Roof 8.75 22.3 0.902 0.113 2.27 B Leeward Roof 8.75 22.3 -1.11 -22.4 Case B - Obstructed A Windward Roof 8.75 22.3 0.902 -0.638 -12.9 B Leeward Roof 8.75 22.3 -1.61 -32.5 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. DICK'S DRIVE-IN QUEUING STRUCTURE October 24, 2020 ASCE 7-10 Wind Load Report - Wind Direction 2 This data was calculated using the building of all heights method. # I Surface z (ft) q (psf) I G I Cn I GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1 Side Wall 2 Windward Wall 3 Side Wall 4 Leeward Wall Roof Windward Roof Case A - Clear Flow 0 to 8.75 8.75 22.3 0.894 -0.800 -16.0 8.75 to 17.5 8.75 22.3 -0.600 -12.0 17.5 to 25.0 8.75 22.3 -0.300 -5.99 Case A - Obstructed 0 to 8.75 8.75 22.3 0.894 -1.20 -24.0 8.75 to 17.5 8.75 22.3 -0.900 -18.0 17.5 to 25.0 8.75 22.3 -0.600 -12.0 Case B - Clear Flow 0 to 8.75 8.75 22.3 0.894 0.800 16.0 8.75 to 17.5 8.75 22.3 0.500 9.99 17.5 to 25.0 8.75 22.3 0.300 5.99 Case B - Obstructed 0 to 8.75 8.75 22.3 0.894 0.500 9.99 8.75 to 17.5 8.75 22.3 9.99 17.5 to 25.0 8.75 22.3 0.300 5.99 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. SIGNED: 10/26/2020 EXPIRES: 01/03/2022 WLS2019 - Version 2.0.2019.11 Page 5 of 8 1 WLS2019 - Version 2.0.2019.11 Page 6 of 8 DICK'S DRIVE-IN QUEUING STRUCTURE October 24, 2020 ASCE 7-10 Wind Load Report - Wind Direction 3 This data was calculated using the building of all heights method. # I Surface z (ft) q (psf) G I Cn I GCpi Ext Pres (psf) Net W/ +GCpi (psf) Net w/ -GCpi (psf) 1 Leeward Wall 2 Side Wall 3 Windward Wall 4 Side Wall Case A - Clear Flow B Windward Roof 8.75 22.3 0.902 1.10 22.2 A Leeward Roof 8.75 22.3 -0.387 -7.80 Case A - Obstructed B Windward Roof 8.75 22.3 0.902 -1.25 -25.2 A Leeward Roof 8.75 22.3 -1.00 -20.1 Case B - Clear Flow B Windward Roof 8.75 22.3 0.902 0.113 2.27 A Leeward Roof 8.75 22.3 -1.11 -22.4 Case B - Obstructed B Windward Roof 8.75 22.3 0.902 -0.638 -12.9 A Leeward Roof 8.75 22.3 -1.61 -32.5 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. DICK'S DRIVE-IN QUEUING STRUCTURE October 24, 2020 ASCE 7-10 Wind Load Report - Wind Direction 4 This data was calculated using the building of all heights method. # I Surface z (ft) q (psf) G I Cn I GCpi Ext Pres (psf) Net W/ +GCpi (psf) Net w/ -GCpi (psf) 1 Side Wall 2 Leeward Wall 3 Side Wall 4 Windward Wall Roof Windward Roof Case A - Clear Flow 0 to 8.75 8.75 22.3 0.894 -0.800 -16.0 8.75 to 17.5 8.75 22.3 -0.600 -12.0 17.5 to 25.0 8.75 22.3 -0.300 -5.99 Case A - Obstructed 0 to 8.75 8.75 22.3 0.894 -1.20 -24.0 8.75 to 17.5 8.75 22.3 -0.900 -18.0 17.5 to 25.0 8.75 22.3 -0.600 -12.0 Case B - Clear Flow 0 to 8.75 8.75 22.3 0.894 0.800 16.0 8.75 to 17.5 8.75 22.3 0.500 9.99 17.5 to 25.0 8.75 22.3 0.300 5.99 Case B - Obstructed 0 to 8.75 8.75 22.3 0.894 0.500 9.99 8.75 to 17.5 8.75 22.3 9.99 17.5 to 25.0 8.75 22.3 0.300 5.99 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. I Q+ADY A�'II Gov WAS�j D 57344 9 �4W 't FGISTtW 1� �SSIGNAL r"*_G SIGNED: 10/26/2020 EXPIRES: 01/03/2022 WLS2019 - Version 2.0.2019.11 Page 7 of 8 1 WLS2019 - Version 2.0.2019.11 Page 8 of 8 Pagel/4 STAAD SPACE START JOB INFORMATION ENGINEER DATE 24-Oct-20 JOB NAME DICK'S DRIVE-IN QUEUING STRUCTURE JOB CLIENT ITIEL'S CARPORTS AND METAL BUILDINGS LLC JOB NO 319-20-2574 ENGINEER NAME AF CHECKER NAME CA CHECKER DATE 24-Oct-20 END JOB INFORMATION INPUT WIDTH 79 UNIT INCHES KIP SET FLOOR LOAD TOLERANCE 0.01 JOINT COORDINATES 1 0 0 -300; 2 0 0 -180; 3 0 0 -120; 4 0 0 0; 5 144 0 -300; 6 144 0 -180; 7 144 0 -120; 8 144 0 0; 9 0 0 -240; 10 0 0 -60; 11 144 0 -240; 12 144 0 -60; 150 0 84 -300; 151 0 84 -240; 152 0 84 -180; 153 0 84 -120; 154 0 84 -60; 155 0 84 0; 156 0 96 -300; 157 0 96 -288; 158 0 96 -276; 159 0 96 -264; MEMBER INCIDENCES 1 9 1; 2 2 9; 3 3 2; 4 10 3; 5 4 10; 6 1 150; 7 9 151; 8 2 152; 9 3 153; 10 10 154; 11 4 155; 12 150 156; 13 151 161; 14 152 166; 15 153 171; 16 154 176; 17 155 181; 18 156 182; 19 161 187; 20 166 192; 21 171 197; 22 176 202; 23 181 207; 24 182 208; 25 187 213; 26 192 218; 27 197 223; ELEMENT INCIDENCES SHELL 950 157 183 182 156; 951 158 184 183 157; 952 159 185 184 158; 953 160 186 185 159; 954 161 187 186 160; 955 162 188 187 161; 956 163 189 188 162; 957 164 190 189 163; 958 165 191 190 164; START USER TABLE TABLE 1 UNIT INCHES KIP TUBE TS252512GA 1.04248 2.5 2.5 0.109 0.995349 0.995349 1.48993 0.545 0.545 TS252514GA 0.802444 2.5 2.5 0.083 0.782219 0.782219 1.17195 0.415 0.415 TS222212GA 0.933476 2.25 2.25 0.109 0.715006 0.715006 1.06974 0.4905 0.4905 TS222214GA 0.719444 2.25 2.25 0.083 0.563898 0.563898 0.844607 0.3735 0.3735 TS252512GAD12 2.08496 5 2.5 0.109 5.24844 1.9907 2 1.09 1.09 TS252514GAD14 1.60489 5 2.5 0.083 3.59562 1.56447 2 0.83 0.83 TS222212GAD12 1.86695 4.5 2.25 0.109 3.79287 1.43001 1.06974 0.933476 0.933476 TS222214GAD14 1.43889 4.5 2.25 0.083 1.47444 1.1278 1 0.719444 0.719444 TS222212GAD14 1.65292 4.25 2.25 0.083 3.3358 1.279 1.06974 0.82646 0.82646 TS252514GAI14 1.366 2.5 2.5 0.166 1.501 1.501 2.33454 0.683 0.683 TS252514GAI12 1.715 2.5 2.5 0.192 1.715 1.715 2.33454 0.857 0.857 TS252512GAI14 1.606 2.5 2.5 0.192 1.714 1.714 2.33454 0.803 0.803 TS252512GAI12 1.97596 2.5 2.5 0.218 1.71036 1.71036 2.55967 1.0355 1.0355 TS303014GA 0.968445 3 3 0.083 1.37451 1.37451 2.0601 0.498 0.498 TS222212GAQ12 1.63244 4.5 4.5 0.109 7.586 7.586 15.2 1.962 1.962 TS222212GAI14GA 1.5699 2.25 2.25 0.192 1.105 1.105 1.67355 0.864 0.864 TS222212GAI12 1.75795 2.25 2.25 0.218 1.208 1.208 1.82906 0.981 0.981 TS222212GA14GADB 3.139 4.5 2.25 0.192 6.185 2.2111 4.7414 1.728 0.864 TS222212GATL t� 2.8004 4.5 2.25 0.109 5.2955 5.2955 5.3606 1.44 1.44 w TS252514GA-4L 3.2098 7.5 2.5 0.166 6.89 16.92 8.2307 1.5198 1.4001 Do TS222212GAD202012GA 1.758 4.25 2 0.109 3.1849 1.208 2.2161 0.9265 0.436 TS202012GA12D 1.26048 4 2 0.109 2.63342 0.883207 2.04119 0.872 0.436 TS2212GA2012D Yd 3.5159 4.25 4.5 0.109 6.3699 6.8658 8.44779 0.9265 0.981 TS222212GA202012GAI 1.758 2.25 2.25 0.218 1.208 1.208 1.8741 1.0738 1.0738 �� TS22212GAD14IONE INSERTPOST 2.5034 4.5 2.25 0.109 4.7841 1.8206 3.6514 1.3441 1.3281 Page:2/4 TS222212GADWS 1.867 6.75 2.25 0.109 10.88 1.43 5.01838 0.98 0.98 TS22212GAT 2.8004 6.75 2.25 0.109 11.5965 2.145 5.3275 1.44 1.44 TS252514GAQ12I 6.9437 5 5 0.192 16.8384 16.8384 8.9667 3.8642 3.8642 TS252514GAT12I 5.2078 7.5 2.5 0.192 26.1907 4.4917 9.0013 2.7875 2.7439 TS252514GADWS 1.867 6.75 2.25 0.109 10.88 1.43 5.01838 0.98 0.98 TS222212GA4TUBES 3.7339 9 2.25 0.109 26.4886 2.86 7.6503 1.9121 1.8753 TS2525GAD14ONE12 2.5384 5 2.5 0.083 5.7093 2.2794 4.3795 1.2731 1.3432 TS2X3X14GA 0.802444 3 2 0.083 1.02129 0.543144 1.07379 0.498 0.332 TS2X6X14GA 1.605 6 2 0.083 5.6536 1.087 6.7106 0.996 0.664 TS2X3X14GA+14GAI 1.522 3 2 0.166 1.7767 0.9155 1.92135 0.996 0.664 TS2X5X14GA 1.629 5 2 0.083 4.0559 1.0361 2.15813 0.83 0.332 TS2X3X14GA+12GAI 1.77254 3 2 0.192 2.08913 1.08002 2.14416 1.152 0.768 TS4X6X14GA 1.63244 4 6 0.083 4.60057 8.55897 9.0675 0.664 0.996001 TS2X3D-SPC 1.605 9 2 0.083 16.1365 1.0863 4.47714 0.996 0.332 TABLE 2 CHANNEL CS252514GA 0.608722 2.5 0.083 2.5 0.083 0.694277 0.409143 0.00139783 0.865402 - 0.2075 0.276667 CS252518GA 0.381675 2.5 0.0516 2.5 0.0516 0.445919 0.259691 0.000338744 0.85332 - 0.129 0.172 PROFILE POINTS -1 0.0435 -1-0.0435 1-0.0435 1 0.0435 STRESS LOCATIONS -1 0.0435 -1-0.0435 1-0.0435 1 0.0435 CS5025GA14 12.5 5 0.083 2.5 0.083 19.7476 6.51042 26.0417 1.25 0.415 8.33333 PROFILE POINTS -1 0.0435 -1-0.0435 1-0.0435 1 0.0435 STRESS LOCATIONS -1 0.0435 -1-0.0435 1-0.0435 1 0.0435 TABLE 3 GENERAL CH501014GA 0.4353 1.0747 0.0747 5 0.0747 0.0706801 0.92233 0.00765685 0.113423 - 0.368931 0.108825 0.326475 0.559575 0.160151 0.0174336 0 PROFILE POINTS -2.5 -0. 