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HomeMy WebLinkAboutWind LoadsWIND LOAD CALCULATIONS AND OVERTURNING ANALYSES REMEDIATION SYSTEM ENCLOSURE CITGO PSL 7201 S US HWY 1 PORT ST LUCIE FL WIDTH (W)8.50 FT LENGTH (L)12.125 FT HEIGHT (H)9.50 FT WEIGHT (We trailer) unloaded 6,000 LBS WEIGHT (We trailer) equipment payload 6,092 LBS WEIGHT (We trailer) loaded 12,092 LBS AREA OF ROOF (A roof)103.06 SQ FT AREA OF SIDE WALL (A wall)115.19 SQ FT AREA OF END WALL (A end)80.75 SQ FT ULTIMATE WIND SPEED (V ult)169 MPH BUILDING CLASSIFICATION I RISK CATEGORY III EXPOSURE CATEGORY C ROOF ANGLE 0.00 DEGREES MAX WALL PRESSURE (F wind,wall)52.76 PSF MAXIMUM WALL FORCE (f wind,wall)6,077 LBS MAXIMUM END WALL FORCE (f wind,end wall)4,260 LBS MAXIMUM ROOF PRESSURE (F wind, roof)67.79 PSF MAXIMUM ROOF UPLIFT FORCE (f wind, roof)6,987 LBS TENSILE STRENGTH AUGER (f anchor)3150.00 LBS TENSILE STRENGTH STRAP (f strap)3150.00 LBS SHEAR STRENGTH BOLTS (f bolts)3150.00 LBS See attachments for tie down detail sheets ** max vert roof pressure 7-10 Assumes Class 4a soils TIE DOWN SPECIFICATIONS Note: Soil assumed as Class 4a, loose to medium dense sands; firm to stiff clays and silt; and alluvial fills with a minimum bearing capacity of 1000 PSF (see attached Soils Classification Table). Design is for weakest component of the tie down system, the augers. ** max horiz wall pressure 7-10 REMEDIATION SYSTEM ENCLOSURE SPECIFICATIONS WIND LOADS From manufacturer MK Env From manufacturer MK Env From manufacturer MK Env Est From manufacturer MK Env Calc W*L Calc L*H Calc W*H Fig 1609.3(2) See attachment See calcs sheet 3 MK Environmental SN 29910 12x8.5x9.5 modular skid-mounted enclosure for MPE system 2020-02-21-hlm citgo psl trailer wind load cover sheets.xlsx Page 1 of 3 2/21/2020 Capstone Engineering Services, Inc. Project 2010603 DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D WIND LOAD CALCULATIONS AND OVERTURNING ANALYSES REMEDIATION SYSTEM ENCLOSURE CITGO PSL 7201 S US HWY 1 PORT ST LUCIE FL OVERTURNING ANALYSIS - SIDE 104,941 FT-LBS 58,560 FT-LBS YES SF =1.79 YES OVERTURNING ANALYSES - END 112,763 FT-LBS 62,593 FT-LBS YES SF =1.80 YES SHEAR ANALYSIS - SIDES Sum F =6,523 LBS TEST: Is Sum F horizontal positive?YES CONCLUSIONS See attached material sheets for full specifications Anchors - Tie Down Engineering 4.00 At trailer corners Anchor bolts - Tie Down Engineering 4.00 1 per anchor Galvanized Strap - Tie Down Engineering 4.00 Beam Connector for either 3" , 4", or 6" I beam 4.00 Swivel strap connector 4.00 Trailer Support 0.00 5/8" x 48" 5/8" x3" slotted bolts 1.25 "At each corner None--skid is not a mobile trailer unit 2.5" x 6.3" or 7.3"At each corner 2.6" x 4.875"At each corner Note: Additonal friction forces were not included to be conservative in calculation where Mr = (We trailer)*(0.5*W) + 2*(f anchor)*W = and Mot = (f wind, wall)*(0.5*H) + (f wind roof)*(0.5*W) TEST: If Mr > Mot, trailer will not overturn from sideways; anchors will hold trailer in place TEST: Is Saftety Factor, SF =Mr/Mot > 1? Moments = Resisting Moments (Mr) - Overturning Moments (Mor); Note clockwise is positive