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Plans (274) AUG 8 2019 CITY OF iiGAP " II 'BUILDING DIVISION j p31190fl®OF! CE COPY" CITY OF TIGARD REVIEWkD FOR CODE COMPLIANCE VALIDITY OF PERMIT Approved: l THE ISSUANCE OF A PERMIT OTC: [ I BASED ON CONSTRUCTION DOCUMENTS AND OTHER Permit; "jw,p 1q--or) 1'91 DATA SHALL NOT PREVENT Address: ,113© ) R. .. . , 71� � rr .�. t31Vc. THE CODE OFFICIAL FROM Suite#g REQUIRING THE CORRECTION ��- 'c � OF ERRORS. OSSC 105.4 CALCULATIONS FOR: By: Date: D_._i.�. POLIGON SQR 20 MULTI RIB 2014 OREGON STRUCTURAL SPECIALTY CODE _` SPECIAL INSPECTION REQUIRED ,colic-.,R� F�, State of Oregon Structural Specialty Code ��5 �\AGINF ,S ,' 784P A6 Concrete and Reinforcing Steel T- -----""--CtiBolts Installed in Concrete 7,/ cl❑ Special Moment-Resisting Concrete Frame 5> 4';�7, 60, 00 c ❑ Reinforcing Steel&Prestressing Steel Tendons 0 H E 4l 4 1t Q Structural Welding •� PREPARED UNDER THE CO % AND SUPERVSION OF THE DESIGN PROFESSIONAL ABOVE 10❑ Structural Ms Bolting ; P0PTER8 A FLA I CORE ca-,•--v ❑ Reinforced Gypsum Concrete 0 Insulating Concrete Fill ❑ Spray Applied Are-Resistive Materials ❑ Pilings,Drilled Piers and Caissons ❑ Shotcrete ❑ Special Grading,Excavation and Filling ❑ Smoke-Control Systems - 0 Other Inspections TABLE OF CONTENTS Design Criteria Structural Engineering Notes Load Combinations Materials m+ ;` RISA Model Views • Foundation Design ,. • dx• ,,. Connection Design RISA Analysis Report 4`S 471—" A Panel Data wttPd ALA��.Va4 .-.:r, ^i�rn�..:t0.+mmMe'iw^P+"-s,�rn.'V.✓vc#WL� S % d a•-,e- ..,gin • e£ Version 6.0.4 Updated 7/20/2018 DESIGN CRITERIA GENERAL2x,57 6:12 Pitch Building Code: See Cover Sheet Roof Slope(°): Design Code: ASCE 7-10 Risk Category: II Equivalent Roof Height: 15.00 ft DEAD LOAD 2 psf Weight of Roofing System (See RISA Analysis Report) Frame Dead Load Frame Self-Weight LIVE LOAD ASCE 7 Table 4-1 Roof Live Load,L r 20 psi SNOW LOAD Ground Snow Load,pg 10.0 psf e 1.5 2 Importance Factor,I (Snow Loads) 1.0 ASCE 7 ASCE 7 Tablabl ere 7-2 Slope Factor,Ca 1.0 ASCE7Table 7-3 Thermal Factor,Cr 1.2 Table 7.3 Exposure Factor,Ce 1.0 ASCE C77SecUon able 7.2 Flat Roof Snow Load,pr • 10.0 psf AASC7$e080n 7.7.3 Leeward Unbalanced Snow Load 10.0 psf WIND LOAD 90 mph ASCE7Secrlon28,5 Basic Wind Speed, Veil 110 mph asa ASCE 7 Section 26.7 Exposure Category C 7 Section 26.g.i Gust Effect Factor,0 0.65 ASCEASCE 7 7 Section 27.3.1 Velocity Pressure Exposure Coefficient,K, 0.85 . 27. Table 1 3 Wind Directionality Factor,K 0.85 ASCE ASCE 7 7 able 266.1 Topographic Factor,K 0 1.00 ASCE7Section 27.s.2 Velocity Pressure,q2 22.38 psf Main Wind-Force Resisting System ASCE 7 section 27.4,3 Com onent and Cladding Elemenls ASCE 7 Section 30.6.2 Open Building,Clear Wind Flow(Cn from ASCE 7 Fig.27.4-4-27.4-7) Open Building,Clear Wind Flow(Cn from ASCE 7 Fig.30.8-1-30.8.3) Wind Direction Toward Roof Away 1 89 Roof • Roof Zone 3 •Cn: 2.51 Load Case A B , ,s : 47.72 -35.98 Windward Cp= 1.21 -0.10 Y=0 Zone 2 Cn:: 1.93 -1,47 P(psf): ,s 1.93 -27.94,47 22.99 -1.90 Zone 1 Cn: 1.25 -0.95 Y=180 P(Psfi: 23.86 -17.99 Leeward Cp= 0.21 0.85 P(Psf): 3.96 -16.25 V=90 Sideward Cp= 0.80 -0.80 P(psf): 15.22 -15.22 . • SEISMIC LOAD AscE7seorrontze Analysis Procedure Equivalent Lateral Force Procedure AASC77Secti 11.4.8 Seismic Site Class D SCEES11.4.2 Ordinary Steel Moment Frames ASCE 7 Section Table/12.8 Basic Seismic Force ResResponse Parameter, Systemeter, 1.50 Shod Spectral Response Parameter,S, 74 1-Sec Spectral Response Parameter,S 1 0, ASCE 7 Section 11.6 Seismic Design Category D ASCE7Seble 11.5-1 Importance Factor,I 1.00 ASCE7Table 12.2-1 Response Modification Coefficient,R 3.50 ASCE7Table 12.2-1 Redundancy Factor,p 1.30 12 Table .2-1 Overstrength Factor,Go 3,50 AASCE ASC77Section able 1.2-1 Design Short Spectral Response Parameter,S Ds 1,00 ASCE 7 Section 11.4.4 1-Sec Design Spectral Response Parameter,S 01 0.74 ASCE 7 Section 11. ..1 Seismic Response Coefficient,C. 0.29 ASCE 7Section 12.7.21 Effective Seismic Weight,W 2.00 psf .2 2 1 .7 Seismic Base Shear, V 0.57 psf ASCE SS ASCE 7 Section Ion 1 .8.1 Seismic Load,E 0.74 psf Seismic Load with Overstrength Factor,Em 2,00 psf ASCE 7 Section 12.4• STRUCTURAL ENGINEERING NOTES GENERAL NOTES All field connections must be made with A325 High Strength bolts using the"Turn-of-Nut Pretensioning"method of tightening as described in the latest AISC Manual. Loads applied to the structure may be greater than required for the project location. Actual structure dimensions may be smaller than shown In this document. STRUCTURAL ANALYSIS NOTES RISA-30 structural analysis software was used