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Home My WebLink AboutS2021-0195 - CalcsC2�21'01�1�' 25�N►'►�in�jTY�2C� STRUCTURAL CALCULATIONS - RESPONSE TO PC 1978-2021 for POOL AND SPA SUPPORTED ON DRILLED -IN CONCRETE CAISSONS Located at: 25 BURNING TREE ROAD NEWPORT BEACH, CA 92660 Prepared for: DEVORE POOLS & SPAS PO BOX 828 SAN JUAN CAPISTRANO, CA 92693 BUILDING DIVISION PMA Job #41821 s 2 1 September 22, 2021 BY. M.K 9/22/2021 2 PMA Consulting, Inc. 28161 Casitas Ct. Laguna Niguel, CA 92677 Ph.: 714.717-7642 email: consulting@pma-bg.com This Wall in File: P:tPROJECTSk11821 25 Project Name/Number : 41821 Pool We Title Wall per Detail SP -3J 12" Wall Dsgnr: PBP Description.... Pool & Spa on Caissons Tree Pool\POOL CALCS\41821 Pool Walls.RPX Page: 1 Date: 21 AUG 2021 License: KW06062088 Cantilevered Retaining Wall Code: CBC 2O19,ACI 318-14,TMS 402-16 License To: PMA Consulting, Inc. Retained Height = 8.00 It Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Load Factors Soil Data and Lateral Earth Pressure Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 2,000.0 psf Soil Density, Heel = 110.00 Pcf Equivalent Fluid Pressure Method Soil Density, Toe = 0.00 pcf Active Heel Pressure = 62.4 psf/ft FootingIlSoil Friction = 0.400 Soil height to Ignore = for passive pressure = 12.00 in Passive Pressure = 250.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 0.0 Used To Resist Sliding & Overturning Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 be Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) (Service Level) Wind on Exposed Stem Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Type Line Load Footing Width = 0.00 It Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 0.0 It Wall to Fig CL Dist = 0.00 It Poisson's Ratio = 0.300 3 Project Name/Number: 41821 Pool We PMA Consulting, Inc. Title Wall per Detail SP -3J 12" Wall Page: 5 28161 Casltas Ct Dsgnr: PBP Date: 21 AUG 2021 Laguna Niguel, CA 92677 Description.... Ph.: 714-717-7642 Pool & Spa on Caissons email: consultingpma-bg.com This Wall in File: P:1PROJECTS41821 25 Burning Tree Pool\POOL CALCS\41821 Pool Walls.RPX R inPro(0)1987.2 19, Build 11.19.11.12 License: KW -06062988 License To : PMA Consulting, Inc. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Stem Design Summary Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 22.00 Rebar Size = # 4 Rebar Spacing = 6.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.376 Total Force @ Section Service Level lbs = Strength Level lbs = 4,596.3 Moment.... Actual Service Level ft-# _ Strength Leve it-# = 13,576.8 Moment..... Allowable = 35,978.0 Shear..... Actual. Service Level psi = Strength Leve - psi = 18,9 Shear.....Allowable psi = 100.6 Anet in2 = Rebar Depth 'd' in = 20.25 Masonry Data I'm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 275.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 4,500.0 Fy psi = 60,000.0 4 PMA Consulting, Inc, Project Title: Pool &Spa on Concrete Caissons 28161 Casitas CL Engineer. PBP LagunaNiguel. CA 92667 Project ID; 41821 Ph.:7144717-7542. Project Descr. email: consglting@pma t g om Paint Load ...... 40010 Pcs, ....... 4,000.0 Pat Governing Load Comtunatbn-,0.60D+4 7QE4,4 Lalaral load 4920k Moment 49.20kdf NO Ground Surface Restraint Pressures at 113 Depth. Actual 2,546.85 Psf Allowable. 