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Home My WebLink AboutBP & DOCS - 06-00276 - Stonebrook Apartments - CarportsZ O rn F• a c°7i ? ~ n 0 o m ~ ~ c c v ~ m a m v ~ ~ a~'~ o ~ v ~. m v ~ _~ ~~~N C 41 (~ C C ~ ~ . ~ ~ f~ 7 C7 ~ ~ O (p ~ N .~n a~ ~ a ~ i o v s c m 3 ~ a ~ T ~ o o ~, . ~ ,< y a ~ ~ m ~ a m m o ~ o v ~ . a~ ~~' ~z m o `G 'O N ~ ~ n C O ~ ~ N fl. ~ ~ C ~ N Z (~ fQ S C ~ ~ ~ N M N N ~. ~ V/ p (D =a o ~ ~ a o ~~ N ~'p '~perp O N N n 0 7 = 3 0 ~ ~ ~ f ~ ~ ~ ~ o ~ °: c~ 0 ~ ~ ~ ~ o m ~a a 2 N m C O Z "'~ r "~ r v m. W C v ^z Y / _~ m W C C. 7 0 v <D ~.... $ 0 _< ~Q = O (~ -i ~~~~ S `~ U1 W ep O~ 'Q Q~~~ ~~x~. c~ o a ^~ ~ ~ ~ fp• ~a_c ~~ya 'C O ~ C n ~ ~a C1 ~ ~; ~D O ~. Get w __ ,.. ~ ~ '~ yn=~ C1 O O. ~D ~ ~ ; ~ 0 y ~ ~ ~ 3 ~ M aye ao ~G N S N :._ ~ ~ CY ~D ~D s C W _ ~ d a ~ ~ ~ 7 K ~ Q' ~ ¢~ .: 3 a ~ O ~ W N n <D 7 a O ~ .~. ~ ~~~ .~so ~~~ n~ ~ `< Q- ~ ~, ~ 0 1. 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O ~ N ~ ~. ~ ~ ~G n m m ~ ~ Z ~ N O ~ m ~ 1 y ~ ~ .p x ' n ~ f m _ ~, °-' p C7 3~ m y ' ~ °' O c n O -a ~' ~0 ~ ~ C7 m .* ~ r ~ Z W ~ ~ ~ ~ ~O 3 ~ O C C7 i w C ~ v ~ Z W z~ w ~ ~ z ~ ~ z N °O m Q n~~ v G) ~ ~ z v ~ ~ 5. ~ O m ~ ce ~ ~ , Zn~ '« ~ m ,~ ~ a ~ ~ ~ ~ ~ Z N ~ O O ~ ~ fl. ~ Q ~ a U1 A W N -~ ~ ~ ~ ~ ~ - ~ ~ o ~. ~ ~ ~ co ? ~ ~ m ~ m ~. m ~ ~ ~ m z m ~ o m n CO OD ~I ~ V1 :A W N ~ . c~u ~. v v T ~ °' cn a m ~ ~ ~ O `~ v _ 5 w ~ °: ~ T ~ 3 ~ T o ~ n v o ~ o ° ~ ~ r v o c CITY OF KEXB UAG 06 00276 BUILDING PERMIT APPLICATION Please con 19 E MAIN, REXBURG, ID. 83440 If the question ~ Stonebrook Apts-Carports 208-359-3020 X326 PARCEL NUMBER: 'i' ~~ ~ =\~'~ ~ ~ ~;i i ;' ! ~ 1L . ~ ~ ~ (We will provide this for you) SUBDIVISION:~',Tt/~-~C ~ UNIT# BLOCK# LOT# Is based on the Intormatlon -must be OWNER NAME.• ~J~`7 + iti~`> C~ ~i~L~~-~.\ CONTACT PHONE # ~l ~ ~, ~ 3 ° (~~Z4c PROPERTY ADDRESS: (~~CC~tD~1(L ~Vl ~ ~QI~hQ'QQ PHONE #: Home Work (~;5~ ~~ ~i - t~ vc3 Cell OWNER MAILING ADDRESS: ~, °oC~ 1~ . bG ~ -CITY: 1-~`ttQ c ~'~LSTATE: L%c ZIP:_~ EMAIL FAX ~r2i`~- ~(~~ - 1~~~ APPLICANT (If other than owner) I~_s.)e~ i b J~-~ lGd~lt`~Pl~~ 1 ~S C.- (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS Z~(~ A-~-Ck~ C.~•.{ 1' CITY: C~X~~~ STATE;__~T ZIP EMAIL FAX 399 ' s' `~~ ~ ~'~~ ~, PHONE #: Home ( ) Work (~) 399 - 3~Ec» Cell ( ) CONTRACTOR: MAILING ADDRESS: CITY STATE ZIP PHONE: Home# Work# Cell# Fax# EMAIL IDAHO REGISTRATION # & EXPIRATION DATE (71-x- t 2~ ~ " 1 How many buildings are located on this property? Did you recently purchase this property? No Yes (If yes give owner's name) Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the Ciry of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject of this application and hereby