5484 -2.5 -0. 6231-1.9845 -0. 6231-0.9845 0.3769 0. 9846 0.3769 1.9846-0.6231 2.5 -0. 6231 2.5-0.5484 2. 0155-0.5484 1.0155 0.4516-1.0154 0.4516-2.0154-0.5484 STRESS LOCATIONS -2.5-0.6231 2.5-0.6231 1.0155 0.4516-1.0154 0.4516 CH501014GAD 0.87073 1.6494 0.083 5 0.083 2.66206 1.84467 1 1.1451 0.737868 0.43515 - 0.43515 0 0 0 0 PROFILE POINTS -2.50001 2.32465-2.50001 2.24995-2.01541 2.24995-1.01541 1.24996-7e-006 1.24996-7e-006-1.25004-1.01541 -1 .25004-2.01541-2.25005-2.50001-2.25005-2.50001-2.32475-1.98451-2.32475 -0.984507-1.32475 0.984593 -1.324 75 1.98459-2.32475 2.49999-2.32475 2.49999-2.25005 2.01549-2.25005 1.01549 -1.25004-7e-006-1.25004 9.3e-005 1.24996 1.01549 1.24996 2.01549 2.24995 2.49999 2.24995 2.49999 2.32465 1.98459 2.32465 0.984593 1.32465-0.9845 07 1.32465-1.98451 2.32465 STRESS LOCATIONS -2.50001 2.32465-2.50001-2.32475 2.49999-2.32475 2.49999 2.32465 C401014GA 0.593849 4 0.087 1 0.087 1.40526 0.122165 0.00141953 0.702629 0.106602 - 0.138396 0.301615 0.829011 0.22851 0.319817 0 C351514GA 0.319991 1.5 0.087 3.5 0.087 0.116858 0.316509 0.000253754 0.146933 - 0.18086 0.116754 0.0799434 0.294492 0.178795 0.053675 1.5 PROFILE POINTS -1.75-0.795309-0.950005-0.795309-0.950005 0.654692 0.949996 0.654692 0.949996-0.795309 1.75-0.795309 1.75 -0.745309 0.999996-0.745309 0.999996 0.704691 -1 0.704691 -1-0.745309 -1.75-0.745309 -1.75-0.795309 C401014GAD 1.1876 1.834 0.083 4 0.083 1.92899 4.09819 2 2.10359 2.04909 1.1876 - 1.1876 4.90669 3.36169 4 1.834 PROFILE POINTS 0-5.5374 0-5.6204 0.7183-5.6204 0.9683-6.5374 3.0317-6.5374 3.2817 -5.6204 4-5.6204 4-5.4473 3.2817 -5.44 SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Page:3/4 Page:4/4 ELEMENT PROPERTY 1 1.0 2 0.75 4 0.45 950 TO 1299 THICKNESS 0.0135 LOAD COMB 18 D+0.75LR+0.45WBA DEFINE MATERIAL START 1 1.0 2 0.75 5 0.45 ISOTROPIC STEEL LOAD COMB 19 D+0.75LR+0.45WBO E 29000 1 1.0 2 0.75 6 0.45 POISSON 0.3 LOAD COMB 20 0.6D+0.6WAC DENSITY 0.000283 1 0.6 3 0.6 ALPHA 6.5e-006 LOAD COMB 21 0.6D+0.6WAO DAMP 0.03 1 0.6 4 0.6 END DEFINE MATERIAL LOAD COMB 22 0.6D+0.6WBA MEMBER PROPERTY AMERICAN 1 0.6 5 0.6 1 TO 118 UPTABLE 1 TS252514GA LOAD COMB 23 0.6D+0.6WBO 350 TO 367 UPTABLE 2 CS252514GA 1 0.6 6 0.6 500 TO 624 UPTABLE 3 C351514GA LOAD COMB 24 D+0.7EAC *(OS FACTOR-2) CONSTANTS 1 1.0 7 1.4 BETA 270 MEMB 350 TO 367 LOAD COMB 25 D+0.7EAO *(OS FACTOR-2) BETA 346 MEMB 500 TO 549 1 1.0 8 1.4 BETA 14 MEMB 575 TO 624 LOAD COMB 26 D+0.7EBA *(OS FACTOR-2) MATERIAL STEEL ALL 1 1.0 9 1.4 SUPPORTS LOAD COMB 27 D+0.7EB0 *(OS FACTOR=2) 1 TO 8 PINNED 1 1.0 10 1.4 9 TO 12 FIXED BUT FY MX MY LOAD COMB 28 D+0.75LR+0.53EAC UNIT FEET POUND 1 1.0 2 0.75 7 0.53 LOAD 1 LOADTYPE Dead TITLE DEAD LOAD COMB 29 D+0.75LR+0.53EAO FLOOR LOAD 1 1.0 2 0.75 8 0.53 LROOF FLOAD -1.94 GY INCLINED LOAD COMB 30 D+0.75LR+0.53EBA PROOF FLOAD -1.94 GY INCLINED 1 1.0 2 0.75 9 0.53 LOAD 2 LOADTYPE Roof Live TITLE ROOFLIVE LOAD COMB 31 D+0.75LR+0.53EBO FLOOR LOAD 1 1.0 2 0.75 10 0.53 LROOF FLOAD -24.25 GY INCLINED LOAD COMB 32 0.6D+0.7EAC *(OS FACTOR=2) FLOAD -24.25 GY INCLINED 1 0.6 7 1.4 _RROOF LOAD 3 LOADTYPE Wind TITLE WIND AT LOAD COMB 33 0.6D+0.7EAO *(OS FACTOR-2) FLOOR LOAD 1 0.6 8 1.4 LROOF FLOAD 21.54 GY INCLINED LOAD COMB 34 0.6D+0.7EBA *(OS FACTOR-2) LROOF FLOAD -5.38 GX INCLINED 1 0.6 9 1.4 FLOAD 7.57 GY INCLINED LOAD COMB 35 0.6D+0.7EBO *(OS FACTOR-2) _RROOF FLOAD 1.89 GX INCLINED 1 0.6 10 1.4 _RROOF LOAD 4 LOADTYPE Wind TITLE WIND AO PERFORM ANALYSIS FLOOR LOAD DEFINE ENVELOPE LROOF FLOAD 24.45 GY INCLINED 11 TO 35 ENVELOPE 1 TYPE STRESS LROOF FLOAD -6.11 GX INCLINED END DEFINE ENVELOPE FLOAD 19.5 GY INCLINED LOAD LIST 11 TO 35 _RROOF FLOAD 4.87 GX INCLINED UNIT INCHES KIP _RROOF LOAD 5 LOADTYPE Wind TITLE WIND BC PARAMETER 1 FLOOR LOAD CODE AISC UNIFIED 2010 LROOF FLOAD 2.2 GY INCLINED METHOD ASD LROOF FLOAD -0.55 GX INCLINED FU 65 ALL FLOAD 21.73 GY INCLINED FYLD 50 ALL _PROOF PROOF FLOAD 5.43 GX INCLINED CHECK CODE ALL LOAD 6 LOADTYPE Wind TITLE WIND_BO FINISH FLOOR LOAD LROOF FLOAD 12.51 GY INCLINED LROOF FLOAD -3.13 GX INCLINED FLOAD 31.53 GY INCLINED _RROOF PROOF FLOAD 7.88 GX INCLINED LOAD 7 LOADTYPE Seismic TITLE EAC JOINT LOAD 156 161 166 171 176 181 526 531 536 541 546 551 FX 13.94 LOAD 8 LOADTYPE Seismic TITLE EAO JOINT LOAD 156 161 166 171 176 181 526 531 536 541 546 551 FX -13.94 LOAD 9 LOADTYPE Seismic TITLE EBA JOINT LOAD 156 161 166 171 176 181 526 531 536 541 546 551 FZ 13.94 LOAD 10 LOADTYPE Seismic TITLE EBO JOINT LOAD 156 161 166 171 176 181 526 531 536 541 546 551 FZ -13.94 *STRESS COMBINATIONS LOAD COMB 11 D+LR 1 1.0 2 1.0 LOAD COMB 12 D+0.6WAC 1 1.0 3 0.6 LOAD COMB 13 D+0.6WAO 1 1.0 4 0.6 LOAD COMB 14 D+0.6WBA 1 1.0 5 0.6 LOAD COMB 15 D+0.6WBO 1 1.0 6 0.6 LOAD COMB 16 D+0.75LR+0.45WAC 1 1.0 2 0.75 3 0.45 LOAD COMB 17 D+0.75LR+0.45WAO ov WAS �y O CIO S77'4GJSTB S oNAL SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Job No Sheet No Rev ` "' 31-20-2574 SO 1 /17 Part Software licensed to Job Title DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF Date24-Oct-20 Chd CA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC I File 319-20-2574.std Date/Time 24-Oct-2020 11:33 Job Information Engineer Checked Approved Name: AF OA Date: 24-Oct-20 24-Oct-20 Project ID Project Name Structure Type I SPACE FRAME Number of Nodes 414 Highest Node 551 Number of Elements 261 Highest Beam 624 Number of Plates 350 Highest Plate 1299 Number of Basic Load Cases -2 Number of Combination Load Cases 25 Included in this printout are data for: View MAIN FRAME Inrhirlarl in fhic nrinfnnf nro racnlfc fnr Innrl racac- Type L/C Name Combination 11 D+LR Combination 12 D+0.6WAC Combination 13 D+0.6WAO Combination 14 D+0.6WBA Combination 15 D+0.6WBO Combination 16 D+0.75LR+0.45WAC Combination 17 D+0.75LR+0.45WAO Combination 18 D+0.75LR+0.45WBA Combination 19 D+0.75LR+0.45WBO SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Print Time/Date: 24/10/2020 11:54 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 1 of 2 Job No Sheet No Rev A,.. NEEFUNC 319-20-2574 SD 2 /17 rd.s,, oniousv ra.i+i9im.aau Software licensed to Part Job Title DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF Date24-Oct-20 Chd CA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC File 319-20-2574.std Date/Time 24-Oct-2020 11:33 rt lil ill �I � Ili ill i�. J 3.000ft 0 t ND Y A W A SNI, 12.000ft 57344 ���S WHOLE STRUCTURE STE IV A Print Time/Date: 24/10/2020 12:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 1 of 4 SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Job No Sheet No Rev di nxn�urrnr�tuHc 319-20-2574 SO 3 /17 rRM. rd.s,, oniousv ra.i+i9im.aau Software licensed to Part ,lob Title DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF Da"24-Oct-20 Chd OA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC File 319-20-2574.std Date/Time 24-Oct2020 11:33 Entity Color Legend TS252514GA6_j CS252514GAN C351514GAN Default Plate Color Default Solid Color 8.000ft Y �A� 5 0 W A S� O rn 12.000ft r<' 57344 •� �GISTER� �SSIGIVAL SIGNED: 