2;598:37 Pat'. i -; �� yam, sz t� w gi M z, w s Foodng Ewe Ararat 4.909ft`2 Maximum Sog Pressure 12.20 kat zters! ConcontiaMtl Load. (it) Lantra! Distributed Loads (kIQ ._._ Vertical Lead (k) 0: DoO Load it km 60.0 k Lr: Roof Live it kit k. L Live, k klft k. S: Snow k Wit k ,W::Ww k. Wit'. k E: Earthquake 46.0k Wit k H: Lateral Earth 17.0 k Wft. k. Load distance above 70P of Load above ground surface ground surface. 1.0 it It 9DPPQkl of Load above ground it Load. Combination ReauHs +0.60D+0 60H 10.200 10100: 9:00 1,1941 1,196;7 1.000 +0470&0.001-1 42,400 42.400 17.88 2,368.6 2,371;0 1000 +0+0,5250E+H 41.15() 41.150 17:63 2,335:2 2,335,0 1.0(43: +O.6OD+0.70E+H 49.200 49.200 19A3 2,546.9 2,548.4 1.000 5 PMA Consulting, Inc. Project Title Pool & Spa on Concrete Caissons 26161 Casitas Ct. Engineer:PBP Laguna Niguel GA 92667 Project ID: 41821 Ph.; 714-717-7542 Project pescr: email: consufting@pma-bg.com com Calculations per IBG2018 1807.3, Load Combinations Used: ASCE' 400A pct. wnuuuary ramus Governing .Load Combinaton: a0,60D+0:70E+H Lateral Load _..... 67,30.k 1Momard -67.30: k -ft NO Ground Surface -Restraint Pressures at 113 Depth Actual 2„467:57 pst Allowable 2,96&83 psf Footing -Base Area Maximum Bull Pressure Applied Loads 4,909 V! 15.686.ksf allral Concentrated Load: (k) Lakera[Otstribufed Loads (Mt) vertical Load (k). D: Dead Load k: Kitt. 77.0 k U: RoofLive. -k kNt k L: Live - k Wk it Sjsnow k. Kffl k W Wind k kfiF k E: Earthquake 59.0 k klit k H: Latend Earth 26.0k kill k Load distance above TDP of Load aboveground surface ground surface. 1.0: ft It BOTTOM of Load above ground suffaoa In +0.60D+0.60H 15.600 15.500 11,00 1,4623 1,463.6 1.340 +D+0.70E-+0.601-1 56.900 56,900 20.63 2,734,1 2,7363 1.000 +D+0.5250E+H 56.975 56:975 20.53 2,735.5 2,737.3 1.000 +0.60D+0,70E+H 67.300 67300 22.39 2,967.8 2,9588 1;000 I PMA Consulting,Inc: Project Title: Pool &. $pa on Concrete Caissons,. 26161CasitasC1i Engineer, PBP Laguna Niguel. CA 92667 Project ID;, 41821 Ph:; 714.717-7542 Project Oesor: email: consulting@otna-bg.com Point Load 400:0: Pcf �........ 4,000:0 Pet" Governing Load Combrnat n : +0,60D*D,70E+y. Lateral Load: 60.3D k. Montt -1$0,90 k -P: NO Ground Surface Restraint Pressures at 113 D60 Actual, 2,939.32 Pat Allowable 2,939.96 Psf I Footing Base Area. 4.MT2 Maximum Soll Pressure 13.03B'kst _. I Loads _..........._._._...._....___._____. __ w__ _.._... Lateral Concentrated Load (k): t:atarat Distributed Loads tilt) .�.�. Ver#ical Load- (k) _...____. D: Dead:Load It Wit 64.0 k Lt Roo#Lius k Wit k. L. Live k kilt k 8: Snow k. Wit k. W ; Wind. k WN - k. E: Eadn9uake 49.0k Wit. k H ::Lateral Earth 28.0 :k WB. k. Load distance above TOP of Load above ground surfacs. ground surface. 3.0 k it BOTTOM of Load above ground surface. it Load Combination Results +D+0:70E+0A0H 49.900 149100 2025 2,889.3 2690.8 1.000 +D+0,5250E++1 51.725 155.175 20:53 2,734.5 2,736.8 1.000 +0.60D40.70E+H 60.300 180.900 2213 2939.3 2,940.0 Ino II PMA Consulting, In. Project Title: Pool &"Spa on Concrete Caissons 28161 Casitas CL Eingineec PBP Laguna Niguel CA 92667 Project l[}_ 41821 Ph.: 714-717-7542 Project Descr: email, consul8ngQpma-tig:mm agoaaC 4,0000Paf Governing Load Combination.: +0,60D+0s70E+4 Lateral Load 41.40 k Moment 207:0 k -ft NO Ground Surface Restraint Pressures -at 113 Depth Actual 2,573.72 Par Allowable 2,674.19 Pal Lateral Concentrated Load. [kl ........ D: Dead Load k Lr: Roof Live kr LAW k S: Snow k W: Wind 'k E: Eadixtuake. 42,0 k H: Lateral Earth 12A k Load distance above. ground surface 6.0 1t Point load Lateral Dielributed Loads {kIQ Vertical Load kfft: A k klg k Wit k. Wf k ki k- Wit k kilt k TOP of Load above ground surface It BOTTOM of Load above ground surface fl +0,60D+0,60H 7.200 36.000 9.13 1,199:5 1,202.0 1:000 +1110,70E+0:801-1 36.806 183.000 18.38 2,435.1 2,435:4 1.000 +D+0.5250E+1-1 34.050 170.260 17.75 2,356;8 2,358..6 1.000 +0.60D+070E+H 41,400 267.000 19.38 2,573.7 2,574,2 1.000 PMA Consulting, Inc. Project Title: Pool 8r Spa on Concrete Caissons 28151 GasitasCt. Snigmeer. PBP Laguna Niguel. CA 92667 Project 10: 41821 Ph.: 714-717-7542 Project bescr: email: consul8ng@pma-bg.00m Point Load Allow Passive 400,0 pd Max Passive ..... .. 4,{810:0 Pet- -Vedkal Loam { 0 Dead Load Governing Load Combinalibn +0 60040.70E+H Lateral Load 45.60 k Mm"at 228.0 Wt NO Ground, Surface Restraint Pressures at 113 Depit k Adtuat 2,688.64 pet. AlbWable 2,688:70 Pd- Foo6ng6aseArea 4.908`ft"2 '.. Maximum Soil Pressure 13.+145 W Aied Loads Lateral Concentrated Load: ik1.. ~....k_____r Lateral DWWbuted.Laads tkttj -Vedkal Loam { 0 Dead Load Wit 66.0:k Lr: Roof Lae k WR k L Live k kilt k S: Snow k Will: - k: Ws Wird` k k8h k E: Ear#xlus, 4 48.6 k: kit. :k H: Lateral Earth 12e k kAI :k two distance above. TOP at Load abova groundsurface - groundsurfaee 6.0 ft it BOTTOM of Load aboveground surface it +0.60D+0.60H 7.200 36.000< 9.13 1,199:5` 1,202.0 1.000 *0+0.70&0.60H 40.800 204.000 19,26 2,556;9 2,557;3, 1.00D +D+0.5250E+H 37.200 186.000 10:50 2,481:9 2,454.1 1.000 +0.50+010E+H 45:500 228:000 20.25 2,688:8 2.688'.7 1.000 I PMA Consulting, Inc. Project Title: Pool & Spa on Concrete Caissons 28181 Casitas CL Engineer: PBP Laguna Niguel. CA 92667 Protect 1D: 41821 Ph.; 714-717.7542 Project Descr: email: consufting@pma-bg.wn Point Load 400:0. Pd 4,0KA pat' Controlling Values GovemingaadCom6inatlan; +0.600+0.70E+H Lateral Load 35,60. k Moment 178,0 Wit NO Ground Surface Restnalnt Pressures at 1i3 Depth Actual 2,40&10 Pat k: i Mlawakie Y' nv� 2,405.16 Pat' eiy a, et W , Fooling Rase Area 4;9091L^2 Maximum Soll Pressure` i 10.797ksf ateraiGoneentrided Load (k) .�µ Lateral Distributed. Loads (110' _. _ Vertical Load D: Dead Load k: kk 53.0k Lr: Roof Live k kltt. -k. L.::I.ive k kW: k 4:$nw k Wh k W : Wind ' k kill k E:,Ewlhquake - 31LD.k: wrt k H : Lateral Earth 94 k Ido k Load distance above TOP: of Load aboveground surface: ground surface 5.0 it it BOTTOM of Loadabove ground surface R +0.60D+0.60H, 5.400 27.000 8.00 1.084:& 1,064,8 1.0p0 +D+0.70E+0.60H 32.(100 160.000 17,25 2291.7 2,29445 1.000 +D+0.5250E-4I 28.950 144,750 16.50 2,191:7 2,194.4 1.060 +0.6004070E+H 35:600 178.000 18.13" 2,406.1 2,4053 1.000 10 PMA Consulting, Inc. Project Title: Pool &Spa on Concrete Caissons 28161 Casitas Ct. Engineer: PBP Laguna Niguel. CA 92667 Project ID: 41821 Ph.: 714.711-7542 Project Clescr: email: consufting@pma.1)6.com Load Combinations Used: ASCE 7-16 General Information Pole Footing Shape Circular Pole Fooling Diameter 30.0 In Calculate Min. Depth for Allowable Pressures 2,239.61. pst. No Later Restraint at Ground Su6oer 2,241.07 psf. Allow :Passive .................., 40fiQpcf' Max Passive ....... ; , 4,000.