authorized representatives of the Ciry to enter upon the above-mentioned property for inspections purposes. NOTE: The building o al ma re ke a _ a oval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the applic or~h lar ~y/~i'c e pe t or approval was based. Permit void if not started within 180 days. Pernvt void if work stops for 180 days. ~ i ~ i~ you prefer to be contacted by fax, email or phone? Circle One (~ (Vi (~ ~ U ~ WARNING -BUILDING PERMIT MUST BE POSTED ON Plan fees are non-refundable and are paid in full at the time of applica ' inning January 1, 2005. City of Rexburg's Acceptance of the plan review fee does not c e pla~p~ prow~1 ((~~~~ *'kBuilding Permit Fees are due at time of application** *'kBuilding Permits v if ybUll~teck tloe~`4tb~ cle CITYOF REXBURG I 2 O~ REXB URG `~ !9 VN~ O 9 a,, e~~ 5 N E D ~ C~ OF REXBURG America's Family Community BUILDING SAFETY DEPARTMENT 19 E. Main (PO Box 280) Phone: 208-359-3020 x326 Rexburg, Idaho 83440 Fax:208-359-3024 www.rexbur¢.ore janellhnae.rexbure.orQ Affidavit of Legal Interest State of Idaho County of Madison Name Address ~~~~ ~ ~~ City State Being first duly sworn upon oath, depose and say: (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. Dated this _ ~~~,, - ,.`_' day of ~~ «.~-~. , 20~~ Subscribed and sworn to before me the day and year first above written. N..~-~"""'~'F(,'~ Notary Public of Id o `~ Residing at: ••• ~ My commission expires: 3 ~ ~ ~ ~••M . ti`~ATE 3 I I ~~~~;~~e ~~'' m 5:,,'. ~o ti°°~ ~~~ ~~ ~ ~~~ ~ J~ Ode, G to ~ t tt ~~ Dua,~s~cr 32 ~~ 1 ~~°k~ ~-~~~~ ~C'' ,~ a ~~ jy r ~` 1 n 37 3G 3 5~ 3~l 33 ~t i g f ~:^. r~~ 4.iJ~. ~'l Steven J. Cosper Consulting Structural Engineer 1283 North State Street ~ Orem, Utah 84057 Phone: 801-222-0922 • Fax: 801-222-0902 STRUCTURAL CALCULATIONS 108 UNIT PARKING CA lvnpv STONEBROOK 06 00276 600 Pioneer Road Rexburg, Idaho Stonebrook Apts-" Project #6343 May 18, 2006 Scope of Work - Gravity analysis - Lateral analysis - Structural design to resist gravity and lateral forces - Calculations are valid for the number of parking units listed above - Calculations are valid only for the project listed above tS Design Criteria: Project: Parking Canopy Location: Job #: 2003 International Building Code MCE Value of Ss: 111.4 MCE Value of S1: 34.1 Wind: 100 .MPH Exposure: C Importance: 1 Seismic Importance: 1 Wind Importance: 1 Snow Roof Loads: Framing Decking Total Dead Load Snow ASCE 7-02 Ground Snow Load Pg Snow Exposure Coef. Ce Snow Exposure Coef. Ct Flat Roof Snow Load = Ce * Pg Seismic (IBC 1617.4): Fa = 1.05 Fv = 1.72 Ct = 0.02 hn = 8 ft R = 2.0000 E Ult. Load Cs = 0.3899 Cs <= 2.0550 Cs >= 0.0343 Cs >= 0.0853 Latitude: Longitude: Soil Profile Type: