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FSEV2022-0003ADDITIONAL SITES CHRONOLOGY CONTACTS NAME TYPE NAME ADDRESS1 CITY STATE ZIP PHONE FAX EMAIL APPLICANT Jaime Perez 72009 Metroplex Drive Thousand Palms CA 92276 (760)272-8475 jaime@bright.com BILL TO Bright Event Rentasls 72009 Metroplex Drive Thousand Palms CA 92276 (760)272-8475 OWNER BRE ICONIC LQR OWNER LLC 49499 EISENHOWER DR. LA QUINTA CA 92253 (760)272-8475 CONDITIONS Description: 2/25-2/26/2022 - 30m x 30m TENT STRUCTURE Type: FIRE SPECIAL EVENT (WEB)Subtype: Status: FINALED Applied: 2/1/2022 EPRS Parcel No: 658190012 Site Address: 49499 EISENHOWER DR LA QUINTA,CA 92253 Approved: 2/19/2022 KHET Subdivision: TR 28545-3 Block: Lot: 30 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: 2/22/2022 KHET Valuation: $1.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT #CHECK #METHOD PAID BY CLTD BY FIRE SPECIAL EVENT 101-0000-42421 0 $250.00 $250.00 2/19/22 WEB10767 635493832 46 CREDIT Jaime Perez EPRS Printed: Monday, March 06, 2023 2:03:23 PM 1 of 3 Permit Details City of La Quinta PERMIT NUMBER FSEV2022-0003 BOND INFORMATION INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED DATE COMPLETED DATE RESULT REMARKS NOTES FIRE FINAL**KHET 2/22/2022 2/22/2022 APPROVED REVIEWS REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED DATE STATUS REMARKS NOTES 1ST PERMIT TECH (1 DAY) PERMIT TECH BUCKET 2/1/2022 2/2/2022 2/3/2022 COMPLETE 1ST FIRE (2 WK)KOHL HETRICK 2/1/2022 2/10/2022 2/19/2022 APPROVED SEE ATTACHMENTS PARENT PROJECTS DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT #CHECK #METHOD PAID BY CLTD BY FIRE SPECIAL EVENT PC 101-0000-42420 0 $167.00 $167.00 2/19/22 WEB10767 635493832 46 CREDIT Jaime Perez EPRS Total Paid for FIRE FEES: $417.00 $417.00 RECORDS MANAGEMENT FEE 101-0000-42416 0 $11.00 $11.00 2/19/22 WEB10767 635493832 46 CREDIT Jaime Perez EPRS Total Paid for RECORDS MANAGEMENT FEE: $11.00 $11.00 TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 $5.00 2/19/22 WEB10767 635493832 46 CREDIT Jaime Perez EPRS Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 $5.00 TOTALS:$433.00 $433.00 Printed: Monday, March 06, 2023 2:03:23 PM 2 of 3 Permit Details City of La Quinta PERMIT NUMBER FSEV2022-0003 ATTACHMENTS Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED DOC 2/1/2022 Etrakit Public Registration 1ST SUBMITTAL STRUCTURAL CALCULATIONS UT-4887-22 La Quinta Resort 30mx30m Roder Tent_Signed.pdf 1 DOC 2/1/2022 Etrakit Public Registration 1ST SUBMITTAL FLAME CERT Roder Flame Cert 2016.pdf 1 DOC 2/1/2022 Etrakit Public Registration 1ST SUBMITTAL SALON LQ RESORT SALON FLORES V6.PDF 1 DOC 2/7/2022 KOHL HETRICK LQ Special Event Application 30x30.pdf LQ Special Event Application 30x30.pdf 1 DOC 2/19/2022 KOHL HETRICK FSEV2022-0003 - FIRE CONDITIONS OF APPROVAL.pdf FSEV2022-0003 - FIRE CONDITIONS OF APPROVAL.pdf 1 PHOTO 2/1/2022 Etrakit Public Registration 1ST SUBMITTAL AERIAL GoogleEarth_Image.jpg 1 PHOTO 2/1/2022 Etrakit Public Registration 1ST SUBMITTAL AERIAL 2 LQ Overview.jpg 1 PHOTO 2/1/2022 Etrakit Public Registration 1ST SUBMITTAL SITE PLAN LQ RESORT LARGE VIEW.JPG 1 PHOTO 2/3/2022 Etrakit Public Registration LQ Large View V8.JPG 1 Printed: Monday, March 06, 2023 2:03:23 PM 3 of 3 Permit Details City of La Quinta PERMIT NUMBER FSEV2022-0003 3111 Camino Del Rio North, #550 San Diego, CA 92108 619-510-4560 www.horrocks.com STRUCTURAL CALCULATIONS 30M x 30M RODER TENT FOR BRIGHT EVENT RENTALS LA QUINTA RESORT AND CLUB 49-499 EISENHOWER DRIVE LA QUINTA, CA 92253 INSTALL DATE: 02/19/2022 STRIKE DATE: 02/26/2022 SUBJECT: SHEET NO: Disclaimer .................................................................................................................................................... 1 Tent Structural Calculations ................................................................................................................. 2-35 Tent Layout Diagrams ......................................................................................................................... 36-37 Reaction Diagram ...................................................................................................................................... 38 Job No.: UT-4887-22 Designed By: SF Date: January 24, 2022 Checked By: KH Exp. 09/30/22 No. S6381R SEREGST NT OET A CF LA O RF O EDRP EF SS E ANREENGA ON L IIII I JACO B HOF F MANST RUC T U R A L DISCLAIMER THE TENT SYSTEM DESCRIBED IN THE FOLLOWING PAGES RELIES ON THE TENT BASES ON EACH LEG TO BE ANCHORED TO THE GROUND IN SUCH A MANNER AS TO RESIST THE FORCES PROVIDED ON THE LAST PAGE OF THIS CALCULATION PACKAGE. IT IS THE RESPONSIBILITY OF THE INSTALLER TO INSURE THAT THE BASES ARE ANCHORED IN SUCH A WAY THAT THE FORCES ARE RESISTED. IF ANY ANCHORAGE IS SPECIFIED IN THE FOLLOWING PAGES, ALL SPECIFIED ANCHORS SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS. AN ACTUAL PULL TEST ON THE ANCHORAGE SYSTEM SHOULD BE PERFORMED TO VERIFY THE CAPACITY OF THE ANCHORS. THE PULL TEST SHALL BE PERFORMED AT EACH TENT LOCATION BY PULL-TESTING ONE OR MORE STAKES PER TENT TO DETERMINE ALLOWED LOAD PER STAKE. THEN THE PROPER NUMBER OF STAKES SHALL BE DETERMINED BY INSTALLER. IN THE EVENT THAT THIS TENT IS USED DURING THE WINTER MONTHS ADDITIONAL PRECUATIONS MUST BE TAKEN. THE TENT MUST BE HEATED AT ALL TIMES WHILE OCCUPIED. IF THERE IS SNOW ACCUMULATION THE TENT MUST BE EVACUATED AND SNOW MUST BE REMOVED FROM THE TENT STRUCTURE BEFORE REOCCUPYING THE SPACE. THE TENT IS A TEMPORARY STRUCTURE AND WILL STAND FOR A MAXIMUM PERIOD OF 179 DAYS. 1 Governing Building Code(s): 2019 CBC Occupancy Category= II Roof Dead= 2 psf Roof Utility (Live)= 2 psf Snow= 0 psf Overall Tent Size= 98.43' x 98.43' Tent Classification= 98.43‘ x Roder Tent Tent Width= 98.43 ft Tent Length= 98.43 ft Max. Bay Width= 16.40 ft Column Height= 13.12 ft Peak Frame Height= 28.71 ft Average Roof Height = 20.92 ft Elevation Above Sea Level, zg =271 ft q=17.57 ° Roof Type= Gable Wind Speed (V)= 97 mph Exposure Category= C Partially Enclosed Building: Kzt=1 Ke=0.99 Kz=0.85 Kh=0.9 G= 1.00 Kd=0.85 -GCpi=-0.55 GCpi=0.55 qh=8.51 psf (EQ 26.10-1) qz=8.04 psf (EQ 26.10-1) Wind Reduction Factor= 0.683 Windward Wall Pnet= 11.11 psf Windward wall, Cp= 0.80 Leeward Wall Pnet= 0.43 psf Windward roof, Cp= -0.50 Windward Roof Pnet= 4.68 psf leeward roof,Cp= -0.50 Leeward Roof Pnet= 0.43 psf leeward wall, Cp= -0.50 θ<10° and parallel to ridge Windward roof, Pnet= 3.15 psf θ<10° and parallel to ridge Windward roof, Cp= -0.90 θ<10° and parallel to ridge roof, Pnet= 3.15 psf θ<10° and parallel to ridge roof, Cp= -0.30 Windward Wall Pnet= 2.01 psf Windward wall, Cp= 0.80 Leeward Wall Pnet= -8.68 psf Windward roof, Cp= 0.00 Windward Roof Pnet= -8.68 psf leeward roof,CN= -0.50 Leeward Roof Pnet= -8.68 psf Leeward wall, Cp= -0.50 θ<10° and parallel to ridge Windward roof, Pnet= -12.08 psf θ<10° and parallel to ridge Windward roof, Cp= -0.18 θ<10° and parallel to ridge roof, Pnet= -6.98 psf θ<10° and parallel to ridge roof, Cp= -0.18 Case 1 (Figure 27.4-1) Case 2 (Figure 27.4-1) Design Critera Worse Cases for Net Wind Pressure Condition 2 Condition 3 2 3111 Camino Del Rio North, #550 San Diego, CA 92108 619-510-4560 www.horrocks.com 3 Frame Span= 98.43 ft Max. Bay Width= 16.40 ft Column Height= 13.12 ft Peak Frame Height= 28.71 ft Tent Length= 98.43 ft No. of Braced Bay= 2 Wall Trib. Area= 1291.74 ft2 Gable Roof Trib. Area= 767.01 ft2 Roof Dead= 2 psf Roof Utility (Live)= 2 psf Snow= 0 psf Longitudinal Wind (C1) q=17.57 ° Windward Wall Force= 14354.73 lbs DeadTotal=3229.33 lbs Leeward Wall Force= -549.76 lbs LiveTotal=3229.33 lbs Gable Roof Windward Force (Horizontal)= 8523.61 lbs Gable Roof Leeward Force (Horizontal)= 326.44 lbs Windward Wall Pnet= 11.11 psf Leeward Wall Pnet= 0.43 psf Horizontal V= 22655.02 lbs Windward Roof Pnet=4.68 psf Vertical V= 0.00 lbs Leeward Roof Pnet=0.43 psf Vertical (+ = Down, - = Up) θ<10° and parallel to ridge Windward roof, Pnet= 3.15 psf θ<10° and parallel to ridge roof, Pnet= 3.15 psf Longitudinal Shear (C1) Governing Load Combination = D+.6W VTotal=13593 lbs V= 3398 lbs per column Windward Wall Pnet= 2.01 psf Governing Load Combination = Leeward Wall Pnet= -8.68 psf Puplift =0 lbs per column Windward Roof Pnet=-8.68 psf Longitudinal Wind (C2) Leeward Roof Pnet=-8.68 psf θ<10° and parallel to ridge Windward roof, Pnet= -12.08 psf Windward Wall Force= 2596.07 lbs θ<10° and parallel to ridge roof, Pnet= -6.98 psf Leeward Wall Force= 11208.90 lbs Gable Roof Windward Force= 1541.50 lbs {+= Pressure on tent (down), - = Pressure away from tent (up)} Gable Roof Leeward Force= 6655.67 lbs Horizontal V= 22002.15 lbs Vertical V= 0.00 lbs Longitudinal Shear (C2) Governing Load Combination= D+.6W VTotal=13201 lbs V= 3300 lbs per column Governing Load Combination = Puplift =0 lbs per column Loads - Condition 1 Vertical (+ = Down, - = Up) Loads - Condition 2 Partially Enclosed Building-Longitudinal Vertical Loads 4 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Description :30m x (Condition 2) Joints... Joint CoordinatesJoint Joint X Yftft deg FLabelX Translational Restraint Y Translational Restraint Z Rotational Restraint Temp 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 8.802 Fixed 0 3 0.0 13.123 Fixed 0 4 8.792 15.906 Fixed 0 5 16.404 18.323 Fixed 0 6 32.808 23.510 Fixed 0 7 41.011 26.115 Fixed 0 8 49.213 28.708 Fixed 0 9 57.415 26.115 Fixed 0 10 65.617 23.510 Fixed 0 11 82.021 18.323 Fixed 0 12 90.813 15.906 Fixed 0 13 98.425 13.123 Fixed 0 14 98.425 8.802 Fixed 0 15 98.425 0.0 Fixed Fixed Fixed 0 .Members... (rotation) Member Property LabelLabel LengthEndpoint Joints (rotation) Releases Specify Connectivity of Member Ends to Joints I Joint J Joint x y zyxzft J End Member I End Brace 1 150/120/3 2 4 11.303 Fixed Fixed Fixed Fixed Fixed Fixed Brace 2 150/120/3 7 9 16.404 Fixed Fixed Fixed Fixed Fixed Fixed Brace 3 150/120/3 12 14 10.412 Fixed Fixed Fixed Fixed Fixed Fixed Column A 250/120/4 1 2 8.802 Fixed Fixed Fixed Fixed Fixed Fixed Column B 250/120/4 2 3 4.321 Fixed Fixed Fixed Fixed Fixed Fixed Column C 250/120/4 13 14 4.321 Fixed Fixed Fixed Fixed Fixed Fixed Column D 250/120/4 14 15 8.802 Fixed Fixed Fixed Fixed Fixed Fixed Rafter a 250/120/4 3 4 9.222 Fixed Fixed Fixed Fixed Fixed Fixed Rafter b 250/120/4 4 5 7.987 Fixed Fixed Fixed Fixed Fixed Fixed Rafter c 250/120/4 5 6 17.205 Fixed Fixed Fixed Fixed Fixed Fixed Rafter d 250/120/4 6 7 8.607 Fixed Fixed Fixed Fixed Fixed Fixed Rafter e 250/120/4 7 8 8.602 Fixed Fixed Fixed Fixed Fixed Fixed Rafter f 250/120/4 8 9 8.602 Fixed Fixed Fixed Fixed Fixed Fixed Rafter g 250/120/4 9 10 8.606 Fixed Fixed Fixed Fixed Fixed Fixed Rafter h 250/120/4 10 11 17.205 Fixed Fixed Fixed Fixed Fixed Fixed Rafter i 250/120/4 11 12 9.118 Fixed Fixed Fixed Fixed Fixed Fixed Rafter j 250/120/4 12 13 8.105 Fixed Fixed Fixed Fixed Fixed Fixed .Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : z Lu : y K : z K : y Cm Cbft Brace 1 11.303 11.303 1.00 1.00 1.000 1.000 Brace 2 16.404 16.404 1.00 1.00 1.000 1.000 Brace 3 10.412 10.412 1.00 1.00 1.000 1.000 Column A 8.802 8.802 1.00 1.00 1.000 1.000 Column B 4.321 4.321 1.00 1.00 1.000 1.000 Column C 4.321 4.321 1.00 1.00 1.000 1.000 Column D 8.802 8.802 1.00 1.00 1.000 1.000 Rafter a 9.222 9.222 1.00 1.00 1.000 1.000 Rafter b 7.987 7.987 1.00 1.00 1.000 1.000 Rafter c 17.205 17.205 1.00 1.00 1.000 1.000 Rafter d 8.607 8.607 1.00 1.00 1.000 1.000 Rafter e 8.602 8.602 1.00 1.00 1.000 1.000 Rafter f 8.602 8.602 1.00 1.00 1.000 1.000 Rafter g 8.606 8.606 1.00 1.00 1.000 1.000 Rafter h 17.205 17.205 1.00 1.00 1.000 1.000 Rafter i 9.118 9.118 1.00 1.00 1.000 1.000 Rafter j 8.105 8.105 1.00 1.00 1.000 1.000 . 5 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Materials... Member Youngs Density Thermal Yield Label in/degrksikcf ksi Aluminum 10,100.00 0.173 0.000013 35.00 Steel 29,000.00 0.490 0.000007 50.00 .Member Sections... Prop Label Group Tag Material Area IxxDepth IyyWidth 150/120/3 Aluminum in^2 in^43.012 5.90 4.720 15.630 10.40inin in^4Braces 250/120/4 Aluminum in^2 in^46.829 9.843 4.724 93.784 32.430inin in^4Main Members ...Member Distributed Loads.... Load MagnitudeMemberLoad Dead Roof Live Live Snow Seismic Wind Earthft Load Extents DirectionLabel Start End Column D 0.0 8.802 0.010 k/ftEnd Mag : Global X 0.010Start Mag :k/ft Column C 0.0 4.321 0.010 k/ftEnd Mag : Global X 0.010Start Mag :k/ft Column B 0.0 4.321 0.180 k/ftEnd Mag : Global X 0.180Start Mag :k/ft Rafter a 0.0 9.222 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter a 0.0 9.222 -0.050 k/ftEnd Mag : Local y -0.050Start Mag :k/ft Rafter b 0.0 7.987 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter b 0.0 7.987 -0.050 k/ftEnd Mag : Local y -0.050Start Mag :k/ft Rafter c 0.0 17.205 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter c 0.0 17.205 -0.050 k/ftEnd Mag : Local y -0.050Start Mag :k/ft Rafter d 0.0 8.607 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter d 0.0 8.607 -0.050 k/ftEnd Mag : Local y -0.050Start Mag :k/ft Rafter e 0.0 8.602 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter e 0.0 8.602 -0.050 k/ftEnd Mag : Local y -0.050Start Mag :k/ft Rafter f 0.0 8.602 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter f 0.0 8.602 -0.0050 k/ftEnd Mag : Local y -0.0050Start Mag :k/ft Rafter g 0.0 8.606 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter g 0.0 8.606 -0.0050 k/ftEnd Mag : Local y -0.0050Start Mag :k/ft Rafter h 0.0 17.205 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter h 0.0 17.205 -0.0050 k/ftEnd Mag : Local y -0.0050Start Mag :k/ft Rafter i 0.0 9.118 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter i 0.0 9.118 -0.0050 k/ftEnd Mag : Local y -0.0050Start Mag :k/ft Rafter j 0.0 8.105 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter j 0.0 8.105 -0.0050 k/ftEnd Mag : Local y -0.0050Start Mag :k/ft Column A 0.0 8.802 0.180 k/ftEnd Mag : Global X 0.180Start Mag :k/ft . 6 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Stress/Strength Load Combinations ASCE 7-16 Load Combination Factors Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth Load Combination Description Cd 0.2*Sds* +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +D+0.70E+0.60H 0.9 1.0 0.70 0.60 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.9 0.60 0.70 1.0 ..Reaction Load Combinations ASCE 7-16 Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth Load Combination Description +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 .. 7 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Deflection Load Combinations ASCE 7-16 Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth Load Combination Description +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 ...Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Label Joint Displacements in in RadiansYXZ 1 0.0 0.0 0.0 +0.60D+0.60W +0.60D +D+LrMax 1 0.0 0.0 0.0 +D+Lr +D+0.750Lr+0.450W +0.60D+0.60WMin 2 -0.03575 -0.001577 0.0 +0.60D+0.60W +0.60D +D+LrMax 2 -0.2581 -0.005894 0.0 +D+Lr +D+0.750Lr+0.450W +0.60D+0.60WMin 3 -0.02471 -0.001737 0.0 +0.60D+0.60W +0.60D +0.60DMax 3 -0.2484 -0.006533 0.0 +D+Lr +D+0.750Lr+0.450W +D+0.750Lr+0.450WMin 4 -0.006994 -0.02295 0.0 +0.60D+0.60W +0.60D +0.60DMax 4 -0.2249 -0.09245 0.0 +D+Lr +D+0.750Lr+0.450W +D+0.750Lr+0.450WMin 5 0.01452 -0.06072 0.0 +0.60D+0.60W +0.60D +0.60DMax 5 -0.1895 -0.2313 0.0 +D+Lr +D+0.750Lr+0.450W +D+0.750Lr+0.450WMin 6 0.1068 -0.2606 0.0 +D+0.60W +0.60D +0.60D+0.60WMax 6 0.003607 -0.8904 0.0 +0.60D +D+0.750Lr+0.450W +D+LrMin 7 0.09758 -0.2632 0.0 +D+0.60W +0.60D +0.60D+0.60WMax 7 0.003212 -0.8810 0.0 +0.60D +D+0.750Lr+0.450W +D+LrMin 8 0.08627 -0.2617 0.0 +D+0.60W +0.60D +0.60D+0.60WMax 8 0.002151 -0.8723 0.0 +0.60D +D+Lr +D+LrMin 9 0.08940 -0.2646 0.0 +D+0.60W +0.60D +0.60D+0.60WMax 9 0.000675 -0.8819 0.0 +0.60D +D+Lr +D+LrMin 10 0.08858 -0.2633 0.0 +0.60D+0.60W +0.60D +D+0.750Lr+0.450WMax 10 -0.000517 -0.8777 0.0 +D+Lr +D+Lr +0.60DMin 8 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Label Joint Displacements in in RadiansYXZ 11 0.2488 -0.07459 0.0 +D+0.750Lr+0.450W +0.60D +D+LrMax 11 0.05680 -0.2486 0.0 +0.60D +D+Lr +0.60DMin 12 0.2957 -0.008140 0.0 +D+0.750Lr+0.450W +0.60D+0.60W +D+LrMax 12 0.07184 -0.04788 0.0 +0.60D +D+Lr +0.60DMin 13 0.3068 -0.001726 0.0 +D+0.750Lr+0.450W +0.60D +D+LrMax 13 0.07649 -0.005755 0.0 +0.60D +D+Lr +0.60D+0.60WMin 14 0.3046 -0.001554 0.0 +D+0.750Lr+0.450W +0.60D +0.60DMax 14 0.07742 -0.005179 0.0 +0.60D +D+Lr +D+0.750Lr+0.450WMin 15 0.0 0.0 0.0 +D+0.750Lr+0.450W +0.60D +0.60DMax 15 0.0 0.0 0.0 +0.60D +D+Lr +D+0.750Lr+0.450WMin .Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Label Joint Reactions k k k-ftYXZ 1 2.489 3.849 -0.8204 +D+Lr +D+0.750Lr+0.450W +0.60D+0.60WMax -0.1305 1.030 -10.955 +0.60D+0.60W +0.60D +D+LrMin 2 0.1545 +0.60D+0.60WMax -8.921 +D+LrMin 3 6.492 +D+0.750Lr+0.450WMax 1.510 +0.60DMin 4 11.203 +D+0.750Lr+0.450WMax 2.951 +0.60DMin 5 16.583 +D+0.750Lr+0.450WMax 4.707 +0.60DMin 6 6.928 +D+LrMax 1.616 +0.60D+0.60WMin 7 0.1034 +D+LrMax -2.499 +0.60D+0.60WMin 8 0.2070 +D+LrMax -2.378 +0.60D+0.60WMin 9 BEARING 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Label Joint Reactions k k k-ftYXZ 9 0.3382 +D+LrMax -1.215 +0.60D+0.60WMin 10 -1.884 +0.60DMax -6.365 +D+0.750Lr+0.450WMin 11 -4.978 +0.60DMax -16.595 +D+LrMin 12 -3.226 +0.60DMax -10.754 +D+LrMin 13 0.5713 +0.60D+0.60WMax -3.128 +D+LrMin 14 13.144 +D+0.750Lr+0.450WMax 3.057 +0.60DMin 15 -0.7467 3.382 12.959 +0.60D +D+Lr +D+0.750Lr+0.450WMax -2.958 1.014 3.286 +D+0.750Lr+0.450W +0.60D +0.60DMin .Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label Member " J " End ForcesMember " I " End Forces Momentk-ftkkkk-ft kAxial ShearShearAxialMoment Brace 1 4.682 0.07167 0.4050 -1.279 -0.01736 0.4050 +D+0.750Lr+0.450W +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60D +0.60D +D+0.750Lr+0.450WMax Brace 1 1.279 0.01736 0.09811 -4.682 -0.07167 0.09811 +0.60D +0.60D +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60DMin Brace 2 1.601 0.001104 0.009058 -0.3921 0.01181 0.009058 +D+0.750Lr+0.450W +D+Lr +D+Lr +0.60D +0.60D+0.60W +D+LrMax Brace 2 0.3921 -0.01181 -0.09683 -1.601 -0.001104 -0.09683 +0.60D +0.60D+0.60W +0.60D+0.60W +D+0.750Lr+0.450W +D+Lr +0.60D+0.60WMin Brace 3 3.788 -0.001290 -0.006714 -1.136 0.04263 -0.006714 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D +D+Lr +0.60D+0.60WMax Brace 3 1.136 -0.04263 -0.2219 -3.788 0.001290 -0.2219 +0.60D +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMin Column A 3.849 0.1305 -0.8204 -1.030 2.489 -2.215 +D+0.750Lr+0.450W +0.60D+0.60W +0.60D+0.60W +0.60D +D+Lr +0.60D+0.60WMax Column A 1.030 -2.489 -10.955 -3.849 0.7467 -10.955 +0.60D +D+Lr +D+Lr +D+0.750Lr+0.450W +0.60D +D+LrMin Column B 0.8506 1.364 2.694 -0.2129 -0.2370 2.442 +D+0.750Lr+0.450W +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60D +0.60D +D+0.750Lr+0.450WMax Column B 0.2129 0.2370 0.5119 -0.8506 -1.014 0.5119 +0.60D +0.60D +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60DMin Column C 0.7662 0.4421 0.9739 -0.2299 0.2508 0.9925 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D +D+Lr +0.60D+0.60WMax Column C 0.2299 -0.2508 -0.5419 -0.7662 -0.4680 -0.5419 +0.60D +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMin 10 TRANSVERSE 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label Member " J " End ForcesMember " I " End Forces Momentk-ftkkkk-ft kAxial ShearShearAxialMoment Column D 3.382 2.918 12.901 -1.014 -0.7467 12.959 +D+Lr +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60D +0.60D +D+0.750Lr+0.450WMax Column D 1.014 0.7467 3.286 -3.382 -2.958 3.286 +0.60D +0.60D +0.60D +D+Lr +D+0.750Lr+0.450W +0.60DMin Rafter a -0.1617 1.117 4.050 0.8703 -0.1004 2.951 +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60D +D+0.750Lr+0.450WMax Rafter a -0.7096 0.2744 0.9979 0.2168 -0.4016 0.7303 +D+0.750Lr+0.450W +0.60D +0.60D +0.60D +D+0.750Lr+0.450W +0.60DMin Rafter b 3.465 2.172 7.847 -0.9203 -0.4310 7.023 +D+0.750Lr+0.450W +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60D +0.60D +D+0.750Lr+0.450WMax Rafter b 0.9682 0.5817 2.122 -3.326 -1.552 1.922 +0.60D +0.60D +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60DMin Rafter c 3.324 1.556 9.561 -0.8171 0.01420 6.181 +D+0.750Lr+0.450W +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60D +0.60D+0.60W +D+LrMax Rafter c 0.9198 0.4321 2.786 -3.024 -0.3576 1.854 +0.60D +0.60D +0.60D +D+0.750Lr+0.450W +D+Lr +0.60DMin Rafter d 3.025 0.3542 0.7477 -0.7657 0.4743 -0.008661 +D+0.750Lr+0.450W +D+Lr +D+Lr +0.60D +D+0.60W +0.60DMax Rafter d 0.8172 -0.01627 -0.6734 -2.874 0.05615 -1.283 +0.60D +0.60D+0.60W +0.60D+0.60W +D+0.750Lr+0.450W +0.60D +D+0.60WMin Rafter e 1.351 0.2091 0.1232 -0.3404 0.6225 -0.1959 +D+0.750Lr+0.450W +D+Lr +D+Lr +0.60D +D+0.750Lr+0.450W +0.60DMax Rafter e 0.3917 -0.1216 -1.126 -1.201 0.09967 -1.859 +0.60D +0.60D+0.60W +0.60D+0.60W +D+0.750Lr+0.450W +0.60D +D+0.60WMin Rafter f 1.341 0.3804 0.8599 -0.3872 0.3120 0.08377 +D+0.750Lr+0.450W +D+Lr +D+Lr +0.60D +D+0.750Lr+0.450W +D+LrMax Rafter f 0.3358 -0.08827 -0.6495 -1.490 0.04829 -0.9193 +0.60D +0.60D+0.60W +0.60D+0.60W +D+0.750Lr+0.450W +0.60D +0.60D+0.60WMin Rafter g 3.019 0.2375 0.2454 -0.8124 0.3262 -0.1593 +D+0.750Lr+0.450W +D+Lr +D+Lr +0.60D +D+0.750Lr+0.450W +0.60DMax Rafter g 0.7609 0.01664 -0.1984 -3.169 0.09116 -0.6964 +0.60D +0.60D+0.60W +0.60D+0.60W +D+0.750Lr+0.450W +0.60D +D+0.750Lr+0.450WMin Rafter h 3.169 -0.09219 -1.724 -0.9150 1.390 -2.656 +D+0.750Lr+0.450W +0.60D +0.60D +0.60D +D+Lr +0.60DMax Rafter h 0.8123 -0.3302 -5.748 -3.469 0.4170 -8.853 +0.60D +D+0.750Lr+0.450W +D+Lr +D+0.750Lr+0.450W +0.60D +D+LrMin Rafter i 3.416 -0.4514 -2.323 -0.9464 2.085 -2.587 +D+0.750Lr+0.450W +0.60D +0.60D +0.60D +D+Lr +0.60DMax Rafter i 0.8985 -1.505 -7.742 -3.556 0.6255 -8.624 +0.60D +D+Lr +D+Lr +D+0.750Lr+0.450W +0.60D +D+LrMin Rafter j 0.4733 0.01734 -0.1661 -0.008255 0.8057 -0.4026 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +0.60D +D+Lr +0.60D+0.60WMax Rafter j -0.1562 -0.3033 -1.908 -0.5339 0.1577 -2.587 +D+Lr +D+Lr +D+Lr +D+0.60W +0.60D+0.60W +D+LrMin .Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label ShearDist from "I" Joint Dist from "I" JointDist from "I" JointAxial Moment Brace 1 -1.279 0.0 0.0 ftft0.00.4050 0.07167kft +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450WMax kk-ft Brace 1 -4.682 0.0 11.303 ftft0.0-0.4050 0.01736kft +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60DMin kk-ft Brace 2 -0.3921 0.0 16.404 ftft0.00.09683 0.001104kft +0.60D +0.60D+0.60W +D+LrMax kk-ft Brace 2 -1.601 0.0 0.0 ftft0.0-0.09683 -0.01181kft +D+0.750Lr+0.450W +0.60D+0.60W +0.60D+0.60WMin kk-ft 11 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label ShearDist from "I" Joint Dist from "I" JointDist from "I" JointAxial Moment Brace 3 -1.136 0.0 10.412 ftft0.00.2219 -0.001290kft +0.60D +D+Lr +0.60D+0.60WMax kk-ft Brace 3 -3.788 0.0 0.0 ftft0.0-0.2219 -0.04263kft +D+Lr +D+Lr +D+LrMin kk-ft Column A -1.030 0.0 8.802 ftft0.010.955 0.1305kft +0.60D +D+Lr +0.60D+0.60WMax kk-ft Column A -3.849 0.0 0.0 ftft0.0-10.955 -2.489kft +D+0.750Lr+0.450W +D+Lr +D+LrMin kk-ft Column B -0.2129 0.0 0.0 ftft0.02.694 1.364kft +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450WMax kk-ft Column B -0.8506 0.0 4.321 ftft0.0-2.442 0.2370kft +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60DMin kk-ft Column C -0.2299 0.0 0.0 ftft4.3210.9739 0.4680kft +0.60D +0.60D+0.60W +0.60D+0.60WMax kk-ft Column C -0.7662 0.0 4.321 ftft0.0-0.9925 -0.2508kft +D+Lr +0.60D+0.60W +D+LrMin kk-ft Column D -1.014 0.0 0.0 ftft8.80212.901 2.958kft +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450WMax kk-ft Column D -3.382 0.0 8.802 ftft0.0-12.959 0.7467kft +D+Lr +D+0.750Lr+0.450W +0.60DMin kk-ft Rafter a 0.8703 9.222 0.0 ftft0.04.050 1.117kft +D+0.750Lr+0.450W +D+0.750Lr+0.450W +D+0.750Lr+0.450WMax kk-ft Rafter a 0.1617 0.0 9.222 ftft9.222-2.951 0.1004kft +0.60D +D+0.750Lr+0.450W +0.60DMin kk-ft Rafter b -0.9203 7.987 0.0 ftft0.07.847 2.172kft +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450WMax kk-ft Rafter b -3.465 0.0 7.987 ftft7.987-7.023 0.4310kft +D+0.750Lr+0.450W +D+0.750Lr+0.450W +0.60DMin kk-ft Rafter c -0.8171 17.205 0.0 ftft0.09.561 1.556kft +0.60D +D+0.750Lr+0.450W +D+0.750Lr+0.450WMax kk-ft Rafter c -3.324 0.0 17.205 ftft17.205-6.181 -0.01420kft +D+0.750Lr+0.450W +D+Lr +0.60D+0.60WMin kk-ft Rafter d -0.7657 8.607 8.607 ftft0.01.283 0.3542kft +0.60D +D+0.60W +D+LrMax kk-ft Rafter d -3.025 0.0 0.0 ftft8.607-0.6734 -0.4743kft +D+0.750Lr+0.450W +0.60D+0.60W +D+0.60WMin kk-ft Rafter e -0.3404 8.602 8.602 ftft0.01.859 0.2091kft +0.60D +D+0.60W +D+LrMax kk-ft Rafter e -1.351 0.0 0.0 ftft8.602-1.126 -0.6225kft +D+0.750Lr+0.450W +0.60D+0.60W +D+0.750Lr+0.450WMin kk-ft Rafter f -0.3358 0.0 8.602 ftft0.00.9193 0.3804kft +0.60D +0.60D+0.60W +D+LrMax kk-ft Rafter f -1.490 8.602 0.0 ftft8.602-0.6495 -0.3120kft +D+0.750Lr+0.450W +0.60D+0.60W +D+0.750Lr+0.450WMin kk-ft Rafter g -0.7609 0.0 8.606 ftft0.00.6964 0.2375kft +0.60D +D+0.750Lr+0.450W +D+LrMax kk-ft Rafter g -3.169 8.606 2.986 ftft8.606-0.2320 -0.3262kft +D+0.750Lr+0.450W +D+0.750Lr+0.450W +D+0.750Lr+0.450WMin kk-ft Rafter h -0.8123 0.0 17.205 ftft0.08.853 -0.09219kft +0.60D +D+Lr +0.60DMax kk-ft Rafter h -3.469 17.205 0.0 ftft17.205-5.748 -1.390kft +D+0.750Lr+0.450W +D+Lr +D+LrMin kk-ft Rafter i -0.8985 0.0 9.118 ftft0.08.624 -0.4514kft +0.60D +D+Lr +0.60DMax kk-ft Rafter i -3.556 9.118 0.0 ftft9.118-7.742 -2.085kft +D+0.750Lr+0.450W +D+Lr +D+LrMin kk-ft 12 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label ShearDist from "I" Joint Dist from "I" JointDist from "I" JointAxial Moment Rafter j 0.1562 0.0 8.105 ftft0.02.587 0.01734kft +D+Lr +D+Lr +0.60D+0.60WMax kk-ft Rafter j -0.5339 8.105 0.0 ftft8.105-1.908 -0.8057kft +D+0.60W +D+Lr +D+LrMin kk-ft . Member Stress Checks per AISC 360-16 & NDS 2018Member Stress Checks... Section Label Label Load Combination Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Ratio Status Dist (ft)Load Combination Ratio StatusMaterial Dist (ft) Brace 1 +D+0.750Lr+0.450W 0.157 PASS 0.00 +D+0.750Lr+0.450W 0.005 PASS 0.00SteelBraces Brace 2 +D+0.750Lr+0.450W 0.068 PASS 16.40 +0.60D+0.60W 0.001 PASS 0.00SteelBraces Brace 3 +D+Lr 0.104 PASS 10.41 +D+Lr 0.003 PASS 0.00SteelBraces Column A +D+Lr 0.583 PASS 8.80 +D+Lr 0.110 PASS 0.00SteelMain Members Column B +D+0.750Lr+0.450W 0.142 PASS 0.00 +D+0.750Lr+0.450W 0.060 PASS 0.00SteelMain Members Column C +0.60D+0.60W 0.053 PASS 4.32 +0.60D+0.60W 0.021 PASS 4.32SteelMain Members Column D +D+0.750Lr+0.450W 0.685 PASS 8.80 +D+0.750Lr+0.450W 0.131 PASS 8.80SteelMain Members Rafter a +D+0.750Lr+0.450W 0.210 PASS 0.00 +D+0.750Lr+0.450W 0.049 PASS 0.00SteelMain Members Rafter b +D+0.750Lr+0.450W 0.423 PASS 0.00 +D+0.750Lr+0.450W 0.096 PASS 0.00SteelMain Members Rafter c +D+0.750Lr+0.450W 0.536 PASS 0.00 +D+0.750Lr+0.450W 0.069 PASS 0.00SteelMain Members Rafter d +D+0.60W 0.079 PASS 8.61 +D+0.60W 0.021 PASS 8.61SteelMain Members Rafter e +D+0.60W 0.101 PASS 8.60 +D+0.750Lr+0.450W 0.028 PASS 8.60SteelMain Members Rafter f +D+0.60W 0.053 PASS 8.60 +D+Lr 0.017 PASS 0.00SteelMain Members Rafter g +D+0.750Lr+0.450W 0.055 PASS 8.61 +D+0.750Lr+0.450W 0.014 PASS 8.61SteelMain Members Rafter h +D+Lr 0.496 PASS 17.20 +D+Lr 0.061 PASS 17.20SteelMain Members Rafter i +D+Lr 0.462 PASS 9.12 +D+Lr 0.092 PASS 9.12SteelMain Members Rafter j +D+Lr 0.133 PASS 8.10 +D+Lr 0.036 PASS 8.10SteelMain Members . 13 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 14 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Description :30m x (Condition 3) Joints... Joint CoordinatesJoint Joint X Yftft deg FLabelX Translational Restraint Y Translational Restraint Z Rotational Restraint Temp 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 8.802 Fixed 0 3 0.0 13.123 Fixed 0 4 8.792 15.906 Fixed 0 5 16.404 18.323 Fixed 0 6 32.808 23.510 Fixed 0 7 41.011 26.115 Fixed 0 8 49.213 28.708 Fixed 0 9 57.415 26.115 Fixed 0 10 65.617 23.510 Fixed 0 11 82.021 18.323 Fixed 0 12 90.813 15.906 Fixed 0 13 98.425 13.123 Fixed 0 14 98.425 8.802 Fixed 0 15 98.425 0.0 Fixed Fixed Fixed 0 .Members... (rotation) Member Property LabelLabel LengthEndpoint Joints (rotation) Releases Specify Connectivity of Member Ends to Joints I Joint J Joint x y zyxzft J End Member I End Brace 1 150/120/3 2 4 11.303 Fixed Fixed Fixed Fixed Fixed Fixed Brace 2 150/120/3 7 9 16.404 Fixed Fixed Fixed Fixed Fixed Fixed Brace 3 150/120/3 12 14 10.412 Fixed Fixed Fixed Fixed Fixed Fixed Column A 250/120/4 1 2 8.802 Fixed Fixed Fixed Fixed Fixed Fixed Column B 250/120/4 2 3 4.321 Fixed Fixed Fixed Fixed Fixed Fixed Column C 250/120/4 13 14 4.321 Fixed Fixed Fixed Fixed Fixed Fixed Column D 250/120/4 14 15 8.802 Fixed Fixed Fixed Fixed Fixed Fixed Rafter a 250/120/4 3 4 9.222 Fixed Fixed Fixed Fixed Fixed Fixed Rafter b 250/120/4 4 5 7.987 Fixed Fixed Fixed Fixed Fixed Fixed Rafter c 250/120/4 5 6 17.205 Fixed Fixed Fixed Fixed Fixed Fixed Rafter d 250/120/4 6 7 8.607 Fixed Fixed Fixed Fixed Fixed Fixed Rafter e 250/120/4 7 8 8.602 Fixed Fixed Fixed Fixed Fixed Fixed Rafter f 250/120/4 8 9 8.602 Fixed Fixed Fixed Fixed Fixed Fixed Rafter g 250/120/4 9 10 8.606 Fixed Fixed Fixed Fixed Fixed Fixed Rafter h 250/120/4 10 11 17.205 Fixed Fixed Fixed Fixed Fixed Fixed Rafter i 250/120/4 11 12 9.118 Fixed Fixed Fixed Fixed Fixed Fixed Rafter j 250/120/4 12 13 8.105 Fixed Fixed Fixed Fixed Fixed Fixed .Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : z Lu : y K : z K : y Cm Cbft Brace 1 11.303 11.303 1.00 1.00 1.000 1.000 Brace 2 16.404 16.404 1.00 1.00 1.000 1.000 Brace 3 10.412 10.412 1.00 1.00 1.000 1.000 Column A 8.802 8.802 1.00 1.00 1.000 1.000 Column B 4.321 4.321 1.00 1.00 1.000 1.000 Column C 4.321 4.321 1.00 1.00 1.000 1.000 Column D 8.802 8.802 1.00 1.00 1.000 1.000 Rafter a 9.222 9.222 1.00 1.00 1.000 1.000 Rafter b 7.987 7.987 1.00 1.00 1.000 1.000 Rafter c 17.205 17.205 1.00 1.00 1.000 1.000 Rafter d 8.607 8.607 1.00 1.00 1.000 1.000 Rafter e 8.602 8.602 1.00 1.00 1.000 1.000 Rafter f 8.602 8.602 1.00 1.00 1.000 1.000 Rafter g 8.606 8.606 1.00 1.00 1.000 1.000 Rafter h 17.205 17.205 1.00 1.00 1.000 1.000 Rafter i 9.118 9.118 1.00 1.00 1.000 1.000 Rafter j 8.105 8.105 1.00 1.00 1.000 1.000 . 