10/26/2020 MAIN FRAME OVERVIEW EXPIRES: 01/03/2022 Print Time/Date: 24/10/2020 12:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 2 of 4 Job No Sheet No Rev di nxn�urrnr�tuHc 319-20-2574 SO 4 /17 rRM. rd.s,, oniousv ra.i+i9im.aau Software licensed to Part ,lob Title DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF Da"24-Oct-20 Chd OA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC File 319-20-2574.std Date/Time 24-Oct2020 11:33 Entity Color Legend TS252514GA LUUM CS252514GA 14GAU Default Plat OOOft Default Solid Co It 000ft p,DYA S� ki v W A SCIO O , 12.000ft f, 57344 4� O`t' �FGISTER�� �SSIDNAL _V MAIN FRAME SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Print Time/Date: 24/10/2020 12:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 3 of 4 Job No Sheet No Rev di A,.. fNEEFUNC 319-20-2574 SO 5 /17 r6t+roe r.kd,01Jn UFLf ra.i+i9im.aau Software licensed to Part ,lob Title DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF Da"24-Oct-20 Chd OA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC File 319-20-2574.std Date/Time 24-Oct2020 11:33 ND Y A S v W AS 57344 `o �GISTER� 1� �SSIGNAL IGNED: 10/26/2020 SUPPORTS WITH NUMBERS EXPIRES: 01/03/2022 Print Time/Date: 24/10/2020 12:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 4 of 4 dig�^-.. Job No SM1eet No Rev •^- _, - 319-20-2574 SO 6 /17 Software rcensed to Job Title DICK'S DRIVE-IN QUEUING STRUCTURE Rat By AF oat'24-Oct-20 cbd OA crest ITIEL'S CARPORTS AND METAL BUILDINGS LLC Fi1B 319-20-2574.std oateme- 24-Oct-202011:33 Section Properties Prop Section (i(in4) Ah10.317 Ia J (in°) Material 2 TS252514GA 0.782 1.172 STEEL 3 CS252514GA 0.694 0.001 STEEL 4 C351514GA 0.117 0.000 STEEL Plate Thickness Prop Node A Node B Node C Node D Material 4) in) (in) (in) 1 0.014 0.014 0.014 0.014 STEEL Materials Mat Name E (kip/in) v Density (kip/ins) a (/"F) 1 STEEL 29E+3 0.300 0.000 6.5E-6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E-6 3 ALUMINUM 10E+3 0.330 0.000 13E-6 4 CONCRETE 3.15E+3 0.170 0.000 5E-6 Primary Load Cases Number Name Type 1 DEAD Dead 2 ROOFLIVE Roof Live 3 WIND -AC Wind 4 WIND AO Wind 5 WIND BC Wind 6 1 WIND_BO Wind 71 EAC Seismic 8 EAO Seismic 9 EBA Seismic 10 EBO Seismic rPP S v w A S�� � 57344 �FGISTER�� �SSIGNAL Pnnt T-IDeb, 241101202011:53 STAAD.Pro V8i(SELECTseries 6) 20.07.11.90 SlUNED: 10/26/202(Y 12 EXPIRES: 01/03/2022 Job No sM1ee1 No Rev 319-20-2574 SO 7 /17 Software icensetl to Jobrne DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF D.24-Oct-20 cbd OA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC File 319-20-2574.std oa Mbbe 44-Oct-202011:33 Combination Load Cases Comb. Combination LIC Name Primary Primary L/C Name Factor 11 D+LR 1 DEAD 1.00 2 ROOFLIVE 1.00 12 D+0.6WAC 1 DEAD 1.00 3 WIND AC 0.60 13 D+0.6WAO 1 DEAD 1.00 4 WIND -AO 0.60 14 D+0.6WBA 1 DEAD 1.00 5 WIND BC 0.60 15 D+0.6WEO 1 DEAD 1.00 6 WIND BO 0.60 16 D+0.75LR+0.45WAC 1 DEAD 1.00 2 ROOFLIVE 0.75 3 WIND -AC 0.45 17 D+0.75LR+0.45WAO 1 DEAD 1.00 2 ROOFLIVE 0.75 4 WIND AO 0.45 18 D+0.75LR+0.45WBA 1 DEAD 1.00 2 ROOFLIVE 0.75 5 WIND BC 0.45 19 D+0.75LR+0.45WBO 1 DEAD 1.00 2 ROOFLIVE 0.75 6 WIND BO 0.45 20 0.6D+0.6WAC 1 DEAD 0.60 3 WIND AC 0.60 21 0.6D+0.6WAO 1 DEAD 0.60 4 WIND AO 0.60 22 0.6D+0.6WBA 1 DEAD 0.60 5 WIND BC 0.60 23 0.6D+0.6WBO 1 DEAD 0.60 6 WIND BO 0.60 24 D+0.7EAC'(OS FACTOR=2) 1 DEAD 1.00 7 EAC 1.40 25 D+0.7EAO *(OS FACTOR=2) 1 DEAD 1.00 8 EAO 1.40 26 D+0.7EBA'(OS FACTOR=2) 1 DEAD 1.00 9 EBA 1.40 27 D+0.7EBO *(OS FACTOR=2) 1 DEAD 1.00 10 EBO 1.40 28 D+0.75LR+0.53EAC 1 DEAD 1.00 2 ROOFLIVE 0.75 7 EAC 0.53 29 D+0.75LR+0.53EAO 1 DEAD 1.00 2 ROOFLIVE 0.75 8 EAO 0.53 30 D+0.75LR+0.53EBA 1 DEAD 1.00 ;nt T,../D- 241MG201153 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 2 of 12 dig�^-.. Job No SM1eet Na Rev •^- _, - 319-20-2574 SO 8 /17 sofiwara rcansatl to Job Tue DICK'S DRIVE-IN QUEUING STRUCTURE Rat By AF oat'24-Oct-20 cbd OA crest ITIEL'S CARPORTS AND METAL BUILDINGS LLC F11B 319-20-2574.std oat -be' 24-Oct-202011:33 Combination Load Cases Cont... Comb. Combination L/C Name Primary Primary L/C Name Factor 2 ROOFLIVE US 9 EBA 0.53 31 D+0.75LR+0.53EBO 1 DEAD 1.00 2 ROOFLIVE 0.75 10 EBO 0.53 32 0.6D+0.7EAC'(OS FACTOR=2) 1 DEAD 0.60 7 EAC 1.40 33 0.6D+0.7EAO *(OS FACTOR=2) 1 DEAD 0.60 8 EAO 1.40 34 0.6D+0.7EBA'(OS FACTOR=2) 1 DEAD 0.60 9 EBA 1.40 35 0.6D+0.7EBO *(OS FACTOR=2) 1 DEAD 0.60 10 EBO 1.40 Node Displacement Summary Node LIC X (in) Y (in) Z (in) Resultant (in) rX (rad) rY (red) rZ (rad) Max X 152 23:0.6D+0.6W1 0.405 0.001 0.002 0.405 -0.000 -0.000 0.002 Min X 152 16:D+0.75LR+I -0.311 -0.001 -0.002 0.311 0.000 0.000 -0.004 Max 423 23:0.6D+0.6WI 0.309 0.355 -0.000 0.471 0.000 -0.000 -0.003 Min Y 351 11:D+LR 0.000 -0.670 -0.000 0.670 -0.000 -0.000 -0.000 Max Z 338 26:D+0.7EBA 0.000 -0.040 0.122 0.128 0.000 0.000 0.000 Min Z 363 27:D+0.7EBO' 0.000 -0.040 -0.122 0.128 -0.000 -0.000 0.000 Max rX 173 11:D+LR -0.127 -0.149 0.003 0.196 0.009 0.002 -0.010 Min rX 164 11:D+LR -0.127 -0.149 -0.003 0.196 -0.009 -0.002 -0.010 Max rY 534 11:D+LR 0.127 -0.149 -0.003 0.196 -0.009 0.002 0.010 Min rY 543 11:D+LR 0.127 -0.149 0.003 0.196 0.009 -0.002 0.010 Max rZ 457 11:D+LR 0.074 -0.366 0.000 0.373 0.000 -0.000 0.014 Min rZ 249 11:D+LR -0.074 -0.366 0.000 0.373 0.000 0.000 -0.014 Max Rst 351 11:D+LR 0.000 -0.670 -0.000 0.670 -0.000 -0.000 -0.000 Beam Maximum Forces by Section Property Pnnt T,../D- 24110/202011:53 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 e�py rl?� OV `y Q O _AQ,- PH 344 � �GISTER� �SSJGNAL '- SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Job No sM1ea1 No Rev 319-20-2574 SO 9 /17 Part Sofhvara icansetl to Job Tine DICK'S DRIVE-IN QUEUING STRUCTURE Rat By AF D.24-Oct-20 CM1tl OA cram ITIEL'S CARPORTS AND METAL BUILDINGS LLC Fi1B 319-20-2574.etd oat M-e 44-Oct-202011:33 Reaction Summary Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip in) MZ (kip in) Max FX 2 11:D+LR 0.169 1.139 -0.059 0.000 0.000 0.000 Min FX 6 11:D+LR -0.169 1.139 -0.059 0.000 0.000 0.000 Max FY 2 11:D+LR 0.169 1.139 -0.059 0.000 0.000 0.000 Min FY 6 23:0.6D+0.6W1 0.056 -0.618 0.031 0.000 0.000 0.000 Max FZ 5 11:D+LR -0.142 0.885 0.092 0.000 0.000 0.000 Min FZ 4 11:D+LR 0.142 0.885 -0.092 0.000 0.000 0.000 Max MIX 1 11:D+LR 0.142 0.885 0.092 0.000 0.000 0.000 Min MIX 1 11:D+LR 0.142 0.885 0.092 0.000 0.000 0.000 Max MY 1 11:D+LR 0.142 0.885 0.092 0.000 0.000 0.000 Min MY 1 11:D+LR 0.142 0.885 0.092 0.000 0.000 0.000 Max MZ 12 11:D+LR -0.156 0.000 0.002 0.000 0.000 8.859 Min MZ 10 110+1-R 0.156 0.000 0.002 0.000 0.000 -8.859 Statics Check Results L/C FX (kip) FY (kip) FZ (kip) MIX (kip -in) MY (kip -in) MZ (kip in) 1:DEAD Loads -0.000 -0.600 -0.000 -89.987 0.000 -43.194 1:DEAD Reactions 0.000 0.600 0.000 89.987 -0.000 43.194 Difference 0.000 -0.000 0.000 -0.000 -0.000 0.000 2:ROOFLIVE Loads -0.000 -7.499 -0.000 -1.12E+3 0.000 -539.921 2:ROOFLIVE Reactions 0.000 7.499 0.000 1.12E+3 -0.000 539.921 Difference 0.000 -0.000 0.000 -0.000 -0.000 0.000 3:WIND AC Loads -0.540 4.501 0.000 675.133 80.942 302.963 3:WIND AC Reactions 0.540 -4.501 -0.000 -675.133 -80.942 -302.963 Difference -0.000 0.000 -0.000 0.000 0.000 -0.000 4:WIND_AO Loads -0.192 6.795 0.000 1.02E+3 28.759 481.847 4:WIND_AO Reactions 0.192 -6.795 -0.000 -1.02E+3 -28.759 -481.847 Difference -0.000 0.000 -0.000 0.000 0.000 -0.000 5:WIND_BC