Allowable Bearing Pressure: 2 psf 1 psf 3 psf 57 psf 1 Table 7-2 1 Table 7-3 40 psf T = 0.0951 SDS = 0.7798 SD1 = 0.3910 E/1.4 Allowable Stress SD 1500 psf 0.2785 (ASCE 7-02 Eqn 9.5.5.2.1-1) 1.4679 (ASCE 7-02 Eqn 9.5.5.2.1-2) 0.0245 (ASCE 7-02 Eqn 9.5.5.2.1-3) 0.0609 (ASCE 7-02 Eqn 9.5.5.2.1-4) t ~ CKR ENGINEERS Z 9/14/2005 Steel Shade Parking Canopy Panel and Post Dimensions h := 7.Sft Post height t := lft Purlin and decking height L := 18ft Purlin Length s := 18ft Post spacing d := 16ft Decking coverage b := 2 Diameter of round pier Material Properties f~ := 2500psi Concrete Strength f~ := 60000psi Steel Yield Stress Wind Design Parameters k := 10001bf lbf psf := lbf lbf k pcf := ft3 ~2 plf :_ - ksi := in2 ft wd := 3psf Deck and purlin weight ws := 40psf Snow Load V := 100 Wind Velocity in mph. 3 second gust per ASCE 7-02 KZ := 0.57 Kz from ASCE 7-02 Table 6-3 for Exposure C h less than 15 ft Cases 1 & 2, All MWFRS in other structures. IW := 0.87 Importance Factor I from ASCE 7-02 Table 6-1. Seismic Design Parameters IE := 1.0 Importance Factor, ASCE 7-02 Table 9.1.4 SS := 1.114 Fa := 1.05 Site SpecificResponse Parameters determined in accordance with ASCE 7-02 9.4.1.2.5. S1 := 0.341 F~ := 1.72 Soil Parameters IS := 1.0 4 Allowable lateral soil bearing pressure as set forth in Table 1804.2. S := 150psf~- Soil pressure may be increased by 1/3 when using alternate basic load combinations. 3 IBC Table 1804.2 footnote d. SS := 2.1 SOpsf Allowable lateral soil bearing pressure for soil load. ' CKR ENGINEERS 3 9/14/2005 Calculate Wind Load using ASCE 7-02 Analytical Procedure -Section 6.5.3 V = 100 Step 1. Determine wind velocity V and directionality factor Kd. V is determined by local conditions. ~ := 0.85 Kd from Table 6-4 as referenced by Section 6.5.4.4 I~,~, = 0.87 Step 2. Determine Importance Factor I from Table 6-1. Exposure C Step 3. Determine exposure category and Kz or Kh from Section 6.5.6 Exposure category determined by local conditions Kz from Table 6-3 Exposure C h less than 15 ft KZ = 0.57 Cases 1 & 2, All MWFRS in other structures. K~ := 0.29 K1 from Figure 6-4. H/Lh approaches 0. Use 2D Ridge values, worst case. KZ := 0.00 K2 from Figure 6-4. Open flat land so x/Lh is large. Use x/Lh = 4.0 with values for all other cases. K; := 1.0 K3 from Figure 6-4. z/Lh approaches 0. Step 4. Topographic factor K~:= ~1 + Kl•KZ•Kg~2 Kim= 1 Equation 6-3 __ _ _____ Step 5. Gust Effect Factor. G = 0.85 Use default value = 0.85 from Section 6.5.8.1. Step 6. Enclosure classification Unenclosed structure Step 7. Determine Internal Pressure Coefficient GCpi GCp, := 0 Figure 6-5 for buildings -Unenclosed Step 8. External pressure coefficients from Section 6.5.11.3. Cf := 2.0 Figure 