15 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Materials... Member Youngs Density Thermal Yield Label in/degrksikcf ksi Aluminum 10,100.00 0.173 0.000013 35.00 Steel 29,000.00 0.490 0.000007 50.00 .Member Sections... Prop Label Group Tag Material Area IxxDepth IyyWidth 150/120/3 Aluminum in^2 in^43.012 5.90 4.720 15.630 10.40inin in^4Braces 250/120/4 Aluminum in^2 in^46.829 9.843 4.724 93.784 32.430inin in^4Main Members ...Member Distributed Loads.... Load MagnitudeMemberLoad Dead Roof Live Live Snow Seismic Wind Earthft Load Extents DirectionLabel Start End Column A 0.0 8.802 0.030 k/ftEnd Mag : Global X 0.030Start Mag :k/ft Column B 0.0 4.321 0.030 k/ftEnd Mag : Global X 0.030Start Mag :k/ft Column C 0.0 4.321 -0.140 k/ftEnd Mag : Global X -0.140Start Mag :k/ft Column D 0.0 8.802 -0.140 k/ftEnd Mag : Global X -0.140Start Mag :k/ft Rafter a 0.0 9.222 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter a 0.0 9.222 0.10 k/ftEnd Mag : Local y 0.10Start Mag :k/ft Rafter b 0.0 7.987 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter b 0.0 7.987 0.10 k/ftEnd Mag : Local y 0.10Start Mag :k/ft Rafter c 0.0 17.205 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter c 0.0 17.205 0.10 k/ftEnd Mag : Local y 0.10Start Mag :k/ft Rafter d 0.0 8.607 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter d 0.0 8.607 0.10 k/ftEnd Mag : Local y 0.10Start Mag :k/ft Rafter e 0.0 8.602 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter e 0.0 8.602 0.10 k/ftEnd Mag : Local y 0.10Start Mag :k/ft Rafter f 0.0 8.602 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter f 0.0 8.602 0.0990 k/ftEnd Mag : Local y 0.0990Start Mag :k/ft Rafter g 0.0 8.606 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter g 0.0 8.606 0.0990 k/ftEnd Mag : Local y 0.0990Start Mag :k/ft Rafter h 0.0 17.205 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter h 0.0 17.205 0.0990 k/ftEnd Mag : Local y 0.0990Start Mag :k/ft Rafter i 0.0 9.118 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter i 0.0 9.118 0.0990 k/ftEnd Mag : Local y 0.0990Start Mag :k/ft Rafter j 0.0 8.105 -0.0330 -0.0330 k/ftEnd Mag : Global Y -0.0330 -0.0330Start Mag :k/ft Rafter j 0.0 8.105 0.0990 k/ftEnd Mag : Local y 0.0990Start Mag :k/ft . 16 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Stress/Strength Load Combinations ASCE 7-16 Load Combination Factors Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth Load Combination Description Cd 0.2*Sds* +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +D+0.70E+0.60H 0.9 1.0 0.70 0.60 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.9 0.60 0.70 1.0 ..Reaction Load Combinations ASCE 7-16 Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth Load Combination Description +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 .. 17 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Deflection Load Combinations ASCE 7-16 Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth Load Combination Description +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 ...Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Label Joint Displacements in in RadiansYXZ 1 0.0 0.0 0.0 +0.60D+0.60W +0.60D+0.60W +D+LrMax 1 0.0 0.0 0.0 +D+Lr +D+Lr +0.60D+0.60WMin 2 0.1170 0.002966 0.0 +0.60D+0.60W +0.60D+0.60W +D+LrMax 2 -0.2581 -0.005258 0.0 +D+Lr +D+Lr +0.60D+0.60WMin 3 0.1068 0.003262 0.0 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60WMax 3 -0.2484 -0.005791 0.0 +D+Lr +D+Lr +D+LrMin 4 0.08965 0.05386 0.0 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60WMax 4 -0.2249 -0.07649 0.0 +D+Lr +D+Lr +D+LrMin 5 0.06812 0.1290 0.0 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60WMax 5 -0.1895 -0.2024 0.0 +D+Lr +D+Lr +D+LrMin 6 0.01202 0.4938 0.0 +D+Lr +0.60D+0.60W +0.60D+0.60WMax 6 -0.04203 -0.8686 0.0 +0.60D+0.60W +D+Lr +D+LrMin 7 0.01071 0.4909 0.0 +D+Lr +0.60D+0.60W +0.60DMax 7 -0.03835 -0.8775 0.0 +0.60D+0.60W +D+Lr +D+0.60WMin 8 0.007170 0.4845 0.0 +D+Lr +0.60D+0.60W +0.60D+0.60WMax 8 -0.03512 -0.8723 0.0 +0.60D+0.60W +D+Lr +D+LrMin 9 0.002251 0.4921 0.0 +D+Lr +0.60D+0.60W +0.60D+0.60WMax 9 -0.03149 -0.8819 0.0 +0.60D+0.60W +D+Lr +D+LrMin 10 -0.000155 0.4969 0.0 +0.60D +0.60D+0.60W +D+LrMax 10 -0.02736 -0.8777 0.0 +D+0.60W +D+Lr +0.60D+0.60WMin 18 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Label Joint Displacements in in RadiansYXZ 11 0.1893 0.1519 0.0 +D+Lr +0.60D+0.60W +D+LrMax 11 -0.1311 -0.2486 0.0 +0.60D+0.60W +D+Lr +0.60D+0.60WMin 12 0.2395 0.03371 0.0 +D+Lr +0.60D+0.60W +D+LrMax 12 -0.1611 -0.04788 0.0 +0.60D+0.60W +D+Lr +0.60D+0.60WMin 13 0.2550 0.003198 0.0 +D+Lr +0.60D+0.60W +D+LrMax 13 -0.1728 -0.005755 0.0 +0.60D+0.60W +D+Lr +0.60D+0.60WMin 14 0.2581 0.002902 0.0 +D+Lr +0.60D+0.60W +0.60D+0.60WMax 14 -0.1776 -0.005179 0.0 +0.60D+0.60W +D+Lr +D+LrMin 15 0.0 0.0 0.0 +D+Lr +0.60D+0.60W +0.60D+0.60WMax 15 0.0 0.0 0.0 +0.60D+0.60W +D+Lr +D+LrMin .Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Label Joint Reactions k k k-ftYXZ 1 2.489 3.433 5.083 +D+Lr +D+Lr +0.60D+0.60WMax -1.208 -1.937 -10.955 +0.60D+0.60W +0.60D+0.60W +D+LrMin 2 2.840 +0.60D+0.60WMax -8.921 +D+LrMin 3 5.033 +D+LrMax -4.180 +0.60D+0.60WMin 4 9.836 +D+LrMax -6.263 +0.60D+0.60WMin 5 15.690 +D+LrMax -9.057 +0.60D+0.60WMin 6 6.928 +D+LrMax -3.30 +0.60D+0.60WMin 7 0.5056 +D+0.60WMax 0.03101 +0.60DMin 8 0.2070 +D+LrMax -0.05437 +0.60D+0.60WMin 19 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Label Joint Reactions k k k-ftYXZ 9 0.3382 +D+LrMax -0.6312 +0.60D+0.60WMin 10 2.995 +0.60D+0.60WMax -6.279 +D+LrMin 11 9.547 +0.60D+0.60WMax -16.595 +D+LrMin 12 6.687 +0.60D+0.60WMax -10.754 +D+LrMin 13 2.848 +0.60D+0.60WMax -3.128 +D+LrMin 14 10.191 +D+LrMax -6.101 +0.60D+0.60WMin 15 2.083 3.382 10.955 +0.60D+0.60W +D+Lr +D+LrMax -2.489 -1.895 -8.084 +D+Lr +0.60D+0.60W +0.60D+0.60WMin .Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label Member " J " End ForcesMember " I " End Forces Momentk-ftkkkk-ft kAxial ShearShearAxialMoment Brace 1 4.262 0.05787 0.3270 2.402 0.04310 0.3270 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +0.60D+0.60W +D+LrMax Brace 1 -2.402 -0.04310 -0.2436 -4.262 -0.05787 -0.2436 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +D+Lr +0.60D+0.60WMin Brace 2 1.307 0.001104 0.009058 1.061 0.000310 0.009058 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +0.60D+0.60W +D+LrMax Brace 2 -1.061 -0.000310 -0.002540 -1.307 -0.001104 -0.002540 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +D+Lr +0.60D+0.60WMin Brace 3 3.788 0.03287 0.1711 2.164 0.04263 0.1711 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60WMax Brace 3 -2.164 -0.04263 -0.2219 -3.788 -0.03287 -0.2219 +0.60D+0.60W +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMin Column A 3.433 1.208 5.083 1.937 2.489 4.851 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60WMax Column A -1.937 -2.489 -10.955 -3.433 -1.049 -10.955 +0.60D+0.60W +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMin Column B 0.7095 0.7899 1.707 0.3935 0.8697 1.706 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +0.60D+0.60W +D+LrMax Column B -0.3935 -0.7919 -1.767 -0.7095 -0.7899 -1.823 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +D+Lr +0.60D+0.60WMin Column C 0.7662 0.5785 0.9885 0.3945 0.2508 0.7271 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60WMax Column C -0.3945 -0.2508 -0.5419 -0.7662 -0.2155 -0.5419 +0.60D+0.60W +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMin 20 UPLIFT 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label Member " J " End ForcesMember " I " End Forces Momentk-ftkkkk-ft kAxial ShearShearAxialMoment Column D 3.382 2.489 10.955 1.895 2.083 10.955 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +0.60D+0.60W +D+LrMax Column D -1.895 -1.344 -6.999 -3.382 -2.489 -8.084 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +D+Lr +0.60D+0.60WMin Rafter a 0.7104 0.9148 3.326 0.7226 0.2584 2.434 +0.60D+0.60W +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMax Rafter a -0.5389 -0.6376 -2.357 -0.6553 -0.3345 -1.774 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60WMin Rafter b 3.227 1.939 7.074 1.615 0.8441 6.405 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +0.60D+0.60W +D+LrMax Rafter b -1.567 -1.173 -4.245 -3.068 -1.437 -3.808 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +D+Lr +0.60D+0.60WMin Rafter c 3.066 1.440 9.285 1.716 0.1386 6.181 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +0.60D+0.60W +D+LrMax Rafter c -1.614 -0.8460 -5.249 -2.724 -0.3576 -3.221 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +D+Lr +0.60D+0.60WMin Rafter d 2.724 0.3542 0.7477 1.768 0.1872 0.4284 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+Lr +0.60D+0.60WMax Rafter d -1.717 -0.1364 -0.07933 -2.552 -0.2176 -0.02887 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60W +D+LrMin Rafter e 1.306 0.2091 0.1244 0.8083 0.3322 0.5662 +D+Lr +D+Lr +D+0.750Lr+0.450W +0.60D+0.60W +D+Lr +0.60D+0.60WMax Rafter e -0.7570 -0.1042 0.03696 -1.135 -0.2495 -0.6529 +0.60D+0.60W +0.60D+0.60W +0.60D +D+Lr +0.60D+0.60W +D+LrMin Rafter f 1.119 0.3804 0.8599 0.7535 0.1610 0.08377 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+Lr +D+LrMax Rafter f -0.8049 -0.2605 -0.6205 -1.291 -0.08810 -0.1208 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60W +0.60D+0.60WMin Rafter g 2.536 0.2375 0.2454 1.713 0.3039 -0.007579 +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+Lr +0.60D+0.60WMax Rafter g -1.765 -0.2343 -0.5078 -2.708 -0.1145 -0.5311 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60W +D+LrMin Rafter h 2.708 0.1167 3.003 1.610 1.390 5.002 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60WMax Rafter h -1.713 -0.3073 -5.748 -3.050 -0.8138 -8.853 +0.60D+0.60W +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMin Rafter i 2.995 0.8744 4.545 1.530 2.085 5.103 +D+Lr +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+Lr +0.60D+0.60WMax Rafter i -1.578 -1.505 -7.742 -3.155 -1.242 -8.624 +0.60D+0.60W +D+Lr +D+Lr +D+Lr +0.60D+0.60W +D+LrMin Rafter j 0.3528 0.2384 1.413 -0.008255 0.8057 1.860 +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +0.60D +D+Lr +0.60D+0.60WMax Rafter j -0.1562 -0.3033 -1.908 -0.4134 -0.5691 -2.587 +D+Lr +D+Lr +D+Lr +D+0.60W +0.60D+0.60W +D+LrMin .Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label ShearDist from "I" Joint Dist from "I" JointDist from "I" JointAxial Moment Brace 1 2.402 0.0 0.0 ftft0.00.3270 0.05787kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Brace 1 -4.262 0.0 11.303 ftft0.0-0.3270 -0.04310kft +D+Lr +D+Lr +0.60D+0.60WMin kk-ft Brace 2 1.061 0.0 0.0 ftft0.00.009058 0.001104kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Brace 2 -1.307 0.0 16.404 ftft0.0-0.009058 -0.000310kft +D+Lr +D+Lr +0.60D+0.60WMin kk-ft 21 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label ShearDist from "I" Joint Dist from "I" JointDist from "I" JointAxial Moment Brace 3 2.164 0.0 10.412 ftft0.00.2219 0.03287kft +0.60D+0.60W +D+Lr +0.60D+0.60WMax kk-ft Brace 3 -3.788 0.0 0.0 ftft0.0-0.2219 -0.04263kft +D+Lr +D+Lr +D+LrMin kk-ft Column A 1.937 0.0 8.802 ftft0.010.955 1.208kft +0.60D+0.60W +D+Lr +0.60D+0.60WMax kk-ft Column A -3.433 0.0 0.0 ftft0.0-10.955 -2.489kft +D+Lr +D+Lr +D+LrMin kk-ft Column B 0.3935 0.0 4.321 ftft0.01.823 0.7899kft +0.60D+0.60W +0.60D+0.60W +D+LrMax kk-ft Column B -0.7095 0.0 0.0 ftft4.321-1.767 -0.8697kft +D+Lr +0.60D+0.60W +0.60D+0.60WMin kk-ft Column C 0.3945 0.0 0.0 ftft0.00.9885 0.5785kft +0.60D+0.60W +0.60D+0.60W +0.60D+0.60WMax kk-ft Column C -0.7662 0.0 4.321 ftft0.0-0.7271 -0.2508kft +D+Lr +0.60D+0.60W +D+LrMin kk-ft Column D 1.895 0.0 0.0 ftft0.010.955 2.489kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Column D -3.382 0.0 8.802 ftft8.802-10.955 -2.083kft +D+Lr +D+Lr +0.60D+0.60WMin kk-ft Rafter a 0.7226 9.222 0.0 ftft0.03.326 0.9148kft +D+Lr +D+Lr +D+LrMax kk-ft Rafter a -0.7104 0.0 9.222 ftft0.0-2.434 -0.6376kft +0.60D+0.60W +D+Lr +0.60D+0.60WMin kk-ft Rafter b 1.615 7.987 0.0 ftft0.07.074 1.939kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Rafter b -3.227 0.0 7.987 ftft0.0-6.405 -1.173kft +D+Lr +D+Lr +0.60D+0.60WMin kk-ft Rafter c 1.716 17.205 0.0 ftft0.09.285 1.440kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Rafter c -3.066 0.0 17.205 ftft0.0-6.181 -0.8460kft +D+Lr +D+Lr +0.60D+0.60WMin kk-ft Rafter d 1.768 8.607 0.0 ftft0.00.7477 0.3542kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Rafter d -2.724 0.0 8.607 ftft8.607-0.4284 -0.1872kft +D+Lr +0.60D+0.60W +D+LrMin kk-ft Rafter e 0.8083 8.602 8.602 ftft8.6020.6529 0.2495kft +0.60D+0.60W +D+Lr +0.60D+0.60WMax kk-ft Rafter e -1.306 0.0 8.602 ftft8.602-0.5662 -0.3322kft +D+Lr +0.60D+0.60W +D+LrMin kk-ft Rafter f 0.8049 0.0 0.0 ftft0.00.8599 0.3804kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Rafter f -1.291 8.602 0.0 ftft0.0-0.6205 -0.2605kft +D+Lr +0.60D+0.60W +0.60D+0.60WMin kk-ft Rafter g 1.765 0.0 8.606 ftft0.00.5311 0.2375kft +0.60D+0.60W +D+Lr +D+LrMax kk-ft Rafter g -2.708 8.606 0.0 ftft8.606-0.5078 -0.3039kft +D+Lr +0.60D+0.60W +D+LrMin kk-ft Rafter h 1.713 0.0 17.205 ftft17.2058.853 0.8138kft +0.60D+0.60W +D+Lr +0.60D+0.60WMax kk-ft Rafter h -3.050 17.205 0.0 ftft17.205-5.748 -1.390kft +D+Lr +D+Lr +D+LrMin kk-ft Rafter i 1.578 0.0 9.118 ftft9.1188.624 1.242kft +0.60D+0.60W +D+Lr +0.60D+0.60WMax kk-ft Rafter i -3.155 9.118 0.0 ftft9.118-7.742 -2.085kft +D+Lr +D+Lr +D+LrMin kk-ft 22 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label ShearDist from "I" Joint Dist from "I" JointDist from "I" JointAxial Moment Rafter j 0.1562 0.0 8.105 ftft8.1052.587 0.5691kft +D+Lr +D+Lr +0.60D+0.60WMax kk-ft Rafter j -0.4134 8.105 0.0 ftft8.105-1.908 -0.8057kft +D+0.60W +D+Lr +D+LrMin kk-ft . Member Stress Checks per AISC 360-16 & NDS 2018Member Stress Checks... Section Label Label Load Combination Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Ratio Status Dist (ft)Load Combination Ratio StatusMaterial Dist (ft) Brace 1 +D+Lr 0.136 PASS 0.00 +D+Lr 0.004 PASS 0.00SteelBraces Brace 2 +D+Lr 0.048 PASS 0.00 +D+Lr 0.000 PASS 0.00SteelBraces Brace 3 +D+Lr 0.104 PASS 10.41 +D+Lr 0.003 PASS 0.00SteelBraces Column A +D+Lr 0.583 PASS 8.80 +D+Lr 0.110 PASS 0.00SteelMain Members Column B +0.60D+0.60W 0.095 PASS 4.32 +0.60D+0.60W 0.038 PASS 4.32SteelMain Members Column C +0.60D+0.60W 0.052 PASS 0.00 +0.60D+0.60W 0.026 PASS 0.00SteelMain Members Column D +D+Lr 0.583 PASS 0.00 +D+Lr 0.110 PASS 0.00SteelMain Members Rafter a +D+Lr 0.173 PASS 0.00 +D+Lr 0.040 PASS 0.00SteelMain Members Rafter b +D+Lr 0.382 PASS 0.00 +D+Lr 0.086 PASS 0.00SteelMain Members Rafter c +D+Lr 0.518 PASS 0.00 +D+Lr 0.064 PASS 0.00SteelMain Members Rafter d +D+Lr 0.055 PASS 0.00 +D+Lr 0.016 PASS 0.00SteelMain Members Rafter e +D+Lr 0.040 PASS 8.60 +D+Lr 0.015 PASS 8.60SteelMain Members Rafter f +D+Lr 0.051 PASS 0.00 +D+Lr 0.017 PASS 0.00SteelMain Members Rafter g +D+Lr 0.044 PASS 8.61 +D+Lr 0.013 PASS 8.61SteelMain Members Rafter h +D+Lr 0.496 PASS 17.20 +D+Lr 0.061 PASS 17.20SteelMain Members Rafter i +D+Lr 0.462 PASS 9.12 +D+Lr 0.092 PASS 9.12SteelMain Members Rafter j +D+Lr 0.133 PASS 8.10 +D+Lr 0.036 PASS 8.10SteelMain Members . 23 2-D Frame HORROCKS ENGINEERS, INC.Lic. # : KW-06014224 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Frame Analysis.ec6 24 36TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent 2Anchoring 3.1 Overview This part of the handbook addresses anchoring the tent to the ground on which it sits. Generally speaking, a tent can be anchored to the ground in two ways: either by penetrating the ground surface with stakes, augers or cables, or by attaching to ballast (s) which sit on the ground and use their weight to counteract the forces being applied to the tent. A tent will not remain erect unless it is properly anchored to the ground on which it sits. Anchoring involves attaching sufficiently strong ropes or straps between the tent and the anchor system, whether it is a stake or a ballast system. The adequacy of such anchoring is fundamental to the safe and proper function of a tent. For example, when a tent is subjected to the forces of wind, it takes on a new shape. This new shape significantly affects the forces which the anchor system must resist in order to keep the tent from collapsing. The manufacturer’s instructions must be followed and take precedence over any conflicting instructions that may be contained in this manual. In the event of a conflict, follow the manufacturer’s instructions and warnings. SAFETY FACTORS In order to account for the inevitable uncertainties which occur in the design, manufacture, installation, and use of structures of all kinds, safety factors must be employed. There is always at least a small chance that the loads imposed on a tent stake (or tent anchor in general) will exceed its ability to resist that load. For example, if test data indicates that a stake has a 1000-pound capacity at a certain pull angle, and if the tent guy rope load has been determined to be 500 pounds acting at the same angle (and in the same kind of soil) then: SF = = 2.01000# 500# In conventional building design the normal safety factor is approximately 1.7. For wind, this figure is approximately 1.3. For tents, practice varies, but most industry groups feel that a safety factor of somewhere between 1.5 and 2.0 is appropriate for staking. Stake failure can occur in two primary ways: • The first way to fail is in tension. Here the resisting frictional forces between the soil and the stake are insufficient to keep the stake from yielding to pull-out forces along its axis. • The second most common way for a tent stake to fail results when the sideways force imposed by the stake against the surrounding soil is greater than the soil can push back; so the soil yields by bulging up above the surface. Consequently, the stake simply pushes the unconfined soil out of its path. The most common tent stake, which is a slender cylindrical shaft of steel, must be regularly, easily, and economically installed, removed, and reinstalled. The ground conditions in which the tent stake must perform its function are not a constant. These variables will cause the same stakes on the same tent to perform differently depending upon the following: 1. Soil (geological—possibly) variations 2. Water table variations—month-to-month and seasonal 3. Surface and subsurface variations and man-made disturbances 4. Paved sites By soil variations, we mean those site factors which arise from the fact that a tent will usually be installed at many different sites. For example, tent stakes installed in clay will not perform in the same way when installed in sand. The water table is relatively close to the ground surface in many parts of the world. Where this is true, month-to-month and seasonal variations can mean the difference between staking a tent in soil that is saturated one day and dry the next. 325 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent37 13 When we refer to surface and subsurface variations and man-made disturbances, we are referring to alterations in the subsurface which would not be apparent to the tent installer when he inspects the site. For example, a site that had been used for dumping refuse or debris would have underlying soil of unknown (and probablynon-uniform) properties. Another example involves a site that has been altered by bringing in fill material to raise the surface. This kind of site is suspect because of the unknown quality of compaction which was accomplished when the fill material was added. Many tent installations occur on asphalt-paved or compacted stone upper crusts. This kind of upper crust has a significant effect on the performance of the stake. 