Loads 0.755 3.700 0.000 554.996 -113.179 295.880 5:WIND BC Reactions -0.755 -3.700 -0.000 -554.996 113.179 -295.880 Difference 0.000 -0.000 0.000 0.000 0.000 0.000 6:WIND_SO Loads 0.734 6.809 0.000 1.02E+3 -110.164 519.024 6:WIND_BO Reactions -0.734 -6.809 -0.000 -1.02E+3 110.164 -519.024 Difference 0.000 -0.000 0.000 0.000 0.000 -0.000 7:EAC Loads 0.167 0.000 0.000 0.000 -25.092 -16.059 7:EAC Reactions -0.167 -0.000 0.000 0.000 25.092 16.059 Difference 0.000 -0.000 0.000 0.000 -0.000 0.000 8:EAO Loads -0.167 0.000 0.000 0.000 25.092 16.059 8:EAO Reactions 0.167 0.000 -0.000 -0.000 -25.092 -16.059 Difference -0.000 0.000 1 -0.000 -0.000 0.000 -0.000 int T-IDeb, 241mrm2011:53 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 4 of 12 Jab No SM1eet Na Rev dig •^- _, - 319-20-2574 SO 10 /17 Bofiwafe icenaetl to���� Part Job TRla DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF Dat'24-Oct-20 cbd OA crest ITIEL'S CARPORTS AND METAL BUILDINGS LLC F11B 319-20-2574.std Datertln,e 24-Oct-202011:33 Statics Check Results Cont... LIC FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip in) 9:EBA Reactions 0.000 -0.000 -0.167 -16.059 12.044 -0.000 Difference 0.000 -0.000 0.000 0.000 -0.000 -0.000 10:EBO Loads 0.000 0.000 -0.167 -16.059 12.044 0.000 10:EBO Reactions -0.000 0.000 0.167 16.059 -12.044 0.000 Difference -0.000 0.000 -0.000 -0.000 0.000 0.000 Reaction Envelope Horizontal Vertical Horizontal Moment Node Env FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 1 +ve 0.142 0.885 0.092 0.000 0.000 0.000 1 +ve Load: 11 Load: 11 Load: 11 1 -ve -0.088 -0.414 -0.045 0.000 0.000 0.000 1 -ve Load: 23 Load: 21 Load: 21 2 +ve 0.169 1.139 0.028 0.000 0.000 0.000 2 +ve Load: 11 Load: 11 Load: 21 2 -ve -0.096 -0.549 -0.059 0.000 0.000 0.000 2 -ve Load: 23 Load: 21 Load: 11 3 +ve 0.169 1.139 0.059 0.000 0.000 0.000 3 +ve Load: 11 Load: 11 Load: 11 3 -ve -0.096 -0.549 -0.028 0.000 0.000 0.000 3 -ve Load: 23 Load: 21 Load: 21 4 +ve 0.142 0.885 0.045 0.000 0.000 0.000 4 +ve Load: 11 Load: 11 Load: 21 4 -ve -0.088 -0.414 -0.092 0.000 0.000 0.000 4 -ve Load: 23 Load: 21 Load: 11 - - - 5 +ve 0.070 0.885 0.092 0.000 0.000 0.000 5 +ve Load: 21 Load: 11 Load: 11 - - - 5 -ve -0.142 -0.441 -0.051 0.000 0.000 0.000 5 -ve Load: 11 Load: 23 Load: 23 - - - 6 +ve 0.081 1.139 0.031 0.000 0.000 0.000 6 +ve Load: 21 Load: 11 Load: 23 - - - 6 -ve -0.169 -0.618 -0.059 0.000 0.000 0.000 6 -ve Load: 11 Load: 23 Load: 11 7 +ve 0.081 1.139 0.059 0.000 0.000 0.0 7 +ve Load: 21 Load: 11 Load: 11 - - - 7 -ve -0.169 -0.618 -0.031 0.000 0.000 7 -ve Load: 11 Load: 23 Load: 23 - - - 8 +ve 0.070 0.885 0.051 0.000 0.000 .000 8 +ve Load: 21 Load: 11 Load: 23 - - - 8 -ve 1 -0.142 1 -0.441 1 -0.092 0.000 j 0.000 .000 8 -ve Load: 11 Load: 23 Load: 11 - - - 9 +ve I 0.156 0.000 1 0.022 0.000 1 0.000 7 Pnat rmeiDa 241101202011:53 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 r rNDY Art Ov W A Sh I� M O f.. 57344� Plmt Rua 5 GISTf, ti ►�oNAL SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Pnm T,../Dme: 241mrzo2011:63 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 6 of 12 dig�^-.. Jab No SM1eet Na Rev •^- _, - 319-20-2574 SO 12 /17 5o11hware icensetl to Job Title DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF oat'24-Oct-20 cba OA crest ITIEL'S CARPORTS AND METAL BUILDINGS LLC Fi1B 319-20-2574.std oet-be' 44-Oct-202011:33 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in') Iz (in4) ly (in4) Ix (in4) 23 TS252514Gf TS252514Gf 0.097 1.000 0.097 Eq. H1-1b 11 0.802 0.782 0.782 1.172 24 TS252514G) TS252514Gf 0.205 1.000 0.205 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 25 TS252514Gf TS252514Gf 0.156 1.000 0.156 Eq. HI -lb 23 0.802 0.782 0.782 1.172 26 TS252514G) TS252514Gf 0.193 1.000 0.193 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 27 TS252514Gf TS252514Gf 0.193 1.000 0.193 Eq. HI -lb 11 0.802 0.782 0.782 1.172 28 TS252514G) TS252514Gf 0.156 1.000 0.156 Eq. Hi -lb 23 0.802 0.782 0.782 1.172 29 TS252514Gf TS252514Gf 0.205 1.000 0.205 Eq. HI -lb 11 0.802 0.782 0.782 1.172 30 TS252514G) TS252514Gf 0.190 1.000 0.190 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 31 TS252514Gf TS252514Gf 0.185 1.000 0.185 Eq. HI -lb 23 0.802 0.782 0.782 1.172 32 TS252514Gf TS252514Gf 0.180 1.000 0.180 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 33 TS252514Gf TS252514Gf 0.180 1.000 0.180 Eq. HI -lb 11 0.802 0.782 0.782 1.172 34 TS252514Gf TS252514Gf 0.185 1.000 0.185 Eq. Hi -lb 23 0.802 0.782 0.782 1.172 35 TS252514Gf TS252514Gf 0.190 1.000 0.190 Eq. HI -lb 11 0.802 0.782 0.782 1.172 36 TS252514Gf TS252514Gf 0.250 1.000 0.250 Eq. H7-lb 11 0.802 0.782 0.782 1.172 37 TS252514Gf TS252514Gf 0.217 1.000 0.217 Eq. HI -lb 18 0.802 0.782 0.782 1.172 38 TS252514G) TS252514Gf 0.334 1.000 0.334 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 39 TS252514G) TS252514Gf 0.334 1.000 0.334 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 40 TS252514G) TS252514G) 0.217 1.000 0.217 Eq. Hi -lb 18 0.802 0.782 0.782 1.172 41 TS252514G) TS252514Gf 0.250 1.000 0.250 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 42 TS252514G) TS252514G) 0.381 1.000 0.381 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 43 TS252514G) TS252514Gf 0.218 1.000 0.218 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 44 TS252514G) TS252514G) 0.421 1.000 0.421 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 45 TS252514G) TS252514Gf 0.421 1.000 0.421 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 46 TS252514G) TS252514G) 0.218 1.000 0.218 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 47 TS252514G) TS252514Gf 0.381 1.000 0.381 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 48 TS252514G) TS252514G) 0.516 1.000 0.516 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 49 TS252514G) TS252514Gf 0.217 1.000 0.217 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 50 TS252514G) TS252514G) 0.495 1.000 0.495 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 51 TS252514Gf TS252514Gf 0.495 1.000 0.495 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 52 TS252514G) TS252514G) 0.217 1.000 0.217 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 53 TS252514Gf TS252514Gf 0.516 1.000 0.516 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 54 TS252514G) TS252514G) 0.412 1.000 0.412 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 55 TS252514Gf TS252514Gf 0.175 1.000 0.175 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 56 TS252514G) TS252514G) 0.412 1.000 0.412 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 57 TS252514Gf TS252514Gf 0.412 1.000 0.412 Eq. 1­11-1b 11 0.802 0.782 0.782 1.172 58 TS252514G) TS252514G) 0.175 1.000 0.175 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 59 TS252514Gf TS252514Gf 0.412 1.000 0.412 Eq. 1­11-1b 11 0.802 0.782 0.782 1.1 60 TS252514G) TS252514G) 0.412 1.000 0.412 Eq. Hi -lb 11 0.802 0.782 0.782 Ill 61 TS252514Gf TS252514Gf 0.175 1.000 0.175 Eq. 1­11-1b 11 0.802 0.782 0.782 All 72 62 TS252514G) TS252514G) 0.412 1.000 0.412 Eq. Hi -lb 11 0.802 0.782 0.782 .172 63 TS252514G) TS252514G) 0.412 1.000 0.412 Eq. Hi -lb 11 0.802 0.782 0.782 64 TS252514Gf TS252514Gf 0.175 1.000 0.175 Eq. Hi -lb 11 0.802 0.782 0.782 1.1 65 TS252514G) TS252514G) 0.412 1.000 0.412 Eq. Hi -lb 11 0.802 0.782 0.782 . 