6-20 -Solid freestanding walls & solid signs above grade. M/N is large Step 9. wind pressure qZ:= 0.00256psf•KZ•Kn•I~•VZ•I~,~, qZ = 10.791 psf Equation 6-15 Step 10. Force calculation P := qZ G•Cf P = 18.344 psf Equation 6-25 CKR ENGINEERS 9/14/2005 Pile foundation used for lateral bearing -Wind Loading 2003 IBC 1805.7.2.1 P = 18.344 psf Wind Pressure per ASCE 7-02 s = 18 ft Panel spacing h = 7.5 ft Panel height IW = 0.87 Importance Factor, IBC Table 1604.5 w := 1.3 Scaling factor for wind pressures calculated in accordance with ASCE 7, IBC 1605.3.2. P~,:= P•w•t•s OTM"~, := Pqr h OTM`,~, hew := P w h'q, = 7.5 ft b=2 dtW := S S = 200 psf dt~, S1 := S• 3 S1 = 333 psf Pte, = 4291bf Applied lateral force in pounds due to wind loading OTM~, = 3.219k•ft Overturning Moment in Ib-ft. Distance in feet from ground surface to point of application of "P" Diameter of round post or footing or diagonal dimension of square post or footing, feet Trial depth of embedment in earth, but not over 12 feet, feet Allowable lateral soil bearing pressure as set forth in Table 1804.2. Soil pressure may be increased by 1/3 when using alternate basic load combinations. IBC Table 1804.2 footnote d. Soil pressure may be doubled if 1/2" movement at ground surface is tolerable. IBC 1804.3.1 Allowable lateral soil bearing pressure based on one third the depth of embedment 2.34•~P~,~•psf A := A = 1.507 J~•~•~~~ For anon-constrained footing 4.36•h' d~,p := A • 1 + 1 + w dq, = 4.343 2 A•ft r := if[~dW - dt~,)2 < 1, "OK" , "Revise input parameters so dt converges to d"] r = "OK" CKR ENGINEERS 9/14/2005 Pile foundation used for lateral bearing -Seismic Loading 2003 IBC 1805.7.2.1 Alternate Basic Load Combination : D+H+F+0.7E IE = 1 Importance Factor, ASCE 7-02 Table 9.1.4 R := 2 Seismic Coefficient for Cantilevered Column Type structures. ASCE Table 9.5.2.2 Ct := 0.02 x := 0.75 ASCE 7-02 Table 9.5.5.3.2 for All Other Structural Systems hn := h h„ = 7.5 Height above base to highest level in structure, ft ft T := Ct•h„" T = 0.091 ASCE 7-02 Equation 9.5.5.3.2-1 Ss = 1.114 Fa = 1.05 Site Specific Response Parameters determined in accordance with ASCE 7-02 9.4.1.2.5 Si = 0.341 F~ = 1.72 SMS := Fa Ss SMS = 1.17 ASCE 7-02 Equation 9.4.1.2.4-1 SMl := F~•Sl SMS = 0.587 ASCE 7-02 Equation 9.4.1.2.4-2 SDS := 3 °SMS SDS = 0.78 ASCE 7-02 Equation 9.4.1.2.5-1 2 SDl °= 3'SMl SD1 = 0.391 SDS CSI ;= CSl = 0.39 R IE SDl CSZ := CSZ = 2.157 R T- IE CS3 := 0.14•SDg•IE Csa = 0.109 0.8•S1•IE Csa := Csa = 0.136 R CS := min~Csl, Cs2~ CS = 0.39 Cs ~= m~Cs~Cs3~Cs4~ CS = 0.39 L=18ft wa=3psf ASCE 7-02 Equation 9.4.1.2.5-1 ASCE 7-02 Equation 9.5.5.2.1-1, base shear coefficient ASCE 7-02 Equation 9.5.5.2.1-2, maximum base shear