to model the 3-D space frame, To reduce the amount of computer printout,the analysis results only show each member's controlling load case. Unless noted otherwise in the'RISA Analysis Report',the roof deck was not utilized In the structural analysis to provide lateral support to the members. From the analysis,all member deflections and structural drift are within allowable limits. STRUCTURAL DESIGN NOTES End plates were designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the bolt holes.In determining the prying moment It was assumed that the area of the plate between bolts was fixed. Light gage members were designed in accordance with the latest edition of the AISC specifications and the AISI Cold-Formed Steel Design Manual. STRUCTURAL CONNECTION NOTES Bolt threads were assumed to not be excluded from the connections. LOAD COMBINATIONS Key Service(Unfactored) Number Description Abbreviation Description1 SERVICE D DL DeeddLoad ` • 2 SERVICE Lr Lr Roof Live Load 3 SERVICE S S Snow Load Su Unbalanced Snow Load 4 SERVICE Su Wx Wind Load(X-Direction) 5 SERVICE Wx(Load Case A) Wz Wind Load(Z-Direction) 6 SERVICE Wx(Load Case B) 7 SERVICE Wz(Load Case A) Wx(Minimum) 10 pal Minimum Wind Load(X-Direction) 8 SERVICE Wz(Load Case B) Wz(Minimum) 10 psf Minimum Wind Load(Z-Direction) SERVICE Ex Ex Seismic Load(X-Direction) 9 SERVICE Ex Ez Seismic Load(Z-Direction) Emx Seismic Load(X-Direction)with Overstrength Factor Emz Seismic Load(Z-Direction)with Overstrength Factor SERVICE Emx Sds Design Spectral Acceleration Parameter • 105 SERVICE Emz Allowable Stress Design(Factored) Strength Design(Factored) Number Description Number Description 54 1.4D 14 D 55 1.2D+0,5Lr 15 D+ r 58 1,2D+0,5S 16 D+S57 1.2D+0.5Su 17 D+Su 58 1.2D+1.6Lr+0.5Wx(Load Case A) 18 D+0,6Wx(Load Case B) 59 1.2D+1.8Lr+0.5Wx(Minimum) 1 0 D+0.6Wx(Load Case B) 60 1.2D+1.65+0.5Wx(Load Case A) 201 D+(0.6Wx(Minimum)) 61 1,2D+1,65+0.5Wx(Minimum) 21 D+0.75(0.6Wx(Mini Case+0+0.r 62 1.2D+1,OWx(Load Case A)+0.5Lr 22 D+0,75(0.BWx(Minimum))Case+ )+0.75S 63 1.2D+1.0Wx(Load Case B)+0.5Lr 23 • D+0.75(0.6Wx(LoadCase+0764 1,2D+1,OWx(Minimum)+0.5Lr 24 D+ +0.e x( (Minimum))+0.75S 85 1.20+1.0Wx(Load Case A)+0.5 25 0,6D+0.6Wx(Load Case A) 66 1.20+1.0Wx(Load Case B)+0.5S 26 0,6D+(0.6Wx(Load Case B) 67 1,2D+1.0Wx(Minimum)+0.5S 27 0.60+ +Wz(Load Case )) 58 0.90+1.0Wx(Load Case A) 29 D+0.6Wz Case A) 89 0,90+1.0Wx(Load Case B) 29 D+ (Load Case B) 70 0.9D+1.0Wx(Minimum) 30D+(0.6Wz(Minimum)) 71 1.2D+1.6Lr+0.5Wz(Load Case A) 311 D+0.75(0.8Wz(Load Case A))+0.75Lr 72 1.2D+1.6Lr+0,5Wz(Minimum) 32 D+0.75(0.6Wz(Minimum))+0.75Lr + +0.75S 73 1.2D+1.6S+0.5Wz(Load Case A) 33 D 0,75(0.6Wz(LoadMiiCase+0,75S 74 1.2D+1,6S+0.5Wz(Minimum) 34 0+070.6Wz(Load(Mlnlmum))+ 75 1.2D+1.OWz(Load Case A)+0.5Lr 35 0.6D+06Wz Case A) 78 1.2D+1.0Wz(Load Case B)+0.5Lr 36 0.60+0,6Wz(Load Case B) 77 1.2D+1,OWz(Minimum)+0.5Lr 37 (I.00.6 +14*Sds D+0,(Mini7Ex 78 1.2D+1.0Wz(Load Case A)+0.5S 38 (1.0+0.105*Sd)D+0.5 79 1.2D+1.0Wz(Load Case B)+0.5S 39 (0.60. 4Sds)D+07Ex5Ex+0,75S 80 1,20+1,0Wz(Minimum)+0.5S 40 (1.0 0.14'Sds)D+0.7Ez 81 0.9D+1.0Wz(Load Case A) 41 (1.0+0.105 Sd)ds)D+ 0.52 82 0.90+1.OWz(Load Case B) 42 (1,6-0.l4 'S)DD+0.525Ez+0.755 83 0.90+1,0Wz(Minimum)43 (O,s-0.14'Sds)D+0.7Ez 116 (1,2+0.2'Sds)D+1.0Emx+0.2S 117 (0.9-0.2'Sds)D+1.0Emx 118 (1.2+0.2'Sds)D+1.OEmz+0,2S 119 (0.9-0.2'Sds)D+1,OEmz 107 (1.0+0.14'Sds)D+0.7Emx 108 (1.0+0.105'Sds)D+0.525Emx+0.75S 109 (0.6-0.14'Sds)D+0.7Emx 110 (1,0+0.14'Sds)D+0.7Emz 111 (1.0+0.105'Sds)0+0,525Emz+0.75S 112 (0.6-0,14'Sda)D+0,7Emz Notes: 1.Load combinations are effective In all states that have adopted IBC as a base code, 2.See'RISA Analysis Report"for the load combinations that are not listed above. MATERIALS Column HSS6x6x3/16 HSS6x4x1/8 Truss HSS8x4x3/16 Tension HSS5x3x1/8 TTruss Tall n HSS4x4x1/B Compression Tube HSS5x5x1/2 HSS Sections: ASTM A500 Gr.B Pipe Sections: ASTM A53 Gr.B RMT Sections: ASTM A519 Channel&Angle Sections: ASTM A36 Connection Plates: ASTM A36 - Connections Bolts ASTM A325 Welding Process: Gas Metal Arc Welding Welding Electrode: E70xx RISA MODEL VIEWS Joint Labels • Member Labels Member Shapes Member Lengths Member Local Axis Y � / z x N10 AI,^•103 11 N13 N7 All NP101 N2 .•11 5 N3 1 Ant X 1 • Column2 i.;:l Seca „i Columna sal. 3 Columnt Trusslalli It yJY Column4 • �y S N T X HSS6x6X3 z -0+may 4 ti~w� S.4i2 HSS6x6X3 '�-x4x2 .S4x• HSS6x6X3 HS54x4x2 -et +yy In y HSS6x6x3 ca hA Y Ip. Z X 0 76 3 Member Length(It)Displayed _ . Y 41.