where Mr = (We trailer)*(0.5*L) + 2*(f anchor)*L = and Mot = (f wind, wall)*(0.5*H) + (f wind roof)*(0.5*L) TEST: If Mr > Mot, trailer will not overturn from sideways; anchors will hold trailer in place TEST: Is Safety Factor, SF =Mr/Mot > 1? Sum F, horizontal = (4*F shear anchor) - f wind wall Moments = Resisting Moments (Mr) - Overturning Moments (Mor); Note clockwise is positive Overturning forces include the resultant horizontal wind force and vertical roof uplift force. Resisting forces include the trailer weight and the tie-down forces from the anchoring system. 2020-02-21-hlm citgo psl trailer wind load cover sheets.xlsx Page 2 of 3 2/21/2020 Capstone Engineering Services, Inc. Project 2010603 DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D WIND LOAD CALCULATIONS AND OVERTURNING ANALYSES REMEDIATION SYSTEM ENCLOSURE CITGO PSL 7201 S US HWY 1 PORT ST LUCIE FL Calcs misc for sheets 1 and 2 payload: MK Serial No 29910 25 hp lrp travaini 65-450 pump oil sealed 1850 lbs 3 hp rotary claw sparge compressor becker kdt 3.80 82 lbs 300-gal aws, full of water, est 2500 lbs sa15b stripper, est 1000 lbs carbon 360 lbs misc pumps panel etc, est 300 lbs total 6092 lbs Attachments 1 ASCE 710W v2.4 MWFRS (Any Ht) calc sheets 2 ASCE 7 Hazard Evaluator showing 159 mph 3 Fig 1609.2 showing Vult 169 mph 4 Soil Classification table 5 Tie Down auger spec sheets 6 Three sheets MK Env for 12' DPVE Building P.E. CERTIFICATION I, Steven L. Brashers, P.E. No 47151, certify that these wind load calculations and trailer anchoring design and analyses meets the requirements of current Florida Building Code and ASCE 7-10. Steven L. Brashers, P.E. Florida P.E. No. 47151 HLM REMEDIATION CA 30507 21797 Mountain Sugar Lane Boca Raton, FL 33432 561-922-7742 2020-02-21-hlm citgo psl trailer wind load cover sheets.xlsx Page 3 of 3 2/21/2020 Capstone Engineering Services, Inc. Project 2010603 DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D 2/21/2020 "ASCE710W.xls" Program Version 2.4 WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings Using Method 2: Analytical Procedure (Section 27) for Buildings of Any Height Job Name:HLM Citgo PSL Subject:Enclosure Anchor Wind Load Calcs Job Number:2010603 Originator:Brashers Checker:Brashers Input Data: Wind Direction =Normal (Normal or Parallel to building ridge) Wind Speed, V =169 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification =I (Table 1.4-1 Risk Cat.) Exposure Category =C (Sect. 26.7) Ridge Height, hr =9.50 ft. (hr >= he) Eave Height, he =9.50 ft. (he <= hr) Building Width =8.50 ft. (Normal to Building Ridge) Building Length =12.13 ft. (Parallel to Building Ridge) Roof Type =Monoslope (Gable or Monoslope) Topo. Factor, Kzt =1.00 (Sect. 26.8 & Table 26.8-1) Direct. Factor, Kd =0.85 (Table 26.6-1) Enclosed? (Y/N)Y (Sect. 6.2 & Figure 6-5) Hurricane Region?Y Damping Ratio,b =0.050 (Suggested Range = 0.010-0.070) Period Coef., Ct =0.0500 (Suggested Range = 0.020-0.035) (Assume: T = Ct*h^(3/4) , and f = 1/T) Resulting Parameters and Coefficients: Roof Angle,q =0.00 deg. Mean Roof Ht., h =9.50 ft. (h = he, for roof angle <=10 deg.)L = 8.5 ft. Windward Wall Cp =0.80 (Fig. 27.4-1)B = 12.125 ft. Leeward Wall Cp =-0.50 (Fig. 27.4-1) Side Walls Cp =-0.70 (Fig. 27-4.1) Roof Cp (zone #1) =-1.30 -0.18 (Fig. 27-4.1)(zone #1 for 0 to h/2) Roof Cp (zone #2) =-0.70 -0.18 (Fig. 27-4.1)(zone #2 for h/2 to h) Roof Cp (zone #3) =N.A.N.A.