2 66 TS252514Gf TS252514G) 0.516 1.000 0.516 Eq. Hi -lb 11 0.802 0.782 0.782 67 TS252514G) TS252514G) 0,217 1,000 0.217 Eq. Hi -lb 11 0.802 0.782 0.782 1. Pant T,../D- 241101202011:K STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 NO Job No SM1eet No Rev 319-20-2574 SO 13 /17 Pert Software icensetl to Jobrne DICK'S DRIVE-IN QUEUING STRUCTURE Ref By AF D.24-Oct-20 cbtl OA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC File 319-20-2574.std oatelnme 44-Oct-202011:33 I� WA y a 1 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in') Iz (in4) ly (in4) Ix (in4) 68 TS252514Gf TS252514G, 0.495 1.000 1 0.495 Eq. H1-1b 11 1 0.802 0.782 0.782 1.172 69 TS252514G) TS252514G, 0.495 1.000 0.495 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 70 TS252514Gf TS252514G, 0.217 1.000 0.217 Eq. HI -lb 11 0.802 0.782 0.782 1.172 71 TS252514Gf TS252514G, 0.516 1.000 0.516 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 72 TS252514Gf TS252514G, 0.381 1.000 0.381 Eq. HI -lb 11 0.802 0.782 0.782 1.172 73 TS252514Gf TS252514G, 0.225 1.000 0.225 Eq. Hi -lb 23 0.802 0.782 0.782 1.172 74 TS252514Gf TS252514G, 0.421 1.000 0.421 Eq. HI -lb 11 0.802 0.782 0.782 1.172 75 TS252514Gf TS252514G, 0.421 1.000 0.421 Eq. H1-1b 11 0.802 0.782 0.782 1.172 76 TS252514Gf TS252514G, 0.225 1.000 0.225 Eq. HI -lb 23 0.802 0.782 0.782 1.172 77 TS252514Gf TS252514G, 0.381 1.000 0.381 Eq. H1-1b 11 0.802 0.782 0.782 1.172 78 TS252514Gf TS252514G, 0.250 1.000 0.250 Eq. HI -lb 11 0.802 0.782 0.782 1.172 79 TS252514Gf TS252514G, 0.227 1.000 0.227 Eq. H1-1b 23 0.802 0.782 0.782 1.172 80 TS252514Gf TS252514G, 0.334 1.000 0.334 Eq. HI -lb 11 0.802 0.782 0.782 1.172 81 TS252514Gf TS252514G, 0.334 1.000 0.334 Eq. H1-1b 11 0.802 0.782 0.782 1.172 82 TS252514Gf TS252514G, 0.227 1.000 0.227 Eq. HI -lb 23 0.802 0.782 0.782 1.172 83 TS252514G) TS252514G, 0.250 1.000 0.250 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 84 TS252514Gf TS252514G, 0.190 1.000 0.190 Eq. H1-1b 11 0.802 0.782 0.782 1.172 85 TS252514G) TS252514G, 0.176 1.000 0.176 Eq. Hi -lb 18 0.802 0.782 0.782 1.172 86 TS252514Gf TS252514G, 0.180 1.000 0.180 Eq. H1-1b 11 0.802 0.782 0.782 1.172 87 TS252514G) TS252514G, 0.180 1.000 0.180 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 88 TS252514Gf TS252514G, 0.176 1.000 0.176 Eq. H1-1b 18 0.802 0.782 0.782 1.172 89 TS252514G) TS252514G, 0.190 1.000 0.190 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 90 TS252514Gf TS252514G, 0.205 1.000 0.205 Eq. H1-1b 11 0.802 0.782 0.782 1.172 91 TS252514G) TS252514G, 0.153 1.000 0.153 Eq. Hi -lb 18 0.802 0.782 0.782 1.172 92 TS252514Gf TS252514Gr 0.193 1.000 0.193 Eq. Hi-1b 11 0.802 0.782 0.782 1.172 93 TS2525UGi TS252514G� 0.193 1.000 0.193 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 94 TS252514Gf TS252514G, 0.153 1.000 0.153 Eq. H1-1b 18 0.802 0.782 0.782 1.172 95 TS252514G) TS252514G, 0.205 1.000 0.205 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 96 TS252514Gf TS252514G, 0.097 1.000 0.097 Eq. H1-1b 11 0.802 0.782 0.782 1.172 97 TS252514G) TS252514G, 0.062 1.000 0.062 Eq. Hi -lb 18 0.802 0.782 0.782 1.172 98 TS252514Gf TS252514G, 0.095 1.000 0.095 Eq. H1-1b 11 0.802 0.782 0.782 1.172 99 TS252514G) TS252514G, 0.095 1.000 0.095 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 100 TS252514Gf TS252514G, 0.062 1.000 0.062 Eq. H1-1b 18 0.802 0.782 0.782 1.172 101 TS252514G) TS252514G, 0.097 1.000 0.097 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 102 TS252514Gf TS252514G, 0.415 1.000 0.415 Eq. H1-1b 11 0.802 0.782 0.782 1.172 TS252514G) TS252514G, 0.420 1.000 0.420 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 5252514Gf TS252514G, 0.131 1.000 0.131 Eq. H1-1b 11 0.802 0.782 0.782 1.172 52514Gi TS252514G, 0.420 1.000 0.420 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 1 T 514Gf TS252514Gt 0.415 1.000 0.415 Eq. H1-1b 11 0.802 0.782 0.782 1.172 TS 14Gi TS252514G, 0.613 1.000 0.613 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 TS25 4Gi TS252514G, 0.377 1.000 0.377 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 TS25 4Gf TS252514G, 0.658M Eq. H1-1b 11 0.802 0.782 0.782 1.172 11 °J�5 GJ TS252514G, 0.658 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 Gf TS252514G, 0.377 Eq. Hi-1b 11 0.802 0.782 0.782 1.172 2 Gi TS252514G, 0.613 Eq. Hi -lb 11 1 0.802 1 0.782 0.782 1.172 � �, 57344 O ,� FGISTER� ♦� � IQIVALVVVWwqr- G SIGNED: 10/26/2020 EXPIRES: 01/03/2022 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 8 of 12 dig�^-.. Jab No SM1eet Na Rev •^- _, - 319-20-2574 SO 14 /17 Sofiwara icansetl to Job Title DICK'S DRIVE-IN QUEUING STRUCTURE Rat By AF oat'24-Oct-20 cba OA crest ITIEL'S CARPORTS AND METAL BUILDINGS LLC Fi1B 319-20-2574.std oet-be' 44-Oct-202011:33 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in') Iz (in4) ly (in4) Ix (in4) 113 TS252514GJ TS252514GJ 0.478 1.000 0.478 Eq. H1-1b 11 0.802 0.782 0.782 1.172 114 TS252514GJ TS252514Gi 0.283 1.000 0.283 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 115 TS252514GJ TS252514GJ 0.492 1.000 0.492 Eq. HI -lb 11 0.802 0.782 0.782 1.172 116 TS252514GJ TS252514Gi 0.492 1.000 0.492 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 117 TS252514GJ TS252514GJ 0.283 1.000 0.283 Eq. HI -lb 11 0.802 0.782 0.782 1.172 118 TS252514GJ TS252514Gi 0.478 1.000 0.478 Eq. Hi -lb 11 0.802 0.782 0.782 1.172 350 CS252514G, CS252514G, 0.314 1.000 0.314 Eq. HI -lb 11 0.609 0.694 0.409 0.001 351 CS252514G, CS252514G, 0.229 1.000 0.229 Eq. Hi -lb 11 0.609 0.694 0.409 0.001 352 CS252514G, CS252514G, 0.456 1.000 0.456 Eq. Hi-1a 11 0.609 0.694 0.409 0.001 353 CS252514G, CS252514G, 0.456 1.000 0.456 Eq. Hi -la 11 0.609 0.694 0.409 0.001 354 CS252514G, CS252514G, 0.229 1.000 0.229 Eq. HI -lb 11 0.609 0.694 0.409 0.001 355 CS252514G, CS252514G, 0.314 1.000 0.314 Eq. Hi -lb 11 0.609 0.694 0.409 0.001 356 CS252514G, CS252514G, 0.325 1.000 0.325 Eq. HI -lb 11 0.609 0.694 0.409 0.001 357 CS252514G, CS252514G, 0.108 1.000 0.108 Eq. H7-lb 11 0.609 0.694 0.409 0.001 358 CS252514G, CS252514G, 0.291 1.000 0.291 Eq. HI -lb 11 0.609 0.694 0.409 0.001 359 CS252514G, CS252514G, 0.291 1.000 0.291 Eq. Hi -lb 11 0.609 0.694 0.409 0.001 360 CS252514G, CS252514G, 0.108 1.000 0.108 Eq. 1­11-1b 11 0.609 0.694 0.409 0.001 361 CS252514G, CS2525140, 0.325 1.000 0.325 Eq. Hi -lb 11 0.609 0.694 0.409 0.001 362 CS252514G, CS252514G, 0.314 1.000 0.314 Eq. 1­11-1b 11 0.609 0.694 0.409 0.001 363 CS252514G, CS252514G, 0.229 1.000 0.229 Eq. Hi -lb 11 0.609 0.694 0.409 0.001 364 CS252514G, CS252514G, 0.456 1.000 0.456 Eq. H1-1a 11 0.609 0.694 0.409 0.001 365 CS252514G, CS252514G, 0.456 1.000 0.456 Eq. Hi -la 11 0.609 0.694 0.409 0.001 366 CS252514G, CS252514G, 0.229 1.000 0.229 Eq. 1­11-1b 11 0.609 0.694 0.409 0.001 367 CS252514G, CS252514G, 0.314 1.000 0.314 Eq. Hi -lb 11 0.609 0.694 0.409 0.001 500 C351514GA C351514GA 0.584 1.000 0.584 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 501 C351514GA C351514GA 0.234 1.000 0.234 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 502 C351514GA C351514GA 0.202 1.000 0.202 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 503 C351514GA C351514GA 0.253 1.000 0.253 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 504 C351514GA C351514GA 0.274 1.000 0.274 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 505 C351514GA C351514GA 0.285 1.000 0.285 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 506 C351514GA C351514GA 0.277 1.000 0.277 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 507 C351514GA C351514GA 0.224 1.000 0.224 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 508 C351514GA C351514GA 0.300 1.000 0.300 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 509 C351514GA C351514GA 0.642 1.000 0.642 Eq. 1­12-1 11 0.320 0.117 0.317 0.00 510 C351514GA C351514GA 0.274 1.000 0.274 Eq. 1­12-1 11 0.320 0.117 0.317 OP 511 C351514GA C351514GA 0.140 1.000 0.140 Eq. 1­12-1 11 0.320 0.117 0.317 .0 512 C351514GA C351514GA 0.158 1.000 0.158 Eq. 1­12-1 11 0.320 0.117 0.317 513 C351514GA C351514GA 0.140 1.000 0.140 Eq. 1­12-1 11 0.320 0.117 0.3 0 00 514 C351514GA C351514GA 0.274 1.000 0.274 Eq. 1­12-1 11 0.320 0.117 0./0Alp 515 C351514GA C351514GA 0.642 1.000 0.642 Eq. 1­12-1 11 0.320 0.117 0. 