� ' z x Y Y z z 1, 11111101111 • z x z Z 0 N W Z O Z 0 U- FOUNDATION DESIGN PINNED BASE Drilled Pier Allowable Actual Load Combination/Member 1 Bearing Pressure (Chapter 18 of the Building Code) 1500 psf 1268 psf 21/Column2 OK 2 Uplift Check No Net Uplift 0 lbs x x OK - 3 Sliding Check SF= 4.24 1470 lbs 347 lbs 38/Column2 OK 4 Area of Reinforcement (ACI Chapter 10) 0.00 in2 2.26 in2 x OK Spread Footing Allowable Actual Load Combination/Member 5 Bearing Pressure (Chapter 18 of the Building Code) 1500 psf 996 psf 21/Column2 OK 6 Uplift Check No Net Uplift 522 lbs x x OK 7 Sliding Check SF= 3.96 1375 lbs 347 lbs 38/Column2 OK 8 Area of Reinforcement (ACI Chapter 7) 0.02 in2 1.86 in2 71/Column2 OK Design Forces / Moments Fx(Axial) Fy Fz Mx My Mz Check Load Combination Member [k] [k] [k] [k-in] [k-in] [k-in] 1 21 Column2 3.98 -0.07 -0.10 0.00 0.00 0.00 x x x x x x x x x 3 38 Column2 2.35 -0.35 0.31 0.00 0.00 0.00 x x x x x x x x x 5 21 Column2 3.98 -0.07 -0.10 0.00 0.00 0.00 x x x x x x xx x 7 38 Column2 2.35 -0.35 0.31 0.00 0.00 0.00 8 71 Column2 6.11 -0.33 -0.12 0.00 0.00 0.00 - 6-#6 vertical bars(equally spaced) #4 ties horizontal @ 12"O.C. w/2 ties in the top 5" The foundation design contained herein is not 3-#5 horizontal bars(equally site specific,but is based on the presumptive spaced)each way,top and bottom allowable foundation pressures in Chapter 18 of the Building Code(Class 5 soil).The building T official in the jurisdiction in which this structure is 2ft located may require a site specific geotechnical 1.5 ft report or letter from a qualified local professional engineer attesting to whether the actual site conditions meet the assumptions identified Iabove. 14-- ft 01 • 11 2ft Drilled Pier Option Spread Footing Option Drilled Pier Diameter (ft): 2.0 Spread Footing Width (ft): 2.0 Drilled Pier Depth (ft): 2.0 Spread Footing Thickness (ft): 1.5 fc (psi): 4500 Concrete Unit Weight (Ib/ft3): 145 FOUNDATION DESIGN-PINNED BASE ^3 OK Z 0 N W 0 Z 0 H U W Z Z 0 U COLUMN BASE PLATE CONNECTION PINNED CONNECTION • Base Plate Check:7"x7"x112" Allowable Actual Load Combination/Member (AISC J8-1) 2 49.0 int 31/Column4 OK 1 Plate Size 1.4 in AISC PART 14) •� 0.09 in 0.50 In 109/Columnl OK 2 Plate Thickness ( 31 I Column4 OK 3 Concrete Bearing (AISC J8-1) 1530 psi 60 psi 4 Weld Check (AISC J2-3) 2,78 k/In 0.05 k/in 107/Column2 ' OK Allowable Actual Load Combination(Member Anchor Bolt Check:(4)112"A307 Anchors 0.5 kip 69/Column4 OK 5 Tension (ACI D5.1) 24.7 kip 69/Column4 OK 6 Concrete Breakout (ACI D5.2) 8,2 kip 0.5 kip 69/Column4 OK 7 Concrete Pullout (ACI D5.3) 16.2 kip 0.5 kip N/A Not Considered Per RD5.4 OK 8 Sideface Blowout (ACI D5.4) N/A 75/Column2 OK 9 Shear (ACI D6.1) 10.6 kip 0.4 kip 10 Shear Breakout (ACI ) OK D6.2 3.5 kip 0.4 kip 75/Column2 75/Column2 OK 11 Shear Pryout ' (ACI D6,3) 11,4 kip 0.4 kip 75/Column2 OK 12 Interaction (ACI RD.7) 1.0 0.03 • Design Forces/Moments Fx(Axial) Fy Fz Mx My Mc Check Load Combination Member (k] 1k] (k] [k-In] (k-In] (k-In] 1 31 Column4 2.93 -0.07 0,09 0.00 0.00 0.00 2 109 Columnl -0.33 0.38 0.38 0.00 0.00 0,00 3 31 Column4 2.93 -0.07 0.09 0.00 0.00 0.00 4 907 Column2 1.59 -0,44 0.38 0.00 0.00 0.00 5 69 Column4 -0.55 -0.07 0.12 0.00 0.00 0.00 6 89 Column4 -0.56 -0,07 0.12 0.00 0.00 0.00 7 69 Column4 -0.55 -0.07 0.12 0.00 0.00 0.00 8 x. x x x x x x x 9 75 Column2 3.36 -0.31 -0.22 0.00 0.00 0,00 10 75 Column2 3,36 -0.31 -0.22 0.00 0,00 0.00 11 75 Column2 3.36 -0.31 -0.22 0,00 0,00 0,00 • 12 75 Column2 3.36 -0.31 -0.22 0.00 0.00 0.00 1 N37„ , OD ::---: -r :! _ / d Base Plate Isometric Base Plate Plan Base Plate Elevation Anchor Bolt Diameter(in): 1/2 Column Size: HSS6x6x3 • Min. Embedment Depth (in): 8.o Min. Base Plate Size: 7"x7"x1/2" Concrete Cover From (t,of Bolt(in): 10.5 Weld Size (in): 0.188 f c (psi): 4500 Seismic Requirements: D3.3.6 yy COLUMN BASE PLATE CONNECTION-PINNED CONNECTION M OK TENSION MEMBER TO COLUMN . 2 BOLTS Allowable Actual Load Combination I Member Bolt Check:(2)1"Diameter,A325 Bolts Tensr AISC(J3-1) RN/0 21,2 kip 8.6 klp 107/Tensionl OK 2 OK 2 Tension allowable 7 6 kip 107/Tenslon1 owable perJ9.7 AISC(J3-2) RN/0 35.3 kip 107!Tenslon1 OK 3 Rearing AISC(J3-6b) RN/0 26,3 kip 8,6 kip Allowable Actual Load Combination I Member End Plate Check:0.625"Thick 4 Shear Yielding 21/Tensionl OK 1.6 kip 21/Tensionl AISC(J4-3) RN/0 50.9 kip 1.6 kip OK 5 Shear Rupture AISC(J4-4) RN/0 50.0 kip 107/Tensionl OK 6 Weld Check w=o.1875^ AISC(J2-3) RN/n 0.9 klpfn 2.8 kip/in OK 4Mrt 0,33 In 0.63 In 107/Tensionl 7 Plate Thickness(tP) 22Wr Design Forces /Moments Fx(Axial) FY Fz Mx My Mz Check Load Combination Member [k] [k] (k] (k-In] [k-Inl [k-Inl 1 107 Tensionl -0.4 0.8 0.0 -0.4 1.5 60.4 2 107 Tensionl -0.4 0.8 0.0 -0.4 1.5 60.4 3 107 Tensionl •0.4 0.8 0.0 -0.4 1.5 60.4 4 21 Tensionl -2.1 0.6 0.1 -0.6 -4.5 5.7 5 21 Tensionl -2.1 0.6 0.1 -0.6 4.5 5.7 6 107 Tensionl -0.4 0.8 0.0 -0,4 1.5 60,4 _ 7 107 Tensionl -0.4 0.8 0.0 -0.4 1.5 60.4 x=2.82 in 45' x 1 1.5 in 12110F112*..