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Specifications ., L i © 00 1.7 1' l 1 1 3 1 5 ■✓ 6o( - • • JUMP SKY HIGH PHASE II . • _I STRUCTURAL CALCULATIONS • ACCESS PLATFORMS PL1 -PL6 TRAMPOLINE STRUCTURES TR 1 -TR5 , • aS G I N 4 ' F ` 12 / /_ 0 .Fe Q • • y IS ' D.- G i\& EXPIRES: - July 12, .2010 CIDA.PROJECT NUMBER: 100053.02 • ji , r7 e),.. A 15895 SW 72 AVE, SUITE 200 PORTLAND, OREGON 97224 (503) 226 -1285 3 fax (503) 226 -1670 E -MAIL: info @cidainc.com 1 COMMERCIAL INDUSTRIAL DESIGN ARCHITECTURE P.C. CIDA INC. n 4445 SW BARBUR BLVD., SUITE 200 PROJECT NAME: PROJ. No. S HEET Pt I • PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: By: DATE: E -MAIL: info @cidainc.com I - HI — - ' I ' 1 T T --1 1 • .11 T] 1 - I - 1-- r . I P . . a' T.v, I �- �,;. /Oi'Sf ' L � /O�fi- - - —... 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I 8 . . • .1 .....,1 " ;,.=,, u�l' � II��II =- __ - -__ - _. -___ _ - - - -- - -._ -- _ - - -__ = it -II n IlO�ll II -II 1 II��II II ■II 12' -6' 1-1 ' 43' -4' 1 4 6' -0' J, 4445 SW BARBUR BLVD., SUITE 200 PRO/[CT NAME: PRO /. NO. SHEET ft 3 PORTLAND, OREGON 97239 TEL: 503.226.1285 .FAX: 503.226.1670 TITLE: • By: DATE: . E -MAIL: Info @cidainc.com . 1 ____[ ___ ___ i G 'lII ��0 rh L� Z, - -- I= -- - -1 - -• I 3 f . • ., , , I __. I • 1. -, ma • -t — 1_1 . .! ._ 1 . 2.---„ , . _19t-._ . - -� — - - - - - - a - - - -- - - - - - -- • -- - —� _ L_� . ,f .. . A, - 1 fo,y/-13 i c: 2 r i 1: 1 ii i ) 4 ' - 4 i IR' . IN i 1 _ ______ ______ EL ., ■' ______. ,______,;_._ ,, • ..,.. !, ill MN III 1111 . IL II II__ i_ I 1_ .____ __ ._._._ .._ ,r3 al ill II . 71immrma mill .....r ■■■ ■■ ■■■■ ■■ ■■ ■■■ ii ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE • CIDA Jump Sky High 100053.02 TEL: (503) 226 -1285 7/12/2010 FAX: (503)226 1670 Pty BASE SHEAR COEFFICIENT FOR PLATFORMS I.iaht framed walls with wood shear Panels R := 6.5 Response Modification Factor TABLE 12.2 -1 S2 := 3 System Overstrength Factor TABLE 12.2 -1 Seismic Response Coefficient Per Section 12.8 SDS•Ip Cs R . C = 0.118 Controls I CSmin :_ .5S1 • R CSmin = 0.03 V := C Wseis V = 0.12 Wseis E :\adcadd \1010053.01 Greenburg Rd Jump Sky High TI\structural \trampoline.mcd WI" 1111. Title : Job ft 15895 SW 72nd A Suite 200 • Dsgnr. :. Poitfand; OR 97224 Project Desc.: • 5037226.1285 • 4 503-226-1670 Fax Project Notes ._.... _...- ._..... _..___.._.._._.__- .-- _ ----. •- -, --- Pictled17.111E ?010. 4:10PM I Wood Beam Desi n : Et�dt10- 0, arear RdJumpSkyKphT N sky . a • - s 9 ENERCALC, INC. 15892010, Vac 6 / 09, N29413 LIc. fJ : KW -06006865 License Owner : CIDA INC. , Description : Wood platform joist at 16' o.c.100pst LL and 10' -0' max span - Material Properties Calculations per IBC 2006, CBC - . ............. __... _..- -- ......._. -- - - -- - ... - -- -._........._ .............---------- - -• - - -- ' --- - 2007, 2006NDS Analysis Method : Allowable Stress Design Fb - Tension 900.0 ps E: Modulus of Elasticity • Load Combination 2006 IBC & ASCE 7 -05 Fb • Compr 900.0 ps Ebend• xx 1,600.0ksi Fc - Pdl 1,350.0 ps Eminbend • xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 ps Wood Grade : No.2 Fv 180.0 ps Ft 575.0 ps Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase • D(0.0133 ), L(0.1333) I 2x10 • - • Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 ' Uniform Load : D = 0.01330, L = 0.1333 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Oesi • n OK • - Maximum Bending Stress Ratio = 0.903 1 Maximum Shear Stress Ratio = 0.374: 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 1,028.02 psi fv : Actual = 67.36 si si . FB : Allowable = 1,138.50 Fv : Allowable p p = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 5.000f1 • Locatiorl,of maximum on span = 0.000 ft Span 8 where maximum occurs = Span it 1 Span 8 Where maximum occurs = Span 8 1 Maximum Deflection Max'Downward L +Lr +S Deflection 0.191 in. Ratio = 628 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 • Max Downward Total Deflection 0.210 in Ratio = 571 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span a M - V C d C fi C r C m . C C fu Mactual fb- design Fb-allow Vactual Iv-design Fv -allow +D -.. - - - Length = 10.0 ft 1 0.082 0.034 1.000 1.100 1.150 1.000 1.000 1.000 0.17 93.27 1,138.50 0.06 6.11 180.00 +D+L +H 1.100 1.150 1.000 1.000 1.000 Length = 10.0 ft 1 0.903 0.374 1.000 1.100 1.150 1.000 1.000 1.000 1.83 1,028.02 1,138.50 0.62 67.36 180.00 +D+0.750Lr+0.750L+H 1.100 1.150 1.000 1.000 1.000 Length =10.0 ft 1 0.698 0289 1.000 1.100 1.150 1.000 1.000 1.000 1.42 794.33 1,138.50 0.48 52.05 180.00 +D+0.7501.+0.7505+H 1.100 1.150 1.000 1.000 1.000 - Length = 10.0 ft 1 • 0.698 0289 1.000 1.100 1.150 1.000 1.000 1.000 1.42 794.33 1,138.50 0.48 52.05 180.00 . +D+0.750Lr +0.750L+0.750W +H 1.100 1.150 1.000 1.000 1.000 Length = 10.0 ft 1 0.698 0289 1.000 1.100 1.150 1.000 1.000 1.000 1.42 794.33 1,138.50 0.48 52.05 180.00 +D+0.750L+0.750S+0.750W+H 1.100 1.150 1.000 1.000 1.000 Length = 10.0 ft 1 0.698 0289 1.000 1.100 1.150 1.000 1.000 1.000 1.42 794.33 1,138.50 0.48 52.05 180.00 • +D+0.750Lr+0.7501+0.5250E +H 1.100 1.150 1.000 1.000 1.000 Length =10.0 ft 1 0.698 0289 1.000 1.100 1.150 1.000 1.000 1.000 1.42 794.33 1,138.50 0.48 52.05 180.00 ULM, uVli. Title : Job 41 15895 SW.72ndAve. Suite 200 Dsgnr: P6 Portland, OR 97224 Project Desc.: 503-226-1285 Project Notes : 503. 226.1670 Fax hulled: 12 JUL 2010. 9.00AM • I Wood Beam Design - ---- ENERCALC, INC. ltr02olo, Van 61.03, N29413 Lic. JI : KW License Owner : CIDA INC. Description : Wood platform joist at 16" o.c:100ps1 LL and 6' -9' max span - Material Properties _ ____. ___.._.._ ..... _.... _ _ _ ... __._ ....._...._.._ .__ .... _. __.._ Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb • Tension 900.0 ps E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900.0 ps Ebend- xx 1 ,600.Oksi Fc • NO 1,350.0 ps Eminbend • xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 ps Wood Grade : No.2 Fv 180.0 ps Ft 575.0 ps Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase D(0.0133) L(0.1333) - -- - -- - - #_- - - - - -- • >r - - - ---- - - - -- 2x6 Span = 6.750 ft Applied Loads - - - -_ _ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 _- - - -- -_ -- -_ - - -- - -- Uniform Load : D = 0.01330, L = 0.1333 VII, Tributary Width = 1.011 D E S I G N S U M M A R Y ...., Desi: n OK • Maximum Bending Stress Ratio = 0.98,3 1 Maximum Shear Stress Ratio = 0.435 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 1,324.85psi fv : Actual = 78.26 psi . FB : Allowable = 1,345.50 psi Fv : Allowable = 180.00 psi Load Combination +D +L +H: Load Combination +D +L +H Location of maximum on span = 3.375ft Location of maximum on span = 6.311 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection . Max Downward L +Lr +S Deflection 0.189 in Ratio = 429 