(Fig. 27-4.1)(zone #3 for h to 2*h) Roof Cp (zone #4) =N.A.N.A.(Fig. 27-4.1)(zone #4 for > 2*h) +GCpi Coef. =0.18 (Table 26.11-1)(positive internal pressure) -GCpi Coef. =-0.18 (Table 26.11-1)(negative internal pressure) If z <= 15 then: Kz = 2.01*(15/zg)^(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 27.3-1) a =9.50 zg =900 (Table 26.9-1) Kh =0.85 (Kh = Kz evaluated at z = h) Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh =52.76 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h) Ratio h/L =1.118 freq., f =3.696 hz.(f >= 1, Rigid structure) Gust Factor, G =0.850 (Sect. 26.9) Design Net External Wind Pressures (Sect. 27.4): p = qz*G*Cp - qi*(+/-GCpi) for windward wall (psf), where: qi =qh (Eq. 27.4-1) p = qh*G*Cp - qi*(+/-GCpi) for leeward wall, sidewalls, and roof (psf), where: qi = qh (Eq. 27.4-1) qo L B hr he h Plan Elevation L Wind 1 of 4 2/21/2020 3:14 PM DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D "ASCE710W.xls" Program Version 2.4 Normal to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height Surface z Kz qz Cp p = Net Design Press. (psf) (ft.)(psf)(w/ +GCpi)(w/ -GCpi) Windward Wall 0 0.85 52.76 0.80 26.38 45.37 For z = hr:9.50 0.85 52.76 0.80 26.38 45.37 For z = he:9.50 0.85 52.76 0.80 26.38 45.37 For z = h:9.50 0.85 52.76 0.80 26.38 45.37 Leeward Wall All ---0.50 -31.92 -12.93 Side Walls All ---0.70 -40.89 -21.89 Roof (zone #1) cond. 1 ----1.30 -67.79 -48.80 Roof (zone #1) cond. 2 ----0.18 -17.57 1.42 Roof (zone #2) cond. 1 ----0.70 -40.89 -21.89 Roof (zone #2) cond. 2 ----0.18 -17.57 1.42 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2.Per Code Section 27.4.7, the minimum wind load for MWFRS shall not be less than 16 psf. 4. Roof zone #1 is applied for horizontal distance of 0 to h/2 from windward edge. 5. Roof zone #2 is applied for horizontal distance of h/2 to h from windward edge. 2 of 4 2/21/2020 3:14 PM DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D "ASCE710W.xls" Program Version 2.4 Determination of Gust Effect Factor, G: Is Building Flexible?No f >=1 Hz. 1: Simplified Method for Rigid Building G =0.850 Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1): a^ =0.105 b^ =1.00 a(bar) =0.154 b(bar) =0.65 c =0.20 l =500 ft. e(bar) =0.200 z(min) =15 ft. Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations: z(bar) =15.00 = 0.6*h , but not < z(min) , ft. Table 26.9-1 Iz(bar) =0.228 = c*(33/z(bar))^(1/6) , Eq. 26.9-7 Lz(bar) =427.06 =l*(z(bar)/33)^(e(bar)) ,Eq. 26.9-9 gq =3.4 (3.4, per Sect. 26.9.4) gv =3.4 (3.4, per Sect. 26.9.4) gr =4.490 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11 Q =0.955 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8 2: Calculation of G for Rigid Building G =0.901 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 26.9-6 3: Calculation of Gf for Flexible Building b =0.050 Damping Ratio Ct =0.050 Period Coefficient T =0.271 = Ct*h^(3/4) , sec. (Approximate fundamental period) f =3.696 = 1/T , Hz. (Natural Frequency) V(fps) =N.A.