3.2 A Systematic Approach to Staking Here we lay the groundwork for a systematic approach to staking of the tent. This involves, primarily, two general activities: • The first activity focuses on developing a systematic approach to staking which necessitates a discussion of the general engineering principles at work in the performance of a tent stake. • The second activity concerns the evolution of a method for obtaining, accumulating, correlating, and presenting data on stake performance. In time a large bank of data will be developed that will be reliable and, consequently, will take much of the guesswork out of the process. By equipping the tent installer with these two types of technical information, tent staking safety should be enhanced. Engineering principles This section of the chapter presents a general explanation of some of the engineering principles which relate to establishing the best stake position for a tent. The larger the stake diameter, the greater the holding power. Logic would seem to dictate that the larger the stake diameter, the greater the holding capacity of the stake. (See Figure 8). Stake capacity is a direct function of stake diameter. In the first place, a larger diameter stake will displace more earth as it is driven in than the smaller stake. (See Figure 9). This greater compaction should produce greater soil pressure against the side of the stake. This greater sideways pressure will increase the friction acting along the sides of the stake and provide more resistance to pullout due to stake tension. Since the sideways earth pressure on the stake is directly proportional to the surface area of the stake, There is more resistance to stake pullout due to tension in the larger diameter stake. Finally, when a stake pushes laterally against the earth due to sideways pull of the guy rope, a pressure results. GREATER STAKE DIAMETER VOLUME OFEARTH TO BEDISLACED LESSER ZONE OFCOMPACTEDSOIL STAKE DIAMETER GREATERLESSER Figure 8. Stake Performance & Volume of Displaced Earth Figure 9. Stake Performance & Zone of Displaced Earth 26 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent38 13The deeper the stake, the greater the holding power. Stake pullout strength is directly related to stake depth. See Figures 10 and 11. This is true for several good engineering reasons. • Greater surface area • Soil pressure usually increases with depth • Larger soil wedge (bulb) The holding capacity of a tent stake is due to a significant degree to friction developed between the stake and the soil which surrounds it. It follows that the deeper the embedment of the stake in the soil, the greater the surface area of the stake which is in contact with the soil; thus the greater the holding power. Therefore the deeper the tent stake, the more the earth presses up against the stake and produces greater forces, which increases its holding power. The sideways component of forces on the tent stake, produced because of the angle of the guy rope, is resisted by a wedge of earth in front of it. This wedge of earth deepens the farther into the earth the stake is driven. The larger the wedge (bulb), the more sideways resistance it exerts to keep the stake from failing by pulling over. Figure 10. Stake Holding Power and Stake Depth Figure 11. Soil Wedge(Bulb) Size and Sideways Resistance 27 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent39 13Optimum guy rope angle provides optimum holding power. A number of factors must be taken into account in the process of finding the right angle in any given situation. (See Figure 14.) Significant factors include: • Tent geometry—unloaded • Tent geometry—wind factor • Tent geometry—ponding factor • Presence or absence of sidewalls • Soil type • Ground moisture • Presence or absence of pavement • Need to keep side poles in compression Note: When staking against wind lift forces, the guy rope must be at an angle that will keep the side poles from jumping. Consequently, the stake should be located relatively closer to the tent. A pull angle of 45 degrees produces vertical forces on the stake which are equal to the lateral forces. At 45 degrees or slightly steeper, the pole tent could reasonably be expected to withstand the forces of wind uplift while maintaining a balance between vertical and lateral stake forces. If alternate side pole heights are used, that should be taken into account in maintaining proper guy rope angles. (See figure 14.) CORRECT INCORRECT Figure 13. Stake Driving Angle PULL ANGLE STEEP PULL ANGLE SHALLOW PULL ANGLE Greater force on pole. Greater force on guy rope. Equal force on guy rope and pole. Figure 14. Pull Angles and Stake Location 28 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent40 13Increasing the height of the stake knot above the ground decreases stake holding capacity. The overturning moment generated on the stake varies with the distance above the ground where the guy rope is secured to the stake. (See Figure 15). The greater this distance, the greater the overturning moment on the stake. It is absolutely essential that the guy rope be kept as low as possible on the stake, not higher than two or three inches, to minimize the overturning moment. Holding power varies with anchor types. The basic straight shaft, steel “nail head” type of tent stake is the basis of most of the discussion in this chapter. Several other types are in common use throughout the industry. (See Figure 16.) Aside from the simple straight shaft stakes, most others function on the general “deadman” principle of gathering a cone or similar block of heavy earth above the projecting element on the stake, thereby impeding pullout. These have the potential of generating much greater holding power. Figure 15. Stake Knot Height HELICALSTEELBURIEDWEDGE NAILHEADSTEEL(SINGLE) NAILHEADSTEEL(DOUBLE) HEADLESSSTEEL HOOKEDSTEELCABLE Figure 16. Various Tent Stakes 29 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent41 13ESTIMATING PULLOUT CAPACITY OF TENT STAKES A method for estimating pullout capacity for tent stakes is descried in this section. The method is based on results of 489 stake pullout tests which were conducted at nine different field sites. A detailed report describing test details, results and additional methods for estimating capacity can be obtained from the IFAI Tent Rental Division. Pullout Capacity for a Single Stake The method estimates the stake pullout capacity for a “baseline” stake, and then applies correction factors for conditions that vary from the baseline case. The baseline case for a tent stake is as follows: 1. Stake diameter is 1.0 inch 2. The side of the stake is smooth 3. The steel stake is driven vertically 4. The stake is embedded (driven) 36 inches into the ground 5. The load is fastened at two inches above the ground surface, and 6. The load is pulled at a 45-degree angle. Estimates of Pullout Capacity for Baseline Case Strength of the soil is an important detail in estimating pullout capacity. The penetration resistance offered by the tent stake during installation provides a rough estimate for the strength of the soil and is based on the average penetration of the stake per blow (for the first 20 inches of embedment) with a 16 lb. sledge hanger using a normal swing. The table below provides a rough relation- ship between penetration resistance, soil consistency, and pullout capacity for a baseline case. Consistency Field Identification*Pullout Capacity for Baseline Case, P (lbs)Soil Resistance Stake Penetration Resistance (inches per blow**) Hard (Very Dense) Indented with difficulty by thumbnail less than 0/2"2500 Very Stiff (Dense) Readily indented by thumbnail 0.2-0.5"1600 Stiff (Medium-Dense) Readily indented by thumb but penetrated only with great effort 0.5-1.5"800 Medium (Medium) Can be penetrated serveral inches by thumb with modeerate effort 1.5-3"400 Soft (Loose) Easily penetrated serveral inches by thumb 3-6"200 Very Soft (Very Loose) Easily penetrated serveral inches by fist greater than 6"100 Table 1. Simple Method for Estimating Pullout Capacity for Baseline Case *note - Field identification is subjective. For fine-grained soils, use both the verbal description and the inches per blow to select the appropriate consistency of soil in determining the baseline capacity. For coarse-grained soils, use the penetration per blow to assess soil consistency. **note - Stake Penetration Resistance is based on the average penetration of the stake per blow with a 16 lb. sledge hammer with a normal swing. 30 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent42 13 Two important details and cautionary notes about using Table 1 for estimating capacity are: 1. Table 1 requires a subjective measure (Stake Penetration Resistance) for estimating pullout capacity. More accurate and precise methods available and are given in the IFAI Tent Staking Report. However, the more accurate methods require greater effort for determining soil strength. 2. Table 1 provides a relationship between driving resistance and baseline stake capacity for the soil conditions at the time of driving. If the stake is driven during dry conditions, and then the ground becomes saturated, a loss of soil strength and pullout capacity will result. The loss of soil strength is not possible to predict with confidence without an extensive soil testing or stake pullout testing program. However, results from the IFAI tent staking study indicate that the pullout capacity of stakes driven in saturated ground are about one-half the capacity of the stakes driven in the same ground under dry conditions. Adjusting Estimated Capacity for Conditions Different than Baseline Case The pullout capacity for a stake that is different from the baseline case can be estimated as the base- line capacity multiplied by factors that adjust for the variation in conditions from the baseline (such as a different stake embedment, stake inclination, stake diameter, fastening height, and pull angle). The pullout capacity for the stake can be determined as the baseline capacity, multiplied by the appropriate adjustment factors as follows: P = Pb x Ce x Cf x Ci x Cl x Cd < 2500 lbs Where P = pullout capacity for a single stake, Pb = pullout capacity for a standard stake (the base- line case), Ce = correction factor for embedment depth, Cf = correction factor for fastening height, Ci correction factor for stake inclination, Cl = correction factor for load angle, and Cd = correction factor for stake diameter. The appropriate correction factors can be obtained from the tables below. Correction Factor for Fastening HeightCorrection Factor for Embedment Correction Factor for Stake Inclination Correction Factor for Load Angle Correction Factor for Stake Diameter Stake Embedement (in)Ce 36 1.00 34 0.92 32 0.84 30 0.76 28 0.69 26 0.61 24 0.54 Fastening Height (in)Cf 2 1.00 4 0.98 6 0.98 8 0.94 8 0.92 12 0.90 Stake Inclination Ci for stake angle from 0 to 15 degrees 1.00 for stake angle = 30 degrees 0.77 Angle of Pull (from horizontal)Cl 45 degrees (1H:1V)1.00 53 degrees (2H:3V)0.85 Stake Diameter (in)Cl 1.000 1.0 1.125 1.1 Results of the testing program showed no significant difference in pullout capacity between 1-inch diameter steel stakes with