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.207 in Ratio = 390 Max Upward Total Deflection 0.000 in Ratio = 0 <180 • Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ _ Summary of Shear Values Segment Length Span # M V C d C fry C r C m C t C f Mactual fb- design Fb -allow Vactual fv-design Fv -allow Length = 6.750 ft 1 0.089 0.039 1.000 1.300 1.150 1.000 1.000 1.000 0.08 120.19 1,345.50 0.04 7.10 180.00 +D+L +H 1.300 1.150 1.000 1.000 1.000 Length = 6.750 ft 1 0.985 0.435 1.000 1.300 1.150 1.000 1.000 1.000 0.83 1,324.85 1,345.50 0.43 7826 180.00 +D+0.7501.r+0.750L +H 1.300 1.150 1.000 1.000 1.000 Length = 6.750 ft 1 0.761 0.336 1.000 1.300 1.150 1.000 1.000 1.000 0.65 1,023.69 1,345.50 0.33 60.47 180.00 +D+0.750L +0.750S+H 1.300 1.150 1.000 1.000 1.000 - Length = 6.750 ft 1 0.761 0.336 1.000 1.300 1.150 1.000 1.000 1.000 0.65 1,023.69 1,345.50 0.33 60.47 180.00 . +D+0.7501r+0.7501+0.750W +H 1.300 1.150 1.000 1.000 1.000 Length = 6.750 ft 1 0.761 0.336 1.000 1.300 1.150 1.000 1.000 1.000 0.65 1,023.69 1,345.50 0.33 60.47 180.00 +D+0.750L+0.750S+0.750W +H 1.300 1.150 1.000 1.000 1.000 Length = 6.750 ft 1 0.761 0.336 1.000 1.300 1.150 1.000 1.000 1.000 0.65 1,023.69 1,345.50 0.33 60.47 180.00 • +D+0.750Lr+0.750L+0.5250E +H 1.300 1.150 1.000 1.000 1.000 Length = 6.750 ft 1 0.761 0.336 1.000 1.300 1.150 1.000 1.000 1.000 0.65 1,023.69 1,345.50 0.33 60.47 180.00 CIDA : Jump Sky High 100053.02 ' TEL: (503) 226 -1285 7/12/2010 • FAX: (503)226 1670 rK 1 • SKY HIGH SPORTS • TRAMPOLINE STRUCTURES DESIGN CRITERIA 2007 OSSC/ 2006 IBC Location: Tigard, OR 97223 Design for a live load of: w := t oopsf wfd := lopsf wft wn + wfd wft = 110 psf Response Spectral Accelerations Occupancy category II TABLE 1 -1 Maimed Importance factor Occupancy Cat. Imp. Fact. I, II 1.00 S := 1.061 III 1.25 IV 1.50 S1 := 0.372 Site .Class= D t Seismic Design Cat.= D Tables 11.6 -1 8411.6-2 F := 1.08 Site Coefficient TABLE 11.4 -1 F := 1.66 Site Coefficient TABLE 11.4 -2 y►'/ - yN4� f y � p Rl3 Adjusted Maximum h � M �,p ,`f ��� Ki' N Sms := Fa' Ss Sms = 1.15 • � 1 R� G p 1 ' 0 • S := F S1 S = 0.62 t0r . t i \ \o Design % 0 , .0 SDS 3 ' SDS = 0.76 �' ? 2 `y \ SDI := 3' Sml SDI = 0.41 ` .r \ ..„ , .....,_ Ip := 1.0 R : = 3.5 S2 : =2.5 ... ... ,l- . , ' J E :\adcadd\10 \0053.01 Greenburg Rd Jump Sky High TI\structural \trampoiine.mcd • CIDA Jump Sky High 100053.02 TEL: (503)226 -1285 7/128010 FAX: (503)226 1670 Typical module is 10ftx1 Oft with supports at ea. corner and intermediate supports on each side. The intermediate supports have lateral braces normal to the side that they support. Assumptions: Assume and Impact load from a jump /land of a person weighing 250Ib, jumping or landing, (2) on each adjacent trampoline and one directly on rail or at corner. Therefore, assume (3) impact loads for side rail design and (5) for post design P := 2501bf Assume a jump or fall of 6ft Velocity at Impact: hi := 6ft g = 32.17 ft vi := (2hi•g) ° ' S ' _ ft sec 2 v 19.65 — sec Time to slow to Ofps At := 0.Ssec v v Impact is given by v := 0— I := —• e I = 305.36 lbf per person, conservatively sec g At assuming all jumping/landing at same time • For a person jumping/landing at 30deg angle I1 := I•sin(3odeg) II = 152.68 E:ladcadd11010053.01 Greenburg Rd Jump Sky High Tllstructural ltrampoline.mcd • CIDA Jump Sky High 100053.02 TEL: (503) 226 -1285 7/12/2010 FAX: (503)226 1670 Tx') • Lateral Stability