= -�- I = 4i Mz,pl Lp=8 In 5 In CHSS8X4X0.1875 41n / C . a r 1.5 Inn -� Plan View Connection Elevation End Plate EievatI0 End Plate Section ---' Member Height (in): 8 Number of Bolts: 2 Member Width (in): 4 Bolt Diameter (in): 1.000 Member Thickness (in): 0.188 End Plate Thickness (in): 0.625 End Plate Weld Size (in): 0.188 Flange Plate Thickness (in): 0.500 • TENSION MEMBER TO COLUMN-2 BOLTS A OK TRUSS TO COLUMN - 2 BOLTS . Bolt Check:(2)0.625"Diameter,A325 Bolts Allowable Actual Load Como in atIonTrusI Member 1 Shear OK AISC(J3-1) RN/0 8,3 kip 0,9 kip 2 Tension AISC(J3-1) RN/013.8 kip 2.4 kip 110/Trussl OK108 J Truss2 OK 3 Searing • AISC(J3-6b) RN/0 18.9 kip 0.9 kip Allowable Actual Load Combination I Member End Plate Check:0.376"Thick 21/Trussl OK 4 Shear Yielding AISC(J4-3) RN/0 34,4 kip 1.1 kip 21/Truss2 OK 5 Shear Rupture AISC(J4-4) RN/c) 32.6 kip 1.1 kip 0/Trussl OK • 6 Weld Check w=0,125` AISC(J2-3) RN/0 1.9 klp/iin 0.3 kip/In 7 Plate Thickness(tP) �4M,. 0.24 in 0.38 In 110/Trussl •OK 22W,, Design Forces/Moments Fx(Axial) Fy Fz Mx My Mz Check Load Combination Member [k] Ik) lid (k-in) 1k-In] 1k-In] 1 108 Truss2 1,9 0.0 0.0 -1.7 2.1 1.6 2 110 Trussl 0,5 0.0 0.0 2.2 -2.7 -9.6 3 108 Truss2 1.9 0.0 0.0 -1.7 2.1 1.6 • 4 21 Truss2 3.4 0,0 0.0 0.6 -0.4 -8.8 5 21 Truss2 3.4 0.0 0.0 0.6 -0.4 -8,8 6 110 Trussl 0.5 0.0 0.0 2.2 -2.7 -9.6 7 110 Trussl 0.5 0.0 0.0 2.2 -2.7 -9.6 x=2 In 12 x 4.24 - 1.5 in Ftb • 3.18 In Fx,PI . HSS6X4X0.125 -- Mz,pl Lp=6.36 In 3,36 in . . 3.18 in .. • • 1.5 In a 8= 19.47' I Wp=4 in Connection Elevation End Plate Elevation End Plate Section Member Height (in): 6 Number of Bolts: 2 Member Width (in): 4 Bolt Diameter (in): 0.625 Member Thickness (in): 0.125 End Plate Thickness (in): 0.375 End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): 0.250 TRUSS TOCOLUMN-2BOLTS M OK TRUSS TO COMPRESSION MEMBER 2 BOLTS Allowable Actual Load Combination I Member Bolt Check:(2)0.625"Diameter,A325 Bolts 0.6 ki 107!Truss2 OK 1 Shear AISC(J3-1) RN/0 8.3 kip P 2 Tension1071 Trussl OK AISC(J3-1) RN/0 13.8 kip 0.8 klp OK 3 Bearing 0,6 AISC(J3-6b) RN/0 18.9 kip klp 107/Truss2 End Plate Check:0.376"Thick Allowable Actual Load Combination!Member RN/0 34.4 kip 0.1 kip 107/Truss2 OK 4 Shear Yielding AISC(J4-3) 107/Truss2 OK AISC J4-4 RN/0 32.6 klp 0.1 kip OK 5 Weld Rupture ( ) 107/Trussl 6 Weld Check w=o.iz5° AISC(J2-3) RN/0 1.9 kip/in .0.1 kip/in OK • 4Mpc 0.14 In 0,38 In 311Truss4 7 Plate Thickness(tP) \l 22W Y P Design Forces/ Moments Fx(Axial) Fy Fz Mx My Mz Check Load Combination Member Ikl VI (k] (k-In] lk-Inj [k-Inj • I 1 Truss2 0.2 0.1 0.0 -2.2 -0.4 -1.1 107 ._ Trussl 0.1 0.2 0.0 -2.2 -0.4 2.7 107 - 2 -1.1 107Truss2 0,2 0.1 0.0 -2.2 -0.4 3 -0.4 -1.1 ' 4 107 Truss2 0.2 0.1 0.0 -2.2 5 107 Truss2 0.2 0.1 0.0 -2.2 -0.4 -1.1 6 107 Trussl 0.1 -0.2 0,0 -2.2 -0.4 2.7 7 31 Truss4 0.5 -0.3 0.0 -0.6 -0.1 3.7 x=tin 12 r x 1 4.241 C 1.5 In FtbIMz,pl � • I 3.18 In • HSS6X4X0.125 Lp=6.36 In 3,36 In re cri.ti•li 3.18 In • i Fbb 1.5 in 9=.19.47' Wp=41n Connection Elevation End Plate Elevation End Plate Section • Member Height (in): 6 Number of Bolts: Member Width (in): 4 Bolt Diameter(in): 0.625 Member Thickness (in): 0.125 End Plate Thickness (in): 0.375 End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE TRUSS TO COMPRESSION MEMBER-2 BOLTS A OK PURLIN CONNECTION - ONE-SIDED Top Flange Checks:(3)12-24 Screws Allowable Actual Load Combination/Member 286 lb 36/Purlin2 OK 2420 lb 1 Shear(3 of the screws) n/a OK 2 Tension(none of the screws) 0 lb 0 lb 3 Shear Yielding(plate) AISC(J4-3) RN/0 12091 lb 286 lb 36/Purlin2 OK 4 Sheer Rupture(plate) AISC(J4-4) RN/0 12854 lb 286 lb 36/Purlin2 OK Side Flange Checks:(3)12-24 Screws Allowable Actual Load Combination/Member 1788 lb 31/Purlin2 OK 2420 lb 5 Shear(3 of the screws) n/a OK 6 Tension(none of the screws) 0 lb 0 lb • 7 Slieer Yielding(plate) AISC(J4-3) RN/0 9684 lb 1788 lb 31/Purlln2 OK 8 Shear Rupture(plate) AISC(J4-4) RN/0 9946 lb 1788 lb 31/Purlin2 OK Weld Check:0.125"Fillet Weld Allowable Actual Load Combination/Member 9 Weld Check AISC(J2-3) RN/0 1.94 klp/in 0.10 kip/in 31/Purlin2 OK • Design Forces/Moments Fx(Axial) Fy Fz Mx My Mz Check Load Combination Member [k] ill [k] [k-In] [k-Inj [k-In] 1 36 Purlin2 -0.4 0.0 0.0 0.0 0.0 0.0 2 n/a n/a n/a n/a n/a n/a n/a n/a 3 36 Purlin2 -0.4 0.0 0.0 0.0 0.0 0,0 4 36 Purlin2 -0.4 0.0 0.0 0.0 0.0 0.0 5 31 Purlin2 1.9 0.3 -0.1 0.0 0.0 0.0 6 n/a n/a n/a n/a