= V(mph)*(88/60) , ft./sec. V(bar,zbar) =N.A.= b(bar)*(z(bar)/33)^(a(bar))*V*(88/60) , ft./sec. , Eq. 26.9-16 N1 =N.A.= f*Lz(bar)/(V(bar,zbar)) , Eq. 26.9-14 Rn =N.A.= 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 26.9-13 hh =N.A.= 4.6*f*h/(V(bar,zbar)) Rh =N.A.= (1/hh)-1/(2*hh^2)*(1-e^(-2*hh)) for hh>0, or = 1 for hh=0 ,Eq. 26.9-15a, b hb =N.A.= 4.6*f*B/(V(bar,zbar)) RB =N.A.= (1/hb)-1/(2*hb^2)*(1-e^(-2*hb)) for hb>0, or = 1 for hb=0,Eq. 26.9-15a, b hd =N.A.= 15.4*f*L/(V(bar,zbar)) RL =N.A.= (1/hd)-1/(2*hd^2)*(1-e^(-2*hd)) for hd>0, or = 1 for hd=0 ,Eq. 26.9-15a, b R =N.A.= ((1/b)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 26.9-12 Gf =N.A.= 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Use: G =0.850 Eq. 26.9-10 3 of 4 2/21/2020 3:14 PM DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D "ASCE710W.xls" Program Version 2.4 Figure 27.4-1 - Design Wind Load Cases of MWFRS for Buildings of All Heights Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure, considered separately along each principal axis. Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each principal axis of the structure in conjunction with a torsional moment as shown, considered separately for each principal axis. Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the specified value. Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the specified value. Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in accordance with the provisions of Section 27.4.1 and 27.4.2 as applicable for buildings of all heights. 2. Above diagrams show plan views of building. 3. Notation: Pwx, Pwy =Windward face pressure acting in the X, Y principal axis, respectively. PLx, PLy = Leeward face pressure acting in the X, Y principal axis, respectively. e (ex, ey) = Eccentricity for the X, Y principal axis of the structure, respectively. MT = Torsional moment per unit height acting about a vertical axis of the building. 4 of 4 2/21/2020 3:14 PM DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D 2/18/2020 ASCE 7 Hazard Tool https://asce7hazardtool.online 1/1 ASCE 7 H AZARD TOOL Subscribe Login Measure Basemap Share Legend Select data to display  Location 7201 S US-1, Port Saint Lucie, Florida, 34952 Elevation 13 ft with respect to North American Vertical Datum of 1988 (NAVD 88) Lat:27.333769 Long:-80.32513 Standard:ASCE/SEI 7-10 Risk Category:II Soil Class:E - Soft Clay Soil Wind Overlay 160 Vmph All data are per the requirements of the ASCE/SEI 7 standard; local requirements may vary. © 2017–2018 D E TA IL S F ULL REPO RT S UM M ARY DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D ULTIMATE DESIGN WIND SPEEDS, V ULT , FOR RISK CATEGORY III and IV BUILDINGS AND OTHER STRUCTURES FIGURE 1609.3(2) CITGO PSL 169 MPH DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D So i l C l a s s i f i c a t i o n a n d B e a r i n g T a b l e Fr o m C F R * 3 2 8 5 . 