of trampoline Stability Is accomplished by the moment at the top of the corner columns The corner columns work together and the larger the area involved the more columns participate and the likelyhood that lateral motions tend to cancel out. Worst case is the 60" tall 2" schedule 40 pipes. There are (2) beams tributary to one post in each direction, therefore the capacity is determined by the post. For (1) post: S := 0.5611n3 M := 0.6.35ksi• S M = 981.75 ft. lb Fh := 60iri Fh F = 196.351b Il = 152.68 lateral force per person landing at 30degree angle Assume (3) people landing at angle per trampoline 3 Il 4•Fh Trampoline legs are adequate for assumed lateral force. E:\adcadd \10 \0053.01 Greenburg Rd Jump Sky High TI\structural \trampoline.mcd U1UA, !NU: , Title : Job # 15895 SW 72nd Ave. Suite 200 Dsgnr. Portland, OR 97224 Project Desc.: 503 -226 -1285 Project Notes : T / 503. 226.1670 Fax - - - -- - -- - -- - - -. -- - • - • _ __ rl Lua Jul. rr u 12 J 10. 11 :13AM Steel Beam Design ENERCALC, INC. 19E132010, Van 6.1.03, N29413 Lic. Jt : KW 06006865 license Owner : CIDA INC. Description : Trampoline side rail 2' pipe with (3) persons at center ' Material Properties T Calculations per IBC 2006, CDC 2007, 13th RISC _... -• - - - - - - - - --- ..._... --• - -- --- - •- -•- _.... - - -- ----.-.--- ---------- -- Analysis Method : Allowable Stress Design Fy : Steel Yield : 35.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 I. (0.916) Span = 6.0 ft Pipe2 Std Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam . self weight calculated and added to loads Loads) for Span Number 1 Point Load : . L = 0.9160 k @ 2.50 It DESIGN SUMMARY Desi • n OK - Maximum Bending Stress Ratio = 0.929: 1 Maximum Shear Stress Ratio = 0.074 : 1 Section used for this span Pipe2 Std Section used for this span Pipe2 Std • Mu : Applied 1.156 k -ft Vu : Applied 0.4672 k • Mn / Omega : Allowable 1.245 k -ft Vn/Omega : Allowable 6.287 k • Load Combination a D +L +H Load Combination +D +L +H Location of maximum on span 2.500f1 Location of maximum on span 0.000 ft Span # where maximum occurs Span ft 1 Span # where maximum occurs Span 41 1 Maximum Deflection - Max Downward L +Lr +S Deflection 0.228 In Ratio = 262 Max Upward L +Lr +S Deflection 0.000 In Ratio = 0 <180 Max Downward Total Deflection 0.231 In Ratio = 259 • Max Upward Total Deflection 0.000 In Ratio = 0 <180 • Maximum Forces & Stresses for Load Combinations _ _ Load Combination M axStress Ratios Summary of - Moment _ Values . - Summary of Shear Values Segment Length Span # M V Mmax+ Mmax • Ma • Max' • Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope +D Dsgn L = 5.00 ft 1 0.929 0.074 1.16 1.16 2.08 125 1.31 1.00 0.47 10.50 629 • Dsgn. L = 5.00 ft 1 0.009 0.001 0.01 0.01 2.08 1.25 1.14 1.00 0.01 10.50 629 +D+L +H • Dsgn. L = 5.00 ft 1 0.929 0.074 1.16 1.16 2.08 1.25 1.31 1.00 0.47 10.50 629 +D+0.750Lr+0.750L +H Dsgn. L = 5.00 ft 1 0.699 0.056 0.87 0.87 2.08 1.25 1.31 1.00 0.35 10.50 629 +D+0.750L+0.750S+H Dsgn. L = 5.00 ft 1 0.699 0.056 0.87 0.87 2.08 1.25 1.31 1.00 0.35 10.50 629 +D+0.750Lr+0.750L+0.750W +H . Dsgn. L = 5.00 ft 1 0.699 0.056 0.87 0.87 2.08 1.25 1.31 1.00 0.35 10.50 629 +D+0.750L+0.750S+0.750W+H Dsgn. L = 5.00 ft 1 0.699 0.056 0.87 0.87 2.08 1.25 1.31 1.00 0.35 10.50 629 +D+0.750Lr+0.7501.