smooth sides and a 1-inch diameter steel stake with ribs for most pullout tests. However, structural yielding in the ribbed stakes occurred at pullout loads lower than the smooth steel stakes because of the difference in the structural strength. Accordingly, the pullout capacity of ribbed stakes should be limited to a pullout capacity no greater than 1600 lbs 31 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent43 133.3 Alternate Staking Methods Some popular methods may be employed generally for increasing staking capacity. Double Staking Double staking is the practice of driving another stake a short distance behind the primary stake and close-tying both stakes together with the free end of the guy rope. Triple and/or quadruple staking may also be used in applying the same concept. The stake in Figure 17 is loaded to the point where it is on the verge of failing. But as it creeps forward, and at the same time rises as if to pull out, the close- tie to the secondary stake tightens. At this point, the secondary stake resists the tendency for the primary to move sideways or up. Note the void which has developed behind the primary stake in Figure 18, which depicts various staking errors. If the secondary stake is too close to the primary stake, it will have only limited side-load resistance since the earth in front of it will collapse forward into the void. On the other hand, if the secondary stake is too far away from the primary stake, the close-tie will be fairly long and may actually allow the primary stake to pull free which is undesirable. See Figure 18. A rule of thumb for double staking suggests that the distance between stakes be equal to one-third of the depth of the stake in the ground. SECONDARY STAKE ANGLE OF PULL PRIMARY STAKE SECONDARY STAKE PRIMARY STAKE Figure 17. Double Staking DOUBLE STAKING TOO CLOSE TOGETHER DOUBLE STAKING TOO FAR APART SOIL BLOCK TOO THIN TO HOLD UP Figure 18. Double Staking Errors 32 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent44 13 Figure 20. Stake bar & gang plate Gang Staking A staking technique related to double staking, in thatit also increases staking capacity, is called gang staking. There are several different techniques. These involve the use of a rigid ground plate or bar with holes punched in it for the stakes. This is schematically shown in Figures 19 and 20. Multiple staking methods will probably grow in popularity as designs meeting specific higher wind speed criteria are required. LOAD FROMGUY ROPE PRIMARYTENT STAKE GANG PLATE SECONDARYTENT STAKE Figure 19. Gang Staking 33 TRD Procedural Handbook © 2017 IFAI Tent Rental Division | IFAI.com/Tent45 13Determination of Capacity for Group Stakes The pullout capacity of group stakes can be estimated by multiplying the baseline capacity of a single stake by an “effectiveness factor” as follows: Pg = P b x E f Where Pg is the capacity of the stake group, Pb is the pullout capacity for a single stake under baseline conditions, and Ef is the effectiveness factor for the group of stakes. The effectiveness factors for a group of stakes can be determined using the table below. Group Configuration Effectiveness Factor Double Staking 1.22 Three Stakes installed in a line perpendicular to direction of pull 2.76 Three Stakes installed in a line perpendicular to direction of pull, stakes are inclined at 15 degrees 2.46 Six Stakes installed in a line perpendicular to direction of pull 4.68 Four Stakes installed in two columns and two rows and connected with a gang plate 3.48 Six Stakes installed in two columns and three rows and connected with a gang plate 4.56 Table 2. Effectiveness factor for Group Table 2 requires the stakes in the group to satisfy the conditions set for the baseline case. Figure 25 states the importance of following manufacturer’s instructions and warnings. The manufacturer’s instructions must be followed. Those instructions take precedence over any conflicting instructions that may be contained in this manual. In the event of a conflict, follow the manufacturer’s instructions and warnings. Figure 25. Manufacturer’s Instructions 3.4 Ballasting Ballasting can be accomplished in multiple ways: 1. Weight can be positioned on top of a plate that is attached to the baseplate of the tent. 2. Weight can be attached via a web and ratchet or rope to the eave of a tent. 3. Weight can be attached to both the baseplate and attached via a web and ratchet or rope to the eave of the tent. 4. Weight can be positioned on top of a plate that is attached to the eave of the tent via a web and ratchet or rope to the eave of the tent. A number of factors have to be considered in order to properly ballast a tent: 1. Type of tent and configuration required 2. Ground type or surface condition 3. Required load for the tent 4. Type and geometry of ballast to be used 34 STAKING CALCULATIONS PULLOUT CAPACITY FOR BASELINE CASE: SOIL TYPE: VERY STIFF (DENSE) STAKE PENETRATION RESISTANCE (in. PER BLOW): 0.2-0.5" lbs1600Pb ADJUSTING ESTIMATED CAPACITY FOR OTHER CONDITIONS DIFFERENT THAN BASELINE CASE: CdClCiCfCePbP CORRECTION FACTOR FOR EMBEDMENT: STAKE EMBEDMENT = 36" 1.0Ce CORRECTION FACTOR FOR FASTENING HEIGHT: FASTENING HEIGHT = 2" 1.0Cf CORRECTION FACTOR FOR STAKE INCLINATION: STAKE INCLINATION = 0-15 DEGREES 1.0Ci CORRECTION FACTOR FOR LOAD ANGLE: ANGLE OF PULL (FROM HORIZONTAL) = 45 DEGREES (1H:1V) 1.0Cl CORRECTION FACTOR FOR STAKE DIAMETER: STAKE DIAMETER = 1" 1.0Cd lbs1600CdClCiCfCePbP DETERMINATION OF CAPACITY FOR GROUP STAKES: EfPPg EFFECTIVENESS FACTOR FOR GROUP: 6 - 1" Φ x 42" STAKES INSTALLED IN LINE PERPENDICULAR TO DIRECTION OF PULL PER LEG. 4.68Ef lbs7488EfPPg >lbs5479Tension Therefore OK 24 Jan 2022 17:10:22 - Staking Calcs.sm 1 / 1 35 98'-5 1/8" ( 30 METERS )13'-1 1/2"28'-8 1/2"22'-8"17'-5 5/8"5m5m5m5m5m5m27'-10"12'-4 7/8"ALL DATA AND INFORMATION CONTAINED IN OR DISCLOSEDBY THIS DOCUMENT IS CONFIDENTIAL AND PROPRIETARYINFORMATION OF CLASSIC TENTS. AND ALL RIGHTS THEREINARE EXPRESSLY RESERVED. BY ACCEPTING THIS MATERIALTHE RECIPIENT AGREES THAT THIS MATERIAL AND INFORMATION CONTAINED THEREIN IS HELD IN CONFIDENCE AND IN TRUST, ANDWILL NOT BE COPIED, REPRODUCED WHOLE OR IN PART, NORIT CONTENTS REVEALED IN ANY MANOR TO OTHERS, EXCEPT TOMEET THE SPECIFIC PURPOSE FOR WHICH IT WAS DELIVERED.ENGINEERCHECKEDDRAWNDATEMLREV012/21/12STANDARDSCHEMATIC AZ - 540 HAWAII AVE. TORRANCE, CA 90503TEL. 310 328-5060 FAX. 310 328-5356DRAWING TYPECODESIZETYPEDRAWING LOCATION30m X 30m X 4m RODER STRUCTURE30m X 30m X 4m RODER STRUCTURE5m98'-5 1/8" (30m)5m5m5m5m98'-5 1/8" (30m)5mISOMETRIC VIEWTOP / PLAN VIEWEND VIEW36 98'-5 1/8" ( 30 METERS )13'-0 1/4"28'-8 1/2"22'-8"17'-5 5/8"5m5m5m5m5m5m27'-9 1/2"8'-9 5/8"8'-9 1/2"ALL DATA AND INFORMATION CONTAINED IN OR DISCLOSEDBY THIS DOCUMENT IS CONFIDENTIAL AND PROPRIETARYINFORMATION OF CLASSIC TENTS. AND ALL RIGHTS THEREINARE EXPRESSLY RESERVED. BY ACCEPTING THIS MATERIALTHE RECIPIENT AGREES THAT THIS MATERIAL AND INFORMATION CONTAINED THEREIN IS HELD IN CONFIDENCE AND IN TRUST, ANDWILL NOT BE COPIED, REPRODUCED WHOLE OR IN PART, NORIT CONTENTS REVEALED IN ANY MANOR TO OTHERS, EXCEPT TOMEET THE SPECIFIC PURPOSE FOR WHICH IT WAS DELIVERED.ENGINEERCHECKEDDRAWNDATEMLREV001/06/12STANDARDSCHEMATIC540 HAWAII AVE. TORRANCE, CA 90503TEL. 310 328-5060 FAX. 310 328-5356DRAWING TYPEDRAWING LOCATION30m WIDE RODER STRUCTURE WITH 4m LEGS30m WIDE RODER STRUCTUREWITH 4m LEGS37 Force Reaction Summary for open tent Transverse Shear Load Comb.: D+0.75Lr+0.45W V= 2.96 Kips per leg Bearing Load Comb.: D+0.75Lr+0.45W Bearing= 3.85 Kips per leg Uplift Load Comb.: 0.6D+0.6W Uplift= 1.94 Kips per tie down Longitudinal Shear Load Comb.: D+0.6W V= 3.40 Kips per leg Tent: 98.43' x Roder Tent Span: 98.43 ft Bay width: 16.4 ft Wind Speed: 97 mph EXPOSURE C ASCE 7-16 CODE: 2019 CBC APPLICATION: SHORT TERM RENTAL FACTOR OF SAFTY: 2 7698 lbf Bearing 5479 lbf Tension 5916 lbf Transverse Shear 6797 lbf Longitudinal Shear 3874 3874 lbf Uplift lbf Shear 38 OFFICE OF THE FIRE MARSHAL – LA QUINTA 78495 Calle Tampico, La Quinta, CA 92253 • Phone (760) 777-7074 • www.rvcfire.org February 19, 2022 Bright Event Rentals 72009 Metroplex Drive Thousand Palms, CA 92276 Re: Special Event / Tent / Canopy – Construction and Operational Fire Plan Review – LA QUINTA RESORT & SPA (FLORES – SALON) FSEV2022-0003 / 49499 EISENHOWER DRIVE, LA QUINTA / 2/25-2/26/2022 The plans you submitted for the above referenced project have been reviewed by Riverside County Fire Department - Office of the Fire Marshal personnel and are approved with the following conditions. FIRE LANES/ACCESS [CFC 503] No designated fire lanes, fire hydrants or any other Fire Department appliances shall be blocked or obstructed. Fire lanes shall be clearly identified in an approved manner throughout the event grounds by posting “NO PARKING FIRE LANE” or other approved means. All motor vehicles shall be parked in designated parking areas. GENERATORS AND INTERNAL COMBUSTION POWER SOURCES Generators (and/or internal combustion power sources) shall be separated from temporary membrane structures, tents, canopies by a minimum of 20 feet and be isolated from contact with the public [CFC 3107.16]. Additional fuel containers will not be allowed to be stored with the generator. Each generator will need to have a 10BC fire extinguisher, with a current service tag (within one year). Combustible material (including trash) shall be kept clear of the generators. EXTENSION CORDS Extension cords shall be over-current protected and/or ground-fault interrupter protected. No additional taps are to be in any device. All extension cords shall be of 12/3 gauge wire or greater with approved connectors. HEATING AND COOKING EQUIPMENT [CFC 3107.12] Not proposed. TENTS AND CANOPY(S) [CFC Chapter 31] Tents over 400 square feet and canopies over 700 square feet shall comply with the following conditions: [1] Extinguishers- At least one 2A10BC fire extinguisher, with a current service tag (within one year), shall be provided within every 75 feet of travel distance. [CFC 3107.9] [2] Exit Signs and Egress Lighting- Tents with side walls shall have illuminated exit signs and means of egress lighting pursuant