0 516 C351514GA C351514GA 0.300 1.000 0.300 Eq. 1­12-1 11 1 0.320 1 0.117 000 517 C351514GA C351514GA 0.224 1.000 0.224 Eq. 1­12-1 11 1 0.320 1 0.117 .obo 518 C351514GA C351514GA 0.277 1.000 0.277 Eq. H2-1 11 0.320 0.117 17 0.000 519 C351514GA C351514GA 0.285 1.000 0.285 Eq. H2-1 11 0.320 0.117 Ir 520 C351514GA C351514GA 0.274 1.000 0.274 1 Eq. 1­12-1 111 0.320 0.1170& 7 0.000 Pont T-Mate: 24IM02011 sa STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 p,Dy A4' )v A ,%, Job No SM1eat No Rev 319-20-2574 SO 15 /17 Pert Sofhvara icansetl to Jobrne DICK'S DRIVE-IN QUEUING STRUCTURE Rat By AF D.24-Oct-20 CM1tl OA Client ITIEL'S CARPORTS AND METAL BUILDINGS LLC File 319-20-2574.std oatelnme 44-Oct-202011:33 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in') Iz (in4) ly (in4) Ix (in4) 521 C351514GA C351514GA 0.253 1.000 1 0.253 Eq. 1­12-1 11 1 0.320 0.117 0.317 0.000 522 C351514GA C351514GA 0.202 1.000 0.202 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 523 C351514GA C351514GA 0.234 1.000 0.234 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 524 C351514GA C351514GA 0.584 1.000 0.584 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 525 C351514GA C351514GA 0.413 1.000 0.413 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 526 C351514GA C351514GA 0.221 1.000 0.221 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 527 C351514GA C351514GA 0.251 1.000 0.251 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 528 C351514GA C351514GA 0.229 1.000 0.229 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 529 C351514GA C351514GA 0.287 1.000 0.287 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 530 C351514GA C351514GA 0.282 1.000 0.282 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 531 C351514GA C351514GA 0.209 1.000 0.209 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 532 C351514GA C351514GA 0.224 1.000 0.224 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 533 C351514GA C351514GA 0.179 1.000 0.179 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 534 C351514GA C351514GA 0.458 1.000 0.458 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 535 C351514GA C351514GA 0.393 1.000 0.393 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 536 C351514GA C351514GA 0.180 1.000 0.180 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 537 C351514GA C351514GA 0.207 1.000 0.207 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 538 C351514GA C351514GA 0.180 1.000 0.180 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 539 C351514GA C351514GA 0.393 1.000 0.393 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 540 C351514GA C351514GA 0.458 1.000 0.458 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 541 C351514GA C351514GA 0.179 1.000 0.179 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 542 C351514GA C351514GA 0.224 1.000 0.224 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 543 C351514GA C351514GA 0.209 1.000 0.209 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 544 C351514GA C351514GA 0.282 1.000 0.282 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 545 C351514GA C351514GA 0.287 1.000 0.287 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 546 C351514GA C351514GA 0.229 1.000 0.229 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 547 C351514GA C351514GA 0.251 1.000 0.251 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 548 C351514GA C351514GA 0.221 1.000 0.221 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 549 C351514GA C351514GA 0.413 1.000 0.413 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 550 C351514GA C351514GA 1 0.131 1.000 0.131 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 551 C351514GA C351514GA 0.060 1.000 0.060 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 552 C351514GA C351514GA 0.071 1.000 0.071 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 553 C351514GA C351514GA 0.076 1.000 0.076 Eq. 1­12-1 11 0.320 0.117 0.317 0.060 554 C351514GA C351514GA 0.102 1.000 0.102 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 555 C351514GA C351514GA 0.084 1.000 0.084 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 56 C351514GA C351514GA 0.092 1.000 0.092 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 C351514GA C351514GA 0.097 1.000 0.097 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 5 C351514GA C351514GA 0.097 1.000 0.097 Eq- 559W.LC351514GA C351514GA 0.104 1.000 0.104 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 560 C351514GA C351514GA 0.085 1.000 0.085 Eq. H2-1 11 0.320 0.117 0.317 0.000 61 351514GA C351514GA 0.095 1.000 0.095 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 351514GA C351514GA 0.096 1.000 0.096 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 OO51514GA C351514GA 0.095 1.000 0.095 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 4 351514GA C351514GA 0.085 1.000 0.085 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 565 &351514GA C351514GA 0.104 1.000 0.104 Eq. 1­12-1 11 0.320 0.117 0.317 0.000 PL-4- n of 12� 57344 Print mEiee a 012B2011:K �GISTF, �sSI�1VAL SIGNED: 10/26/2020 EXPIRES: 01/03/2022 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 10 of 12 Print T-Mete 241M020 11:53 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 11 of 12 Job No Sheet No Rev 319-20-2574 1 SO 17 /17 Bofhvereicensetl fo Jobrfie DICK'S DRIVE-IN QUEUING STRUCTURE Bef By AF D.24-Oct-20 Chtl OA diem ITIEL'S CARPORTS AND METAL BUILDINGS LLC Fi1B 319-20-2574.std oal M-e 44-Oct-202011:33 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in') Iz (in4) ly (in4) Ix (in4) 611 C351514GA C351514GA 0.140 1.000 0.140 Eq. 112-1 11 0.320 0.117 0.317 0.000 612 C351514GA C3515140A 0.158 1.000 0.158 Eq. 1-12-1 11 0.320 0.117 0.317 0.000 613 C351514GA C351514GA 0.140 1.000 0.140 Eq. 112-1 11 0.320 0.117 0.317 0.000 614 C351514GA C3515140A 0.274 1.000 0.274 Eq. 1-12-1 11 0.320 0.117 0.317 0.000 615 C351514GA C351514GA 0.642 1.000 0.642 Eq. 112-1 11 0.320 0.117 0.317 0.000 616 C351514GA C351514GA 0.300 1.000 0.300 Eq. 1-12-1 11 0.320 0.117 0.317 0.000 617 C351514GA C351514GA 0.224 1.000 0.224 Eq. 112-1 11 0.320 0.117 0.317 0.000 618 C351514GA C351514GA 0.277 1.000 0.277 Eq. 1-12-1 11 0.320 0.117 0.317 0.000 619 C351514GA C351514GA 0.285 1.000 0.285 Eq. 112-1 11 0.320 0.117 0.317 0.000 620 C351514GA C351514GA 0.274 1.000 0.274 Eq. 1-12-1 11 0.320 0.117 0.317 0.000 621 C351514GA C351514GA 0.253 1.000 0.253 Eq. 112-1 11 0.320 0.117 0.317 0.000 622 C351514GA C351514GA 0.202 1.000 0.202 Eq. 1-12-1 11 0.320 0.117 0.317 0.000 623 C351514GA C351514GA 0.234 1.000 0.234 Eq. 112-1 11 0.320 0.117 0.317 0.000 624 C351514GA C351514GA 0.584 1.000 0.584 Eq. N2-1 11 0.320 0.117 0.317 0.000 Failed Members There is no data of this type. �* ND Y A �I ?