n/a n/a n/a n/a 7 31 Purlin2 1.9 0,3 -0.1 _ 0.0 0.0 0.0 8 31 Purlin2 1.9 _ 0.3 -0.1 0.0 0.0 0.0 9 31 Purlin2 1.9 0.3 -0.1 0.0 0,0 0.0 1-716" 45' 14� 1. ij• x Ix gwa Wg ixi. , x•3/4" . •Pur/in on opposite side of truss not shown for clarity . •Screw quantity In sketches above may not reflect actual requirements plan View Connection Elevation )rnd Plate Elevation Member Height (in): 5 Sheet Metal Thickness: 10 gage 0.1346/n Member Width (in): 3 Screw Size: 12-24 #11.2906 Member Thickness (in): 0.125 Screw Quantity (Top): 3 End Plate Weld Size (in): 1/8 Screw Quantity (Side): 3 PURLIN CONNECTION-ONE-SIDED A OK TAIL CONNECTION 2 BOLTS • Bolt Check:(2)0.625"Diameter,A325 Bolts Allowable Actual Load Combination I Member 0.1 klp /Trusstail2 OK - In 8.3 kipP 31 R 1 Shear AISC(J ) N OK 21 1 Trusstall2 2 Tension AISC(J3-1) RN/C1 13,6 kip 0.6 kip Trusstail2 OK i 221 Tru _ 0.1 kip 3 Bearing AISC(J3 6b) RN/C1 14.8 kip • End Plate Check:0.376"Thick Allowable Actual Load Combination I Member 4 Shear Yielding AISC(J4-3) RN/0 22.9 kip 0.1 kip 21/Trusstail2 OK 5 Shear Rupture AISC(J4-4) RN/C118.7 kip 0.1 kip 21/Trusstail2 OK 6 Weld Check w=o.f25" AISC(J2-3) RN/0 1.9 kip/in 0.1 kip/in 21/Trusstail2 OK 7 Plate Thickness(tP) �4Mrc 0,11 In 0.38 In 21/Trusstail2 OK• 22Wr Design Forces/ Moments • Fx(Axial) Fy Fz Mx My Mz Check Load CombinaUon Member ]k] [k] tk] ik-In] [k-In] [k-In] 1 22 Trusstall2 , 0.0 -0.1 0.0 0,0 0.0 1.2 2 21 Trusstall2 0.0 -0.1 0.0 CO 0.0 1.6 3 22 Trusstall2 0.0 -0,1 0.0 0.0 0.0 1.2 4 21 Trusstall2 0.0 -0.1 0.0 0.0 0.0 1.6 5 21 Trusstail2 0.0 -0.1 0.0 0.0 0.0 1.6 6 21 Trusstail2 0.0 -0,1 0.0 0.0 0.0 1.6 - 7 21 Trusstail2 0.0 -0.1 0.0 0.0 0.0 1.6 • x=21n 12 '.---� • x • 4,24 - 1.25 In . Fth� .... • 1 2.121n Fx,pl HSS4X4X0.125 4Fbb p Mz,pi Minimum Size Lp=4.24 in 1.74 In 2.12 In • I1.25 1n e 6= 19.47' Wp=4in Connection Elevation End Plate Elevation End Plate Section Member Height (in): 4 Number of Bolts: 2 Member Width (in): 4 Bolt Diameter (in): 0.625 Member Thickness (in): 0.125 End Plate Thickness (in): 0.375 • End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE • TAIL CONNECTION-2 BOLTS M OK • N Z r -< in cn m 0 -4 Company Company IIIRISA M delN me : II IRISA MdNName : Checked 8y Checked By: De Number Load Combinations(Continued) Basic Load Cases Descrimlon pol ta SRSS B a : Fe R Fe .R Fe B fa a Fe A Fa A Fe - Fr A Fa el C nescrlotinn Category x Gravity y z Gravl5r Joint Point tli.d mnded Aren( ern su, ce I 15 D+I r IYes Y L1 1 12 1 1 FRAMEWEIGHT DL -1 15 . D+S'''• Yes Y - • ••I 1 1 L3 1. ... .. .. _..;:. . 17 D+Su YeS_Y L1 1 L4 1 .. . 2 (.1 .. IL '.. 4 18 D+0.6Wx(Load Case_YesY •L1 1•15 1 ., 3 LL l l SL •SL • - . ..4 19 D.o.6142(Load Case--Yes_Y, 11 1 L6 1 5 SW SL 2 20 0+(0.6Vtix(Minimum))YesY .• Lt 1 12.9.6. . • 6 X WINDWARD I OW' - 'WL• • - . .3 ' 21 D+0.75(0.6Wx(Load-.Yes Y Li 1 5_751 2.75 7 XLEEWARD LOW WL 3 22 D+o.75(0.6Wx(Mini_Yete_Y • L1 1 1 .2,12_25 ' _ _. _ . 8 X SIDEWARD LOW ,. WL .. 6. '-' 23 D+0.75(0_BWx Mad-.YesY L1 1 L5 75 L3.75L 9 X WINDWARD UPPER WL _24 0+o.75(O-SWm(MiN_YesY 11 1 12 L3 75. in X I FFWARO I IPPFR ..••WI - . . 25 0.6D+0.6Wx(Load C...Ye8 Y Li 6 5 1 11 XSIOANARDIIPPFR W 26 0.6D+0.6wx(Load c..-YesY L1 6 L6 1 12 X1OMIMMNO WL _ 1 ' • 27 0.6D+(o.6Wx(Minim--yes Y L1 .6 1 9.6 _ _ ._. . 13 7 WINDWARD 1 OW WL 3 28 0+a6Wz(Load Case..Yeq V L1 1'.17 1 3 - 29 0+0.6Wz(Load Case--YesY Li 1 8 1 14 71IDFW RO I O W •WI - '. 16 7INDWADUOW WI 6 3p Dr(0.6Wz(Minimum))YesY 'fi 1fi ZVNNDWARD UPPER •- W - - . • 31 D+o.75(o.6wz(Load_Yes,Y Li 1 7512.75 17 Z I FFWARD UPPFR WI 32 D+0.75(o.6Wx(Mini._YesY Li 1 7 212.75 18 7 SIOFWARO UPPFR _WL . 33 D+0.75(0.652(Load.-Yes Y 11 1 .75 L3.75 19 Z10MINWIND WL 1 34 0+0.75(a$Wz(Mini_YesY Li 1 72J3.75 - 7n FX FRAME 'FL -135 0.60+0.652(Load C..,yes_y Li 6 1 21 EX ROOF EL 4 36 0.60+0.6Wz(Load C yes Y 11 .6 : 1 - _22 • F7 FRAMF S EL -1 37 3.6D+(0.652(Minim_.Yet.Y I1 '6 ... _23 FZ ROOF FL 4 38 1.0+0.14•sds)D+o.7F,(yes Y • L1 1.14 .7 _ 74 RI C 2 Trani yit Asea I mads Nnne184.. _39 f1,0+0.105•Sds)D+o_.Ye,Y I 1 1.1. •.5251 3-75 25 BLC 3 Transient Area Loads None 164 40 (0.60.745ds)D+0.7Exy991Y L1 .46 7 76 RI C 4 Trardent Arra 1 earls None , 164 , 41 (1.0+0.14•Sds)D+0.7..Yes Y Li 1.14 1. 7 27 RIC 5 Transient Area 1 nails None 99 42 (1.0.0.105•Sds)D r o_Ner,Y 1i 1.t_ 1..626 L3 75_ • 78 RI C 6 Transient Area I oads None • 116 - 43 (0.6.0.14•Sds)D+D.7Ezye5JY L1 .46 1. .7 • 79 RI C-Z Transient Areal nails None116 44 30 RI CB Transient Area I Dads' None • 737 - 45 - 31 ,BI C 12 Transieo)opa.l oads None 58 46 37 RIC 13 Transient Area I oads None 116 _. 