coefficient ASCE 7-02 Equation 9.14.5.1-1, minimum value of Cs ASCE 7-02 Equation 9.14.5.1-2, minimum value of Cs in Seismic Design Categories E and F W = 3.168k Post spacing Canopy weight Weight tributary to each column y CKR ENGINEERS 9/14/2005 V := 0.7C5•W V = 0.865k Seismic Load perASCE 7-02 Equation 9.5.5.2-1 and 2.4.1 Equation 5 OTME:= V•h OTME = 64851bf•ft Overturning moment in Ib-ft PE := V PE = 8651bf Applied lateral force in pounds h E •- OTME h'E - 7 5 ft Distance in feet from ground surface to point of application of "P" PE dtF := 6 Trial depth of embedment, feet b = 2 Diameter of round post or footing or diagonal dimension of square post or footing, feet S•dtE S1 := Allowable lateral soil bearing pressure based on one third the depth of embedment 3 S1 = 400 psf 2.34•~PE~•psf AE :_ AE = 2.529 S1•b•lbf For anon-constrained footing AE 4.36•h'E dE :_ -• 1 + 1 + dE = 5.984 2 AE•ft r := if[(dE - dtE~2 < 1, "OK" , °'Revise input parameters so dt converges to d"] r = "OK" Controlling Footing Design d := max(dW,dE~ft d = 5.984ft Footing depth b = 2 Footing diameter in feet minsteel := 3 3000 ~ (b• 12)2 minsteel = 1.239 ACI 318 Section 10.5.1 60000 4 Use (6)#6 bars, As = 2.64 sq in. 5 . 3 , b• 12in - 2.3in1 maxtiespace := min 16•- in, 48•-in, J maxtiespace = 9 in ACI 318 7.10.5.2 8 8 2 USE 2 FT DIAMETER x 6 FT - 0 IN DEEP DRILLED PIER CKR ENGINEERS 9/14/2005 Check Deflection 8~ Moment at Overhanging Purlin wdl := 5.25ft•wd wd1= 15.75p1f Pdl := Oft•5.25ft•3 1b2 E := 29000000psi ft ws1:= 5.25ft•ws wsl = 210 plf Psl := Oft•5.25ft•20 lb2 10"x2.5" 13 gage purlin ft I:= 20.71in4 ~'~' ~_ ~'dl ~' ~'~'sl P ~= pdi + Psl Ma:= 115801bf•ft w = 225.75 lbf p - O lbf ft xl := l Oft + bin 1:=L 1=18ft a:= 1 a=9ft 2 2 M := w a + P•a M = 9143 Ibf •ft if~M <_ Ma, "OK" , "NG" ~ _ "OK°' 2 6x1 := w xl •(4•a2.1 - 13 + 6a2•xl - 4•a•x12 +x13) + P xl •(2•a•1 + 3•a•xl -x12) 6x1 = 0.651 in 24•E•I 6•E•I 6 •- 2a 6 - 1.44 in xla • xla if~6 <0 "OK" "NG"~ _ "OK" xl - xla> > 150 Check Simple Span condition z Mss ~= 81 Mss = 9.143 x 1031bf •ft if(Mss < Ma, "OK" , "NG„~ _ "OK.. 5•w•14 6ss ~= 6ss = 0.888in 384•E•I 6xla = 1.44 in 6ssa'= if(6ss ~ 6ssa~ "OK" , "NG") _ "OK" 150 ENGINEERS CONSULTING STRUCTURAL ENGINEERS JOB ~T~ ~%~'C' d~i'~1~~~ NUM SHEET N0. ~ OF t ENG. ~~ DATE `~`~~~ CHECKED BY DATE /1 Moment connection design WF To HSS -Bolted connection flange to cap plate Beam Properties ~ HSS Properties Code Information W8 x 15 HSS8x4x1/4 a' ;= 1.0 tW := 0.245in t := 0.233iri ~~,y := 1.0 to ;= 0.315in Fy hss := 46ksi ~ wo := 0.75 Fyb ;= SOksi B := 4in ~wb := 0.9 k := 0.615in E := 29000ksi ~bt :- 0.75 T := 6.Sin ~w := 0.9 db := 8.11in AISC LRFD Part 11 Beam web yielding Web Crippling Web Buckling Bolt Tension Welding Cap Plate Properties Weldins~ Bolt Properties tp := O.Sin FW := 70ksi 1/2 in. A325 3 ~ dbult ~= O.Sin Bolt Diameter Fy,~p := 36ksi tweld ~_ -~ 16 gbolt ;= 0.142in2 Bolt net area Connection Geomefrv Applied Loads Ft.bolt ~= 9Uksi ASTM A325 d := 6.Sin pu ;= 1.6. 