�OV WAS 57344 �GISTf Sol VA L SIGNED: 10/26/2020 EXPIRES: 01/03/2022 Pnm r.elDme: 241MG2011:53 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 12 of 12 N 2 IMPERIAL RIB@ 3611 Coverage it ,t Ij Y1N � r aT I f SECTION P'ROPEFITIES TOP IN COMPRESSION BOTTOM IN COMPRESSION PANEL THICKNESS WEIGHT 5 FY ()psi) Ix ON41ft Se 10ht) Ma (lGp in.) be (lN411t) Se (I /tL) Ida (Mp In.) 0.015 0.70 EO 0.0103 0,0183 0.6852 o m s 0.0155 W3936 0.019 0.8E 80 0.0135 0 021 a 0.7829 0.0079 00189 0.6780 NOTES: 1. Section properties and allowable stresses as calculated in aecoedamm wdh ti!e 1986 AISI speoi canons for light gauge structural members. 2. Ix is for delE#0cin determination. 3. Se Is for bending. 4. Ma is allowable bending movement. S. AN values are forone feat of panel width. ALLOWABLE UNIFORM LOADS (PSF) IN POUNDS PER SQUARE ROOT Cn�n Bonn I t Aed Tum 1-M I i30 200 2 5n I&W 12M 14DO 14.50 5.n0 ISM I 9-W I 6-W 17DO 7-M IPLUOTSM . - — Single PosMe Wind 520 528 390 900 V6 231 235 173 267 200 130 132 98 113 84 83 84 62 6a 43 58 59 43 33 25 42 43 32 21 10 33 V 24 14 11 26 26 19 10 7 21 21 16 7 5 17 17 13 5 4 14 15 11 4 3 12 12 9 3 2 11 11 8 3 2 9 9 7 2 2 $ 8 6 2 1 7 7 5 1 1 Negatva Wind Uve Deflection 80 Defleewn PJ24Q 2 Span Poffive Vlllnd WB SW 396 1874 1406 235 231 176 SW 416 132 130 99 234 176 84 83 63 120 90 59 58 44 69 52 43 42 32 44 33 33 33 25 29 22 28 26 20 21 15 21 21 15 15 11 17 17 13 11 8 15 14 11 9 7 12 12 9 7 5 11 11 8 5 4 9 9 7 4 3 8 8 6 4 3 7 7 5 3 2 N Wind Live Deftwrm MSM Deft 3 Span 4Vk'1d 960 650 495 1408 1101 293 289 220 435 326 165 183 124 184 1U 106 104 79 94 70 73 72 55 54 41 54 53 40 34 2617 41 41 31 23 33 32 24 16 12 26 26 20 12 9 22 21 18 9 7 IS 18 14 7 5 16 15 12 5 4 13 13 10 4 3 12 12 9 3 3 10 10 8 3 2 9 9 7 2 2 Negative Wind Deftwtion 8 0etiection 40 ALLOWABLE UNIFORM LOADS (PSF) IN POUNDS PER SQUARE FOOT Span T e Load T e 1.Ott i.60 ZOp 230 3 00 3.50 4.0D 4.50 s3A0 5 50 a.tta sso 7.00 7.50 8 GO E�0 Single Poskive Wind 696 E03 S22 1130 885 309 268 232 350 262 174 151 130 148 111 111 66 84 76 87 77 67 58 44 33 67 49 43 28 21 43 39 33 18 14 34 30 26 13 10 29 24 21 9 7 23 20 17 7 5 19 17 14 5 4 is 14 12 4 3 14 12 11 3 3 12 11 9 3 2 11 9 a 2 2 10 a 7 2 1 NegiWe m live Deflection (1./180) on 40) 2 Span Posftivc Wind W3 606 452 1883 1248 268 309 201 493 370 151 174 113 208 156 96 111 72 106 80 67 77 50 62 46 49 57 37 39 29 38 43 28 26 19 30 34 22 18 U 24 26 18 13 10 20 23 1S 10 7 17 19 13 8 6 14 16 11 6 5 12 14 9 5 4 i 1 12 a 4 3 9 11 7 3 2 8 10 8 3 2 NeodvaWind bir Deflection M40 1>09901011 VW) 3 Span P0901iYe nd 753 670 585 1303 077 335 Sal 251 388 290 188 217 141 163 122 121 139 90 W e3 8d 97 83 48 36 61 71 48 30 23 47 54 35 20 15 37 43 26 14 11 30 35 23 10 9 25 29 19 8 5 21 24 15 6 5 18 21 13 5 4 15 18 12 4 3 13 1d 10 3 2 12 14 9 3 2 10 12 8 2 2 N Wind Live De'flWdOn MM Deflection NOTES: 1. Section properties and allowable stresses aria ealouWad In accordance with the IOU AISI specifications for light gauge structizal members. 2. Steel strw4$h of thru f=ener panels is 80 KSI minimum yield. Steel strength of concealed panels Is 50 KSJ minlmi,m yielCL These conform to AMU AB35 (galvanized) and A792-04 (Gaivalumeft 3. Vows shown as allowable loads are based on panel ooverirng three equal spans. Multiply by 0.8 for two span allowable loads. 4 Allowable loads tot Wind have been increased by $3%. Panel weight has not been deduced. Minimum bearing length mum be checked. 5. For agncuttural structures, the USC and 880CI building codes require a minimum of 10 PSF roof five loads. S. Deflection loads are fur ited by a. maximum deflectfon ratio or U180 of span. SUBJECT TO CHANGE WITHOUT NOTICE TP-4 EFFECTIVE DATE JANUAFY.1, 2000 RESOURCES APPLICATIONS DESIGNS & CONTROLS, INC. 3220 E. 59TH STREET LONG BEACH, CA 90605 Tel. (562) 272-7231 Fa(562)529-7513 www.RADCOine.eom email: infoORADCOinc.com RADCO TEST REPORT Test Report: RAD-4961 Project No: F10581 Tie Down Engineering, Inc. ®®ECF QLOU/Si `®r Asphalt Anchor Prepared For: PHIUP L.NIITliER1NGTON Pre p '� REG. NO, 33441 REGISTERED E O R Tie Down Engineering, Inc. ®®° PROFESSIONIN ALENGINE E�R®` G �GISTgR !9 255 Villanova Drive SW °®` Atlanta, GA30336 B/QQQ1fw,6� q'��° ! P�0325H4i O T By: ``0\\1t19 QQQB®/ ®0 ZN CAR0'0 1 ......... �GINEiR \�C9 .`°`vyC� F =� • y WITHER RADCO e •RN. '� %Z's tA� •Q 9<e9 %�°;•F4 Q,J �� urces, Applications, Designs and Controls, Inc. + A •..41N d� ?Y SEAL ,r Listing and 3220 E. Testing gSDivision + yt 0335,57 - t. Long Beach, CA 90805 wliA •'�yGIN1 E�:•°>.' per Phone:562-272-7231 *A"�at�4tl Fax: 562-529-7513 °®ee®'Wl aH9R�a`� Op 1884 • :Z Prepared By: = 5, p►� + STATE OF .�a�. i• aHIUP•('..-V •••e••:�aee 8�••�''tL • ��� Philip L. Witheringtan, P.E, �� •••..,; K'i>� � r j + �i• G�"+ Staff Engineer NA ass"" Issued: August 16, 2011 ��Oh......... 0 .., RADCO reports are for the exclusive use of the client to whom they are addressed. Permission Is granted to reproduce this report provided it Is reproduced in its entirety. The use of the name RADCO, (Resources, Applications, Designs and Controls, Inc.) in any advertising or related material mutt receive prior written approval from RADCO. Reports apply only to samples tested at the time of testing and are not necessarily indicative of the quality of apparently identical or similar products. This report contains mnfdential Information intended for the sole use of the addressee. Transmittal by facsimile Is prohibited without the express approval and concurrence of the addressee. 1 NER-TL476 NER-QA204 FIR TABLE OF CONTENTS 1.0 INTRODUCTION---------------------------------------------------------------------------------- 3 2.0 ASPHALT ANCHOR DESCRIPTION --------------------------------------- ---------- -------- 3 3.0 TEST SETUP ----- —------------------ —------------------------------------ ------------------------- 3 4.0 ANCHOR INSTALLATION------------------------------------------------------------------------4 5.0 MEASUREMENTS ------------------------------ —------------------------------------------ — --- 4 6.0 TEST LOADS ------- —------------------- --------------------- ------------------------------------ 4 7.0 TEST RESULTS ---- -------------------------------------------------------- -------------------- 4 8.0 CONCLUSIONS --- — ------------------------------------- — ----------------------------------------- 4 9.0 CONDITIONS --- ----------------------------------------------------------------------------------- 5 Appendix Appendix A —TEST LOAD CHART---------------------------------------------------------- Al Appendix B — CALIBRATION RECORDS ----------------- — ---------------------- --------- B1— B2 AppendixC— INSTALLATIONINSTRUCTIONS/DRAWINGS-----------------------C1 Appendix D — PICTURES ------------------------------------ --------------------------------- D1— D4 _7_ 1.0 INTRODUCTION On May 5, 2011, at the request of Tie Down Engineering, Inc., Philip Witherington P.E. witnessed structural load testing of the Tie Down Engineering of the Asphalt Anchor for compliance with the Federal Manufactured Home Construction and Safety Standards (The Standards). The objective of the tests was to determine the ultimate design capacity of the use of this anchor when installed in asphalt. 