47 33 RI C 14Transient Areal rads-None. 116 48 34 BLC 15 Transient Area Loads None 232 . ' 49 - 35 RI ft.19 Transient Arra I nartq None 58 `50 36 RI C 71 Transient Area 1 mads,None - 164 :' - 51 _ 37 61 C 23 Transient Area Loads-None 164 52 53 . . 54.- 1 4D • • 55 1.70+051r , )11.2 5 Load Combinations 56 1 70+055 .. I 1 1 7 , . 0 reription pot P. sass B Fe B. Fa 8 Fe B Fe...S fa B..Fe B Fa F, Fe A fe A Fe 57 1 2D+05Su 11 1 7 5 1 SFRVICED 1 1 2 2 58 12D+1.6Lr+n5Wx(_ • 111 16 L5-833 _ 2 SERVICEIr 3.20 • 59 12D+l$Lr+0.5Wx4 Li 12121.6,12 8 •- ._ _ _3 SFRVICF S 4 10 60.120+1.65+0.55x(_ - L1 1 2 L3 1.6 15 633,. • 4 -. SFRVICF Su • '5 10 - . ' . .. . ' ' .- 61 120+1.6s+nswx(-- L1 1 13 1.6 12 8 5 ;SERVICE Wx(Load C_ 6 13....7 23- 8 9.1-.9 10 1162 12D a.1.0Wx(Load C... .. •. L1 1 2 1.6.-12 .5 .' - 46 SERVICE Wx(Load C... • • - 6-1.-.7 -9.758-9_9 10 11 '" 63 12D+1.OWx(Load C-_ L1 1.2161.6._(,2_.5 _ 7 -SERVICE WZ(Lod C_. 13 13.-.14 2.3-.15 61-16 17 18 64 120+1.0Wx(Minima.. L1 1 7 12 16 12 5'" 8 SERVICE Wz(Load C._ .13 4--,14-92515,-9-16 17 . 18 - .- - - 65 120+1.OWx(Load C... L1 1 2 L5 1.6••3 3 .5 - 9 SERVICE Fx 20.371 21-743 66.12D+1.0%c(Load C_ -' -J 1 12 161-6_L3 5' •• 10 SFRVICF Fz.. • ' • • : 77.37173,-743 .. - 67 120+1.05x(Minima_ L1 1212 16 L3 .5 11 .. 0.90+1.0Wx(Load C... L1 9 L6 1.6.. 12 .. .. 69 13 �� � � 70 o.9D+1.0Wm6c Minim:.•.- 11 .9`12 76 ,4 _. D .., . .Yes Y •L7 1 .. .' :_.. :- 1.6Lr+ 1.6 .833 C 77 t2D* osws{.. I1 121717 c RISA-30 Version 15.0.0 [St--l-.1...LL_1...\19512 SQR20MR 2 20 10 110_ORBC17_D_A OMF R0181)BB.r3dj RISA-3D Version 15.0.0 [S:1-.\..1-.1..V-.1.U9512 SQR20MR 2 20 10_110_ORB 17_D A OMF_RQ Company Company . IIIRISA Designer , mer Checked- IIIRISA Job Number : Model Name : Checked By_ Load Combinations(Continued) Load Combinations(Continued) Descdelion Sol P 3558 5 Fa B Fa 9...fa..B Fa B.fa A F. A Fa Fe P Fa A Fa Description 501 p SRSS B..Fa..A Fa A.-Fa R Fa R_FAA Fa P Fa B Fa F Fa B Fa 72 12D+1-6LrAe.5Wz(.. .--•. • 11 1.212 1 6 19 8. .:.._ I ' - 129_ 73 12D+1.6S+0.5Wz L_ 1.1 1.213 1 6 L7.6a1 74.1. +1.63+05Wz(- 11 1?L3.1.619.8 131 . ., .. .. . 75 12D+1.oWz(Load C.. L1 1.2 L71.6_.L2 ,5 132 - ... . . 76 120+1:OWz(Load C_..... LI 12_L81.6-L2 5 -• .. 133 ...- 77 120+1.0Wz(Minimu... LI 1.2,19 16 L2 .5 -. 134 .. - 78,12D+1.OWz(Load c..- . 1112171.6..,13 5 - _. .. 135 79 12D+1.DWz(Load C_- ).1 1.2L81.6. 3 .5 80,120+1.0Wz .1inima_ ..:L1 12119 -.16�'3 .5 . 81 0.90+1.0W.(Load C_ I 1 .9 L71.6._ Joint Boundary Conditions Joint I abet- X Iklinl Y jktiint 7(klnl X Rot jk-e/radl Y Rot 11hadl Z RA Ik-1Vradl 84:f1 g3 0,90+1-DWZ(Minima._ 11 9 19 16 1 N1 reaction Readinr>_�eattion 2+02'Sds)D+.1.oE. . - .'11 1 4 19�1�1 3.2 ,-::. '- :..:.. .., -.-. .: . .`.- -2' ' ' N5 Reaction . Reacfion Reattiori"'.: :r:�:i:-i.`::•�' ''%.. ... =. .. 85 (0.9-02-Sds)D+1.0Ex 11 7 19 1 3 X18 Reaction , Reaction Reaction B6 (12+025ds)D+1.0E L7 1 4 L10 1:L3-2. - - ... d - ...N11 Reaction _Reaction _Reaction - - 87 (0-9.02'Sds)o+1.DEz L1 7 L10 1 88 89 Hot Rolled Steel Section Sets 90 .,•....::.. ... . 91 Label Shape owe pTUBE1st Material Moo ace Red Typi R A 3.98cal lw 6na1 Jzz r 22 3 3 135 92 ... F.,.A500 GCB Rect Typical-.:2 23'. .815:.•11 4- 17.6 1 Column HSS6xSx3 Column TUB 2Truss .HSS6x4XL Beam' TUR .. . - ... -. - 3 Tension HSS8x4x3 Beam TUBE A500 Grp Ret Typical 3 98 11.3 331 27 2 954 ••:••Pullin:.. .HSS5xIx7 _Ream' TI IRE.-A500:Gr.B Red_Typical :_177• 2 75• 6 03• 6 02 , .. ., _ ., 5___Tmss Tal HSS4x4x2 Ream TUBE A500 GCB Red Typical 1.77 4 4 4 4 6 91 •97 99 Member Primary Data Label IJohR_J Joint KJoird Rotale(de9t SedionfShaoe Tyoe Desitin List.Material Design 101 1 Columnl N1 N2 , 135 Column Column TUBE A5000- Typical .... - column.:TUBE.'.A5o0 G-:,Jydical . . .. .. 2 ..� ColWw1��12 ...• NS. -N6� :.�45�..�.:rr:-c.ColOmn<;...�: 103 3 C0lumtl3 NB - N9 315 Column Column TUBE 7%500 G-Typical 104 -SERVICE Fmx '..:__j0 1'21 '.2 °i Colum Cola . . ., � :�: :.- .. . �4.. .-Column4'� N11 N12: .. � � �25''���� - •••-Column. :. n.:TUBE..A500 Typical 105 SERVICE Fmz 22. 1 23 2 5 Trussl 142 N4 - Truss Beam TUBE A500 G-Typical .. . • 6 • Truss2 • ..N6 .N4 ' . .. Miss Beam';.TUBE• A5 0-Typical 107 0.O5n.14Sds1D+0.7_IYa,_Y L11.14L1.. 7 7 Tntss3 N9 N4 , _ _ Truss Beam TUBE A500 G_-Typical 108_(1.ow.105mds)D+o_.ySSY - LI 1.1_,l.t._525 L3.75 8 . . Truss4 N17 N4 :Truss':... .Ream TUBE. -A500 G_Typical 109(0.6-0.14•Sds)D+0.7.-YesY L1 .4611--.7 9 Trusstailt N3 N2 Truss Tail Beam TUBE A500 0-Typical 110)1.Oso.145ds)D+0.7.JYpn Y LI 1.14 L1. 7 ' • - - 10 Tmsstail2 • Ni N6 .. ••..,.. :.:TrussTail.-'.Beam:'TUBE'. A - wlral_ 111 )1.0+0.105•Sds)D+0--,Yes Y L11.1-.L1_-52513.75 11 Tnlsstail3 MO N9 Truss Tall Beam TUBE A500 G_Typical 11210.6-0.1PSds)D+o.7_YepY • 11 46,11_ 7 12 -•-Trusstail4• N13• N12 .