to CFC Chapter 31 when the tent has an occupant load of 50 or more. [CFC 3103.12.6 & .7] [3] No Smoking- Smoking shall not be permitted in any tent or canopy or in any adjacent area where hay, sawdust or any other combustible materials are stored. NO SMOKING signs shall be conspicuously posted in all tents and canopies open to the public. [CFC 3107.3] [4] Alternative Anchorage – The alternative concrete weight ballasting is approved with the conditional requirement that each of the tent or canopy legs to be affixed or secured to the weight ballast. The leg shall be secured within 12-inches of the ground. [5] Obstructing exits- Furnishings, decorations or other objects shall not be placed so as to obstruct exits, access thereto, egress therefrom, or visibility thereof. Hangings and draperies shall not be placed over exit doors or otherwise be located to conceal or obstruct an exit. [CFC 3107.20] [6] Decorative Materials- Curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall meet the flame propagation performance criteria of CCR Title 19 in accordance with section 807.2 or be non-combustible, when the tent has an occupant load of 50 or more. [Ref CFC 807.1] [7] High-Wind Evacuation Plan – The tent supplier and event coordinator shall understand that the use of the tent or canopy in winds at 40 mph or greater is not permitted. Event coordinator is responsible to take necessary actions to stop occupancy and use of the tent or canopy when winds of 40 mph or greater are observed or expected. DESIGNATED SMOKING AREAS [CFC 3106.4.5] Smoking shall be permitted only in designated areas. Other areas shall have approved “No Smoking” signs conspicuously posted and maintained. FIRE INSPECTION Prior to this Special Event, you must be cleared by the Fire Department by way of a Pre-Event Fire Safety Inspection. Applicant/installer shall be responsible to contact the Fire Department to schedule inspections. Requests for inspections are to be made at least 48 hours in advance and may be arranged by calling (760)777-7131. All questions regarding the meaning of these conditions should be referred to the Office of the Fire Marshal staff at (760)777-7074. Kohl Hetrick - Fire Safety Specialist 78495 CALLE TAMPICO, LA QUINTA, CA 92253 / 760-777-7000 / INSPECTION HOTLINE: 760-777-7131 RIVERSIDE COUNTY FIRE PROTECTION PLANNING RECORD OF INSPECTIONS / PERMIT CARD THIS CARD IS TO REMAIN ON SITE AT ALL TIMES. INSTALLING CONTRACTOR MUST BE PRESENT FOR ALL INSPECTIONS. SEE NOTES ON REVERSE SIDE. JOB ADDRESS: 49499 EISENHOWER PERMIT#: FSEV2022-0003 DATE ISSUED: 2/19/2022 DESCRIPTION: 30M X 30M VENDOR EXPO TENT CONTRACTOR: BRIGHT EVENT RENTALS HYDRANT SYSTEM DATE INITIALS SPECIAL SUPPRESSION DATE INITIALS Thrust block pre-pour Door fan test UG rough piping Abort test UG hydro Mechanical shutdown Flush Detector test Final E F Deluge/pre-action SPRINKLER U.G. Final E F Thrust block pre-pour UST/AST TANK UG rough piping Installation UG hydro Removal Flush Emergency shut off Final E F Primary piping FIRE SPRINKLER Secondary piping Weld inspection Dispensers & shear valves Overhead rough piping Final E F Overhead hydro MISC. INSPECTIONS UG flush / OK to connect Spray booths Main drain/inspectors’ test Hood/duct extinguishing High pile storage High pile rack storage In-rack sprinklers H.P. vents/access/corridors Hose racks Tract access/hydrant verification Final E F Access & Address verification HOOD EXTINGUISHING OTHER CONST. PERMIT Detection system Function test Gas/electrical shut-off Nozzle model/placement Fire alarm connection Final E F SPRAY BOOTHS FIRE CODE PERMIT(S) Installation TENT/CANOPY Air flow test Mechanical interlock Extinguishing system Fire alarm connection Final E F FIRE ALARM KNOX SYSTEM Rough-wire inspection Building Knox box Function test Gate access Knox box/padlock Duct detectors/velocity BUILDING INSPECTIONS 24 hr. battery test T/I final Sprinkler monitoring Shell final Final E F Final for occupancy FINAL INSPECTION DATE: INSPECTORS SIGNATURE: **WHEN CALLING FOR AN INSPECTION PLEASE HAVE PERMIT NUMBER READY. SEE NOTES ON REVERSE SIDE** 78495 CALLE TAMPICO, LA QUINTA, CA 92253 / 760-777-7000 / INSPECTION HOTLINE: 760-777-7131 INSPECTION NOTES 1. Sway bracing and hangers will be inspected at the time of rough piping inspection. 2. All required hydrostatic pressure tests shall maintain 200 psi for a 2-hour duration. (EX: Residential Fire Sprinkler Systems) 3. Fire sprinkler system remodels: if indicated on plans or this card, a hydrostatic pressure test shall be required. 4. All underground joints and thrusts blocks shall be exposed and readily visible during the hydrostatic test. 5. Contractor shall supply all testing equipment, access and operating instructions at time of test. 6. All systems shall be inspected, tested, and approved by a Fire Inspector before any work is started that may cause the affected system to be covered or hidden. POLICIES ON FIELD INSPECTIONS A. INSPECTION REQUESTS: Inspections are made subject to availability. Please have the permit number available when scheduling inspections. For City of La Quinta inspections call: (760) 777-7131. B. APPROVED PLANS: Shall be kept on the job site at all times that work is in progress. Work shall NOT commence without approved plans. C. INSPECTION REQUESTS: As required by the California Fire Code, the appropriate installing contractor shall be required to schedule the necessary inspections and be present on site for inspections. D. RE-INSPECTIONS: Will be charged against a permit when an inspection has failed, is not ready, the responsible party not on site or where previously noted corrections have not been completed. E. COMMODITIES: Unless otherwise noted on approved plans or letter of conditions, no commodities shall be entered into the structure until clearance has been granted by the Fire Dept and Building Official. F. OCCUPANCY: Buildings shall NOT be occupied by persons other than construction workers until a Final Fire Clearance has been granted by the Fire Dept and a Certificate for Occupancy has been issued by the Building Official. INSPECTION NOTES: THIS CARD IS REQURIED TO BE POSTED AT THE CONSTRUCTION SITE. THIS CARD AND APPROVED PLANS MUST BE AVAILABLE AT THE CONSTRUCTION SITE FOR ALL INSPECTIONS. THIS PERMIT SHALL EXPIRE AND BECOME NULL AND VOID IF THE WORK AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF THE WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS OR MORE. THIS PERMIT IS FOR FIRE DEPARTMENT APPROVAL ONLY AND DOES NOT INTEND TO ABROGATE MORE RESTRICTIVE REQUIREMENTS OF OTHER AGENCIES HAVING RESPONSIBILITY. La Quinta Office of the Fire Marshal 78-495 Calle Tampico La Quinta, CA 92253 760-777-7000 Special Event Application Event Name:Event Contact: Event Address:Contact Phone: City/Zip:Contact Email: Event Date(s):Hours of Operation: Daily Expected/Peak Attendance: Description/Scope of Event: Company Name:Applicant Name: Address:Phone: City/Zip:Email: Food & Beverage: Tents / Canopies:*Tents include any membrane structure with 1 or more sidewall / Canopy = No Sidewall Tents >400 sq ft:Canopies >700 sq ft: Copy of fire retardant certification provided: Display / Vendor Booths: Number of Booths:Cooking in any Booths: Fuel Fire Generator Use:Quantity: Temporary Special Event Structure (Stage, Platform, Rigging, Tower, etc): Special Amusement / Ride Attractions: Description: Open Flame / Pyrotechnics Proposed:*Separate Pyro Permit may be Description:required Parking: Coordinated Parking Management: Planned Emergency/Medical Service Provisions: Level of Service: Planned Traffic Routing Changes / Restrictions: Event / Site Security Proposed: Level of Service: EVENT INFORMATION APPLICANT/SPONSORING ORGANIZATION INFORMATION EVENT ATTRACTIONS, FACILITIES AND SERVICES OF INTEREST *Mark all that apply EVENT PLANNING, SAFETY & MANAGEMENT Catered On-site / Off-site Barbeques / Grills Deep Fryers Ranges Woks Food Truck / Trailer YES NO YES NO YES NO YES NO YES NO On-Site Off-Site YES NO YES NO Lifeguard First Aid Booth Ambulance - BLS Ambulance - ALS Fire / Rescue YES NO YES NO YES NO Private Security - Unarmed Private Security - Armed Law Enforcement Master Halco Jaime Perez 760-272-847549-499 Eisenhower Drive La Quinta jaime@bright.com 2-26-22 thru 2-25-22 7am - 6pm 200+ FLOW Vendor Expo Bright Event Rentals 72009 Metroplex Drive Jaime Perez Thousand Palms, 92276 760-272-8475 jaime@bright.com 1 - 98.4' x 98.4' Structure X 17 in Structure X X 1 - 60 KVA X X X Certificate of Flame Resistance REGISTERED APPLICATION CONCERN NO. AZTEC TENTS 2665 COLUMBIA ST TORRANCE, CA 90503 (800)228-3687 Date treated or manufactured This is to certify that the materials described below hereof have been flame retardant treated (or are inherently nonflammable). Certification is hereby made that: (check “a” or “b”) The articles described below this certificate have been treated with a flame retardant chemical approved and registered by the State Fire Marshal and that the applicationof said chemical was done in confor- mance with the laws of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used ............................................ Chem. Reg. No. ........................ Meathod of application ................................................................................................ FOR (a) The articles described below hereof are made from a flame -resistant fabric or material registered and approved be the State Fire Marshal for such use; Fabric has been tested and passes NFPA 701-2004. Trade name of flame-resistant fabric or material used................................................. Reg. No. ...................... (b) The Flame Retardant Process Used ....................... Be Removed by Washing David Bradley Name of Applicator or Production Superintendent Chuck Miller - President Title (will or will not) CUSTOMER ORDER NO. ITEMS MANUFACTURED: CAL COMB F-419.01 11/2015 Classic Event & Tent Rentals 19119 S. Reyes Ave. Compton, CA 90221 ★Laminated Fabric F-419.01 WILL NOT 2016 Eons 22nd St. Gem Show 12m x 18m Shelter structure roof and wall panels 30m x 15m Roder structure roof and wall panels 30m x 180m Roder structure roof and wall panels