2.0 DESCRIPTION The Tie Down Engineering Asphalt Anchor, part number 59367, is a painted black three-quarter inch diameter steel rod with two sets of 'wing plates' welded to the rod and a double -headed anchor head at the top. Drawings shown at the bottom of the installation instructions are provided for clarification. The tip of the steel rod is angled approximately 45-degrees to allow for ease of penetration into the asphalt when driving the rod into the ground. Beginning at 16.16-inches from the top of the anchor head, the first pair of wing plates begin to flare out to a 1-inch wide winglet on each side of the anchor at 13.16 inches from the top of the anchor head. A larger pair of wing plates begin to flare out 10.41-inches from the anchor head out to a 3-inch wide winglet on each side of the anchor at 4.41-inches from the top of the anchor head. Each winglet has an 8 Gage thickness. Located 0.50-inches from the top of the rod is a flared ring to keep the double -headed swivel anchor head in place. 3.0 TEST SETUP Testing took place in the parking lot at the Tie Down Engineering, Inc. manufacturing facilities located at 5901 Wheaton Drive, Atlanta, Georgia. The asphalt of the parking lot measured 3- inches thick atop a compacted base. Three ground anchors were hammered vertically in to the asphalt a minimum of 4-feet away from each other so as to not have the results of one anchor test affect another. Picture 1 shows layout of ground anchors. Picture 2 shows how the test equipment was set up. A steel cable winch was secured from a blocked in place Ford F-250 pickup to one side of a steel strut. The steel strut was pinned at the base to a steel base that was braced to prevent sliding of the strut during testing. Another cable was secured to the other side of the angled steel strut on one end, and to the top of a Dillon dynamometer at the other. A steel cable was connected from the dynamometer to the anchor head of the asphalt anchor. The setup was arranged to allow for a 30 to 45-degree angle of pull cable from the anchor upward to the strut. 4.0 ANCHOR INSTALLATION Asphalt anchors are hammered vertically into asphalt parking lot foundations. Atop each anchor is a swivel anchor head in which slotted bolts are fitted through to fasten steel foundation strapping from the building to the anchor at an approximate 45-degree angle. Use of these anchors is not intended for pure vertical anchorage. 5.0 MEASUREMENTS A vertical displacement of 3-inches and horizontal displacement of 2-inches is allowed for anchorage per The Standards, however, ultimate loading occurred before maximum displacements took place. Once the anchors reached about an inch in the vertical and horizontal planes, the ultimate load would be achieved. Once the ultimate load was achieved, the load applied by the winch would drop off considerably. Any further attempt to apply load pressure would pull the anchor out of the ground, but at lower load pressure. 6.0 TEST LOADS Load was applied in 1000-pound increments until failure. Each load increment was held for 5- seconds before the next load increment was applied. Three tests yielded ultimate loads of 3000, 2600 and 2900-pounds. 7.0 TEST RESULTS Tensile loads applied at 30 to 45 degrees above the horizontal were applied to the asphalt ground anchors without failure to the anchors themselves. Failure occurred when the maximum load the asphalt could withstand took place, at which point, the asphalt continued to fail as the asphalt ground anchors were pulled out of the ground without further deformation of the anchors. 8.0 CONCLUSIONS Testing has proven that the Tie Down Engineering Asphalt Anchors, part number 59367 has proven itself capable of withstanding an ultimate load of 2833-pounds and a design load of 1889-pounds with a safety factor of 1.5 when installed in accordance with Tie Down Engineering, Inc.'s installation instructions. - 3 - 1 -4- - 5 - • INDUSTRIAL SCALES OF GA. P.O. BOX 46 ME MABLETON, GA. 30126� SALES -SERVICE TELEPHONE: (770) 941-8879 Fax: .(770)941-8879 OWNER: e 17 d W A, Fit% �� t1, t' LOCATION:_ pa -64 Uw, •U l 1 t) !f MODEL 17 r A SERIAL# Z�TYPE DNcI T141S IS TO CER T/FY, WE HAVE THIS DAY 4 ^ ( 3 ` 11 TESTED AND INSPECTED THIS SCALE USING 7. 0 [ LBS. OF STANDARD TEST WEIGHTS AND A STRAIN LOAD OF Z®�b&Q LBS. LEAVING SCALE WITHIN NATIONAL BUREAUOFSTANDARDS TOLE CE. SIMULATOR LINEARITY TESTING TO n r LBS. BY.•�GtN'c�'i- l/�a� c�_e�.Q S•-Fzi�e ��bt 8•� B-1 INDUSTRIAL SCALES OF GA. P.O. BOX 46 MABLETON, GA. 30126 SALES -SERVICE TELEPHONE: (770) 941-8879 Fax: (770)941-8879 SCALE INSPECTION CERTIFICATE OWNER: T� i�ou3JJ �tiw,iNPL��`•�� LOCATION: W IiLG�D.N 1`JFwtJz Cella "4 a_ ( MAKE Q A l j 0 V MMODEL 0[ A I SERIAL# I 0 Z TYPE Dv N 7-IS IS T67 CE)7T/FY,WE HAVE THIS DAY 4 -13.11 TESTED AND INSPECTED THIS SCALE USING Z00 n LBS. OF STANDARD TEST WEIGHTS AND A STRAIN LOAD OF .2D o d LBS. LEAVING SCALE WITHIN NATIONAL BUREAU OF STANDARDS TOLER .E. SIMULATOR LINEARITY TESTING TO LBS. B-2 I , M ;T Asphalt Anchor Installation Instructions 59367 1. Using a masonry or cut off blade with a circt saw, cut a slot 8" long x 1 '/z" deep in the asl where the anchor is to be installed with the on the anchor parallel to the structure. 2. Using a 5/8" hammer drill, pre -drill a hole ap 12" through the asphalt in the center of the 3. Drive anchor into the asphalt using a sledge hammer or hammer drill until the top of the anchor plate is 1" under the asphalt. For horizontal anchorage at a maximum of 50 degrees, not for vertical anchorage. 0 Instruction Sheet #08147 -ASCE ASCE 7 Hazards Report AMERICAN SOCIEFY OF CIVIL ENGINEERS Standard: ASCE/SEI 7-10 Elevation: 384.02 ft (NAVD 88) Risk Category: I Latitude: 47.384337 Soil Class: D - Stiff Soil Longitude:-122.296378 • ...n�ry,AA R�Irl�n E uI ICI w iiiFnil.i _ - I.n: R1-1+r:: Kent :..:' �4] Hill 'i iq•r ,. All l,urn.. -� Federal Y. ey— T I,.i „i Il..inrAVni�giNbiMir �'I ._ _ — _..n. I-1i.7..li .� En X...... Wind Results: Wind Speed: 100 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1C and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Sat Oct 24 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 15% probability of exceedance in 50 years (annual exceedance probability = 0.00333, MRI = 300 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.onIine/ Page 1 of 3 Sat Oct 24 2020 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss 1.359 SIDS : 0.906 S, 0.513 So, 0.513 Fa 1 TL 6 Fv 1.5 PGA: 0.553 SMS : 1.359 PGA M : 0.553 S M1 : 0.77 F PGA 1 le 1 Seismic Design Category D 1 4 _— NICER Response Spectrum I 0 Design Response Spectrum n Sa (g) vs T(s) 0-7 0-6 0-5 04 0-3 0-2 ID - 5 6 7 0 Sa (g) vs T(s) Data Accessed: Sat Oct 24 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Sat Oct 24 2020 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, pg : 15 Ib/ft Elevation: 384.0 ft Data Source: ASCE/SEI 7-10, Fig. 7-1. Date Accessed: Sat Oct 24 2020 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site -specific case studies are required to establish ground snow loads at elevations not covered. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. 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