7.056kip n '= 2 Number of bolts in tension d' := 3.8835in Mu := 1.4. 8.lkip • ft d'b ~= dbolt + 1 in Hole size p := Z.Sin bolt pitch 16 P - ~ ~rn ~_ ~bt ' Ftbolt ' Abolt Allowable bolt tension bbf := bolt centerline to face of web 2 ern = 9.585 kip b~P := 1.Sin Bolt centerline to face of HSS Calculate Cu & Tu Mu-d'•Pu T°~ d'+d T„=8.883 kip Cu:=Pu+Tu Tu rut :_ - n C„ = 20.173 kip rut = 4.442 kip i' Evaluate beam flange thickness for prying d' Sf := 1 - b Sf = 0.775 P b' b dbolt b' - 0.878 in bf ~= bf - 2 bf - 4.44 • rut ' b~bf tbf ~° tbf = 0.279 in p•Fyb•~1 +Sf•a'~ if~tbf < tf, "OK" , "Thicker Beam Flange Required" ~ _ "OK" Bending with prying on cap plate of HSS d'b ScP:=1 -- p dbolt b'cp := b~ - 2 + t b'cp = 1.483 in 4.44 • rut ' b~c tcP :_ ~ p ~ t~ = 0.428 in p•Fy.cp• 1+Scp•a if~tcP < tP, "OK" , "Thicker cap plate required"~ _ "OK" Beam web yielding Nwy := t +.2 • ~ Nwy = 1.233 in ~R,~~,y :_ ~ µy • ES • k + Nay} Fyb • tw ~Rn.wy = 52.773 kip if~~Ru•N,y > Cu, "OK" , "Thicker web required"~ _ "OK" • Beam web crippling Nµ'c := NH'y la ~Rn.wc ~_ ~wc • 135 • tK,2 • 1 + 3 abo ~ yb ' ksi • ~ ~Rn.wc = 63.974 kip if~~Rriwc > Cu, "OK" , "Thicker web required"~ _ "OK" Beam web buckling ~Rn.wb ~_ ~wb • 4100. 3 Yb.' ksi ~ ~Rn.wb = 59.033 kip T if~~R~wb > Cu, "OK" , "Web stiffeners @HSS wall required" ~ _ "OK" Maximum bolt tension ~~ 2 rutmax ~= p Fy.cp ' 1 + ScP • a ' tp rutmax = 6.065kip 4.44- • b op if(rut.max ~ ~rn, ~~OK~r ~ ~~NG,~ ~ _ ,~OK~~ Cap plate weld FBM := min~Fy.nss , Fy.cp~ FBM = 36 ksi ABM :=mint • B , tp • B~ ABM = 0.932 in2 ~Rn.BM ~_ ~ w 'FBM 'ABM ~~,,BM = 30.197 kip ~Ra.w ~_ ~ w ' Fw ' B 'tweed ~Rn.w = 47.25 kip if~~R~BM > rut, "OK" , "Increase bae metal thickness"~ _ "OK" 4 if~~R,Lw > r„t, "OK" , "Increase weld size"~ _ "OK" HSS Wall yielding Nwy.hss := 2 ' k Nwy.hss = 1.23 in kws = tp ~Rn.ws = ~wy ' ~5 ' kws + Nwy.hss~ ' Fy.hss ' t ~Rn.ws = 39.978 kip if~~R~ws > C,,, "OK" , "Increased HSS thickness required"~ _ "OK" Note: Web stiffeners added to WF will increase N. HSS web crippling Nwc.hss ~ Nwy.hss 1.5 ~Rn.wc.hss = ~wc • 0.8 • t2 1 + 3 Nwahss (t (E • Fy.hss~ ' t ~Rn.wc.hss = 0.026m2 ksi B Ctp/ l 2 if~~R~wc > Cu, "OK" , "Thicker web required" ~ _ "OK" Beam web buckling V~ ksl ~Rn.wb = ~wb ' 4100 • tw3 • yT ~Rn.wb = 59.033 kip ~~j if(~Rn.wb > C,,, "OK" , "Web stiffeners @HSS wall required" ~ _ "OK" .~ CKR roe ~~ ~..~ t~G• `~~ NUM SHEET N0. ~ /,,",~ OF ENG. ~'^-"'~ DATE ~~ ~~~'~ CHECKED 8Y DATE