- •.. . . .'-TntssTail Beam TUBE. A5000_Typical 113 13 Tensionl N6 142 Tension Beam TUBE_ 00 G_Tvotral 114 - . . - • 14 ....-Tension2 N9 'NB - '(Tension.:.. 'Beam•TUBE A5000.a TypicaL 115 15 Tension3 N12 149 Tension Beam TUBE G---Typical_ 116(12102•Sd)D+1-OE, .. I 1 14 L1_, 1 )3 2 - - - 16 ' --'.'Tension4 • '142 N12 - -<'-Tension ••'•,@Sam :TUBF.ASOOGr.:Typical_ 117)0.9-o2.Sds)D+1.0E- Li 7 L1- 1 17, Puninl NP101 NP102 7657 Purlin [Team TUBE A5500._Typical 116(12+02•Sds)D+1.0E- ".: L1 1.4 L1_ 1 L3_2 .. ,A500 G-Typical .18 � Pudin2 NP'102NP103 ���'?6.57-'�� °� Pitdin��: ��Beam.'TUBE 119(0.9-o2sds)D+1.0E-_ Li 7 L1-. 1 19 Purtin3 NP103 NP104 2657 Pullin $gam TUBE A5000.--Typical .. ,,.., 20 � ..Pudin4 :.NP104 NP101 - .�' '?6 57�-.: •::: Pullin...� I;T aam<TUBE G_Tvnlcal 121 Member 172AdvancedData Label I Release J RrvMr I nrcrt� srtlnl orfyN TIC nnN ahv,iI A hol, Inactive-� mlc r>psip0,None )- 125 1 Columnl Yes N . .. ... '� .. .. 127 ... .-:._.,. 3 Columna None RISA-3D Version 15.0.0 )S:l..k...1-„\...L..L.A19512 SQR20MR 2 20_10_110 DRBC17_D_A OMF_R af3d) RISA-3D Version 15.0.0 SA._\...\...1.-)-..1.-.119512 SQR20MR_2_20 10 11 D_CRBC17_D A OMF_R a.l3d] • Company Com IIIRISA Designer Designer Job Number Checked By III RISA Job Numbef Checked By: Model Name Model Name Member Advanced Data(Continued) I abet I Release Release I Otrsetbn1 J OflsetrinLT/C Onkr phvsirai. nates s Inactive.5eismic Deslan- Envelope A!SC 14th(360-10):ASD Steel Code Checks 4 Colulnn4 - - •"'' -Y - None: Member Shape -Code C I odrl I rehear 1 orpl,l Dir I C Pndom lid PrNom lk1 MrnWnm Mnntom CO Fon 5 Trussi Yes None 1 Columnl HSS6x6x3 .392 10.5112 .012 0 v'112 51.146 109 629 222.012 222,0121-,H1-lb 6. ' •Truss2 - - -- Yes.: .' - - None' 7 Columnl•.HSS6x6x3 -435,. 105 107`:'014' .:._0.,:y.1°7'51.146`109679 222012 292012 L_H1-1b 7 Truss3 Yes None 3 Column3 HSS6x6x3 .435 10.5 110 .014 0 v 110 51.146 109.629 222.012 222.012 1--,Hi-lb 4 Column4-10556x653 43,5=10 5 110-:014 ..0P.:y'110:51 146.109 679 222 012 222 012 1_,H1-1b' 9 Tnrsstaill Yes None 5 Trussi HSS6x4x2 .130 9 111 .032 12 v 107 48.832 61.425 73.197 115 633 1-H1-lb 10 Trusstail2 'Yes None 6 Truss2 HSS6x4n2 .130 :0 -111 037.. -12-]1110:48'832. 61475 73197 115:6331_,H1-1b 11 Tnustail3 Yes None 7 Truss3 HSS6x4x2 .117 .97 21 .030 6.061 v 110 48.832 61 425 73197 115.633 1-,H1-lb 12 • Trusstail4 • . ... • Yes - '-None- . 8 Truss4 HSS6x4x2 ,130 0*..'108:.032 12• y-107 48.832, 61.425 73.197 115.633 1-H1-lb 13 Tensiont Yes None 9 Trusstail1 HSS4x4x2 .022 3 21 .007 3 v 31 41.768 48.754 65.792 65792 2-Hi-lb 14_-_Tensiont - -Yes - .. None 10 Trusstail2 HSS4x4x2 .025 -.3 21 .008 .3' v.21 41.768 .48.754 65792 65.792 2-:H1-ib 15 Tension3Yes None 11 Trusstait3 HSS4x4x2 075 3 31 ,008 3 v 31 41,768 48.754 65.792 65792,2-H1-1b 16 Te. r• - ._ - •. None : 12 Trusstail4 HSS4x4x2 .025 3- 31 .008-'3 y-31 41.768 48.754 65.792 65.792 g--H1-lb 17 Purlinl AIIPIN _BenPIN Yes None 13 Tensiont HSS8x4x3 278 0 107 025 16 v 71 71 657 109629 141 4 780 958 2--Hl-lb 18 Purling AIIPIN BenPIN - -- -Yes 'None • 14 Tension2 HSS8x4x3 229- -.0- 11d-.025 16- v 31 71.657-109.629 141 4 280.958 2-;H1-1b 19 Pudin3 AIIPIN BenPIN Yes None 15 Tension3 HSS8x4x3 728 16 107 025 0 v 21 71 657 109 629 141.4 280.958 2.Hi-lb 20 Purfin4 AIIPIN BenPIN Yes None 16 Tension4 HSS8x413 728 -'16 110 .024 0- v 31 71 657 109679 1414 7809562-H1-lb 17 Purtinl HSS5x3x2 187 396 15 017 0 v 31 31 68 48.754 47.569 80.707 1-H1-lb 18 Pudinl HSS5x3x2 203,3,96 31 --02D• •0.•v•31 31 68 48 754 47 569 80 707 1-H1-16 Hot Rolled Steel Design Parameters 19' Pudin3 HS.55x3x2 .203 3.96 21 .020 0 v 21 31.68 48.754 47,569 60.707 1-H1-1b I abel Shape I enpth 1 WWII 1 ten, l I romp inept))comp hot )4nr I(yy,Kra CO Function 20 Purfin4 HSSSICSx7 187 396 1S 017 0 'v 21 31 68 48 754 47 569 80 707 1_,H1-0b 1 Columnl Column 10,5 2 2 Lateral 2 - Column2 Column 10 6 -- - - - - 2-•_.2 • •-' I aural Material Takeoff 3 Column3 Column 10.5 2 2 Lateral 4 Column4 Column 10.5 °' - '" 2 7 ` lateral Material See Pieces Lenothlnl Werphln R1 5 Trussi Truss 12 segment .65 .65 Lateral 1 Hot Rolled Steel 6. ••Truss2 • ' Truss- 17 segment.... •. 65 65 - .-I ateral- 2 , - A500 Gr B Red �`HSS4x4x2 '4',•,...- ..12'.. 77 T 7 Truss3 Truss 12 Segment65 65 Lateral 3 A500 Gr.B Red HSS5x3x2 4 32 • 207.3 8-- Trus$4 Truss 12 Segment- - .65 _65 Lateral 4 9 Trusstaill Truss Tail 3 2.1 2 1 Lateral 5 A500 Gr B Red HSS6x6x3 4 42 .10 Trusstail2. TnssTait .3 .. 2.1 2.1' .. Lateral .: '6 11 Trusstail3 Truss-rail 3 2 1 2.1 Lateral 7 Total HR Steel 70 198 7270 7 12 • Trusstail4 -Toss Tail 3 ... ... ...... . . 