2 0 2 - M a n u f a c t u r e d H o u s i n g I n s t a l l a t i o n SO I L C L A S S I F I C A T I O N SO I L D E S C R I P T I O N AL L O W A B L E P R E S S U R E BL O W C O U N T TORQUE Cl a s s i f i c a t i o n A S T M P o u n d s P e r S q u a r e F o o t ( 1 ) A S T M P r o b e ( 3 ) V a l u e ( 4 ) Nu m b e r ( 5 ) D 2 4 8 7 o r D 2 4 8 8 D 1 5 8 6 I n c h P o u n d s 1 R o c k o r H a r d P a n 4 0 0 0 2 G W , G P S a n d y g r a v e l a n d g r a v e l ; v e r y 2 0 0 0 4 0 + M o r e t h a n 5 5 0 SW , S P , S G d e n s e a n d / o r c e m e n t e d s a n d s ; SM c o u r s e g r a v e l / c o b b l e s ; pr e l o a d e d s i l t s , c l a y s a n d c o r a l s 3 G C , S C , M L S a n d y ; s i l t y s a n d ; c l a y e y s a n d ; 1 5 0 0 2 4 - 3 9 3 5 1 - 5 5 0 si l t y g r a v e l ; m e d i u m d e n s e co u r s e s a n d s ; s a n d y g ra v e l ; an d v e r y s t i f f s i l t , s a n d c l a ys 4A C G , M H ( 2 ) L o o s e t o M e d i u m d e n s e s a n d s ; 1 0 0 0 1 8 - 2 3 2 7 6 - 3 5 0 fi r m t o s t i f f c l a y s a n d s i l t s ; al l u v i a l f i l l s 4B C H , M H ( 2 ) L o o s e s a n d s ; f i r m c l a y s ; 1 0 0 0 1 2 - 1 7 1 7 5 - 2 7 5 al l u v i a l f i l l s 5 O L , O H , P T U n c o m p a c t e d f i l l ; p e a t ; R e f e r t o or g a n i c c l a y s C F R * 3 2 8 5 . 2 0 2 ( e ) 0 - 1 1 L e s s t h a n 1 7 5 1) T h e v a l u e s p r o v i d e d i n t h i s t a b l e h a v e b e e n a d j u s t e d f o r o v e r b u r d e n p r e s s u r e , e m b e d m e n t d e p t h , w a t e r t a b l e h e i g h t , o r s e t t l e m ent problems. 2) F o r s o i l s c l a s s i f i e d a s C H o r M H , w i t h o u t e i t h e r t o r q u e p r o b e v a l u e s o r b l o w c o u n t t e s t r e s u l t s , s e l e c t e d a n c h o r s m u s t b e r a t ed f o r a 4 B s o i l . 3 ) Th e t o r q ue p ro b e i s a d e v i c e f o r m e a s u r i n g t h e t o r q ue v a l u e o f s o i l s t o a s s i s t i n v a l u a t i n g t h e h o l d i n g c a p ac i t y o f t h e s o i l i n w h i c h t h e g round anchor is p laced Th e s h a f t m u s t b e o f s u i t a b l e l e n g t h f o r t h e d e p t h o f t h e g r o u n d a n c h o r . 4) T h e t o r q u e v a l u e i s m e a s u r e m e n t o f t h e l o a d r e s i s t a n c e p r o v i d e d b y t h e s o i l w h e n s u b j e c t t o t h e t u r n i n g o r t w i s t i n g f o r c e o f th e p r o b e . 5) T h e a l l o w a b l e p r e s s u r e o f 1 5 0 0 p s f m a y b e u s e d , u n l e s s t h e s i t e s p e c i f i c i n f o r m a t i o n r e q u i r e s t h e u s e o f l o w e r v a l u e s b a s e d o n s o i l c l a s s i f i c a t i o n a n d t y p e . * Co d e o f F e d e r a l R e g u l a t i o n s ( C F R ) Do c u S i g n E n v e l o p e I D : 1 C B 3 2 D C 8 - 1 6 9 2 - 4 7 8 5 - B 0 1 C - 1 0 D C 1 B A 5 F 4 5 D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D Do c u S i g n E n v e l o p e I D : 1 C B 3 2 D C 8 - 1 6 9 2 - 4 7 8 5 - B 0 1 C - 1 0 D C 1 B A 5 F 4 5 D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D DocuSign Envelope ID: 1CB32DC8-1692-4785-B01C-10DC1BA5F45D Do c u S i g n E n v e l o p e I D : 1 C B 3 2 D C 8 - 1 6 9 2 - 4 7 8 5 - B 0 1 C - 1 0 D C 1 B A 5 F 4 5 D