+0.5250E +H Dsgn. L = 5.00 ft 1 0.699 0.056 0.87 0.87 2.08 1.25 1.31 1.00 0.35 10.50 629 +D+0.750L+0.750S+0.5250E +H • - Dsgn. L = 5.00 ft 1 0.699 0.056 0.87 0.87 2.08 1.25 1.31 1.00 0.35 10.50 6.29 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'- Dell Location In Span Load Combination Max. '+' Deft Location In Span D•1. 1 0.2312 2.525 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location In Span Max. Upward Deft Location In Span D Only 1 0.0029 2.525 0.0000 0.000 LL Only 1 0.2284 2.500 0.0000 0.000' 1 0.2312 2.525 0.0000 0.000 U1IJA, INU. Title : Job # 15895 SW 72nd Ave. Suite 200 Dsgnr: .. . Por land, OR 97224 Project Desc.: T . - 503 - 226.1285 C 503 226.1670 Fax Project Notes --- - -• -. _ --- • -...- •- - --- -- Noted I[ Jt11.2010. 6:JhAh1 [ Ste Column ENERCALC , INC. 1B834010, Von 6.1.03, N29413 • . LIc. 4 KW - 06008665 License Owner : CIDA INC. Description : 2' dia. pipe corner post loaded with (5) persons • t. General Information Code Ref • 2006 IBC AISC Manual 13th Edition Steel Section Name : Pipe2 Std Overall Column Height 5 ft Analysis Method : 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy :Steel Yield 35.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi X•X (width) axis :Unbraced Length for X•X Axis buckling = 59, K = 1.0 Load Combination : Allowable Stress Y•Y (depth) axis :Unbraced Length for Y•Y Axis buckling = 5 ft, K = 1.0 Applied Loads _ _ - - - Service loads entered. Load Factors will be applied for calculations. Column self weight included : 23.790 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 6.50 ft, D = 0.250, L = 1.527 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bending Stress Ratio = 0.1153 :1 Maximum SERVICE Load Reactions .. Load Combination +D +L +H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X•X 0.0 k At maximum location values are ... Top along Y•Y 0.0 k Pu : Axial 1.801 k Bottom along Y -Y 0.0 k Pn /Omega : Allowable 15.622 k - Maximum SERVICE Load Deflections .. . Mu-x :Applied 0.0 k-ft - Mn -x / Omega : Allowable 1.245 lc-ft Along Y -Y 0.0 in at 0.0ft above base Mu-y : Applied 0.0 kft for load combination . Mn•y / Omega : Allowable 1.245 k -ft Along X -X 0.0 In at 0.0 ft above base for load combination : ' PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max.ebove base 0.0 ft - At maximum location values are ... Vu : Applied 0.0 k Vn /Omega : Allowable 0.0 k Load Combination Results Maximum Axial + Bendino Str Ratios Maximum Shear Ratios Load Combination _ Stress Ratio Status Location _ Stress Ratio Status Location +D .0.018 PASS 0.00 ft 0.000 PASS 0.00 ft +D +L +H 0.115 PASS 0.00 ft 0.000 PASS 0.00 ft +D +0.750Lr +0.750L +H 0.091 PASS . 0.00 ft 0.000 PASS 0.00 ft +D +0.750L +0.750S +H 0.091 PASS ', 0.00 ft 0.000 PASS 0.00 ft +D +0.750Lr +0.750L +0.750W +H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft +D +0.750L +0.750S +0.750W +H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft +D +0.750Lr +0.750L +0.5250E +H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft +D +0.750L +0.750S +0.5250E +H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non - zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction • Load Combination @ Base 0 Top 0 Base 0 Top D Only L Only D+L - Maximum Deflections for Load Combinations • Unfactored Loads . - Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance - - D Only - -- -- 0.0000 In 0.000 ft 0.000 In 0.00011 L Only 0.0000 In 0.000 ft 0.000 In 0.000 ft 0 +L 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe2 Std