13 Tensiont Tension 1665 .65 Latera 15 Tension3 Tension, 16 65 65 Latera 17 Pudinl Pullin 8 1 1 Latera 19 Pudin3 Pullin 81 1 Latero 20 ...Pudin4 'Pullin -8 ' Hot Rolled Steel Properties 1 abel E Iksit G.lksl Nu Jlierrnhl Densm)INII"31 YioUn 1 Ry Fulks1 RI 1 A992 29000 11154 3 .65 490 50 1.1 65 1 1 •:2', A36Gr-36 ;: '29000 11954..'.'3'...:-''6.5'' ::-.490'"::.1,;.,;36:;_•'15-:'...•58,..,..12.-,. 3 A572 Gr.50 29000 11154 .3 .65490 50 1.1 65 1.1 -..4.r •A500 GCB RND • 29000-:11154-;.::'3-:-.• -.65 - 527:.-s'...:-42'.,::--•"-1.4._•--58-::'''13- 5 A500 Gr.13 Rect 29000 11154 .3 65 - 527 46 1.4 58 1.3 6.- 153Gr13,. . ' 29000'•11154' s:' 3:::' 8:.65..-:r::490::,.::..•::.35..:....:16:'. :60 '. ::.1.2-1'- 7 A1085 29000 11154 3 65 490 50 14 65 1.3 RISA-3D Version 15.0.0 [S:\,,,\.,.,.\_..\..,\_..\19512 SQR20MR_2 20_10_110_ORBC17_0 A OMF R01A;a66(dd) RISA-3D Version 15-0.0 [S:L_'1_3._\._L.\_.119512 SQR20MR 2 20 10 110 ORBC17_D A OMF R S.r3d) Z m r • i ° McELROY METAL _ sa, CORPORATE.' OFFICE • P.O. BOX 1148 • SHREVEPORT, LA 71163-1148 • (318) 747.8000 • FAX (318) 747-8029 , TEC1-1NCALI EU I I r11 1 . Issue Date:June 1,2006 No,07-232-06 Multi-Rib Lr 12 1 ia, • 36'COVERAGE SECTION PROPERTIES TOP IN COMPRESSION BOTTOM IN COMPRESSION FY WEIGHT V. P..ad P.mt I. S. M. la S. Ma GAUGE (KSI) (PSF) kip/ft. lbs/ft. lbs/ft. (in,4/ft.) (In.'/ft.) kip-in./ft. (In.4/11.) (In.3lft.) kip-In./ft. 24 50.0 1.14 0.9053 223.34 377.49 0.0523 0.0576 1.7233 0.0327 0.0543 1.6267 • 1.Seolion properties are calculated In accordance with the 2001 AISI North 4.1x is for deflection determination, American Specification for the Design of Cold-Formed Steel Structural Members. 5.Se is for bending. 2,Va Is the allowable shear. 6.Me Is the allowable bending moment. 3,Pa Is the allowable load for web crippling on end&Interior supports. 7.All values are for one fool of panel width. Allowable Uniform Loads (PSF) Span in Feet Span Type Load Type 1.60 2.00 2.60 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 ..7.00 7.50 8.00 8,50 9.00 Positive Wnd 510 287 183 127 93 71 56 45 37 31 27 23 20 17 15 14 Negative Wind 481 271 173 120 88 _67 53 43 J 35 30 25 22 _19 16 15 13 _ Single Live 510 287 183 127 93 71 56 T 46 37 31 27 23 20 17 15 14 Deflection(0180) 1364 571 292 166 106 71 50 38 27 21 15 13 10 8 7 6 Deflection(11240) 1015 426 219 126 79 53 37 27 20 15 12 9 8 8 5 4 ` Positive Wnd 431 253 186 116 68 88 62 42 35 29 25 22 19 16 14 13 • Negative Wnd 451 285 175 123 91 70 65 45 37 31 26 23 20 17 16 14 • 2 Span Live 431 253 166 116 89 68 52 42 35 29 26 22 19 16 14 13 Deflection(11180) 2851 1118 572 331 208 139 96 71 63 41 32 26 21 17 14 12 Deflection(L/240) 1988 536 429 248 158 104 73 53 40 31 24 19 16 13 10 9 Poslllve Wind 516 309 204 144 107 82 65 63 44 37 31 27 23 21 18 16 Negative Wind 638 324 214 152 113 87 69 56 46 39 33 29 25 22 19 17 3 Span Live 616 309 204 144 107 82 65 53 44 37 31 27 23 21 18 16 , Deflection(L/180)• 2077 878 446 269 163 109 76 56 42 32 25 20 18 13 11 9 Deflection(11240) 1557 657 338 194 122 82 57 42 31 24 19 15 12 10 8 7 1 Positive Wind 489 291 191 135 100 77 61 49 41 34 29 25 22 19 17 16 Negative Wind 510 305 201 142 105 51 64 52 43 36 31 27 23 20 18 16 4 Span Live 489 291 191 135 100 77 81 49 41 34 29 25 22 19 17 15 . Deflection(L/180) 2204 930 476 275 173 118 81 59 44 34 27 21 17 14 12 10 Deflection(11240) 1653 897 357 206 130 87 81 44 33 25 20 18 13 10 9 7 Notes: - - 1.Allowable uniform bads are based upon equal span lengths. 2.Positive Wnd Is wind pressure and Is NOT Increased by 33 113%. 3.Negalive Wind Is Wind suellan or uplift end Is NOT increased by 33 1t3%. 4.Live Is the allowable live or snow Toed. 6.Deflection(1../1130)N the allowable load that limits the panel's deflection to U160 while under positive or live load. 6.Deflection(L1240)le the allowable load that limits the panels deflection to U240 while under positive or live load. 7.The weight of the panel hes NOT been deducted from the allowable loads. 8.Positive Wind,Negative Wnd,and Live Loed values ere limited to combined sheer&bending using Eq.C3.3.1-1 of the AISI Specification. 9.Positive Wind and Live Load values are limited by web crippling using a beating length of 2", 10.Web crippling values are determined using a ratio of the uniform load auluelly supported by the top flanges of Iha section. . CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION • CLINTON,IL SOUTHEAST DIVISION • PEACHTREE CITY,GA WESTERN DIVISION • ADELANTO,CA NORTHEAST DIVISION • WINCHESTER,VA SOUTHWEST DIVISION • BOSSIER CITY,LA BLUEGRASS DIVISION• LEWISPORT,KY WEST TEXAS DIVISION • MERKEL,TX GREAT LAKES DIVISION • MARSHALL,MI