(3 Psf Controlling Values PA Gcveming Load Gombiaa5tin :-460D+0,7084H LLive Lateral Load 36:60k Moment 71,20k=ft.: NO Ground Surface Restraint Pressures: at W Depth Actual 2,239.61. pst. :Allowable 2,241.07 psf. .RVmm. _.... Foo8n9:$asekaa ®a... '. 4.909%42. Maximum Soil Pressure. 10.7971(§t Applied Loads Point Load ateral Concentrated Load (b) Lateral Distributed Loath; ON) Vertical Load D: Dead Load k. Wit 53:0k Lr: Roof Lae k PA k" LLive k: klit k. 9: Snaw k Iv1t k' Wi Wmd k Wit k E: Earkuaka 39.0 :k k1@ k.. 8: Lateral. Earth 9.0 k kltt k Load dislaoce above TOP of Load above ground surface groundsurfam U it ft BOTTOM of Load aboveground surface it -460D+0;60H 5.400 10.800 7,18,937:9 MR 1:000 +0470E+0.601-1 32.000 64.004 18;00 2,130.3 2,1344 1.000 +D+0.5254E+H 28,954 57.904 15.25 2,031,8 2,032:5 4.000 +0.60D+0 70E+H 35.606 71.200 16.88 2,239:6 2,241.1 1.000 PMA Consulting, Inc. 28181 Casitas C1. Laguna Niguel. CA 92667 Ph.: 714-f17-7542 email: Corsufttng,@pma-bg.com Embedment of Caisson 8 Calculations per IBC 2018 1807.3, CBC 2019; ASCE 7.16 Load Combinations Used; ASCE 7-16 400:0 pd 4,000.0 Rsf Controlling Values OoverringLoad Combination: +0.60D+0Y()E4fl Lateral Load 45.60: k.. Moment 91;20 kA NO Ground Surface Restraint j Pressures at 113 Depth Actual' 2,518.55:oaf Allowable 2A20.20.Psf B Fuming Base Area, 4.999 f[A2 Maximum.5oA Pressure 13.445 ksf Project Title: Pool & Spa on Concrete Caissons Engineer. PBP Project ID: 41821 Project Descr: stomal Coacamhated Load (k) _ Vertical Load. 0 bead Load k Wit 56.9 k: Lr: Roof Live k: Wit k' L: Live k. kit. k S: Snow k kit k W Wind k kqt k E: Earthquake 4$0 k kilt k H: Lateral Earth. 120 0, kt k Load distance above TOA of Load above ground surfaie. 0MU04.surfaoe 2-0 It -#t BOTTOM of Loadabove ground surface it +0,60D+0.601-1 7,200 14.400 8.13 1,068.4 1,069;8 1.008 +D+0.70E+060H 40.800 81.500 18.00 2,189.6 23910 1.000 +M.5250EE++ 37.200 74.400 17Z 2286:6 2,288.3' 11000 +0.60D+010E+H 45,600 91.200 19:00 2,518:5 2,5212 1,000 12 PMA Consulting, Inc. 28181 CasttasCt Laguna Niguel. CA 92667 Ph:: 714-717-7542 email: oongultInq@pma-bg.com Project Title: Pool & Spa on Concrete Caissons Englnaer. PBP Project ID: 41821 Project Descr. Corte References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations. Used : ASCE 7-15 Point Load 400,0 pd ..... 4,000.0 Psf Controlling values 6ovami1g:L6ad GoMbhiah'on : +0.60D+0:76E+dH: Lateral Load. 41.40_k Momam, 82:80 Wt NO Ground Surface Restraint Pressuresat 1ADeptn Actual 2,40498. Psf Allowable 2,407.70 Psf '.. Footing Base Area 4,905 fH+2 Maximum Soil Pressure: 12.223.ks( et�Qfr�dro�a� ateral concentrated Load (10 Lateral Distelbuted Loads (kit). Vertical Load. 0: DeadLoad k _ Mk. 60.O:k Lr: RoofLve k khl R'. :L:: Live k. kfft. k'. :S Snow k loft k W; Wind- k- Wit k: E: Earthquake: 42.0 k kltt k H: Lateral Earth 120. k: Wit.. k Load distance above TOP of Load above ground surface. gmundsurface 2A ft' - It BOTTOM of Load above ground surface R. +0.600+0,60H 7.200 14.400 8:13 1,068.4 1,069:6 11000 +0"0.7OE-+O.60H 36.600 73.204 17.13 2,269.9, 2,26.9.9 1.000 +0+0.525OE41-1 34.050 68.190 16.50 2,192.5 2,194.8 1.000 40.50D47OE+9 41.400 82:800 98:13 2,405.0 2,407.7 1:000 PMA Consulting, Inc. Project Title: Pool & Spa on Concrete Caissons 28161 Casitas CJ. Engineer: Pt3P Laguna Niguel. CA 92667 Project ICY 41821 Ph,: 714-717-7542 Project Descr; email:.consuMng@pma-5gg.com Point Load 400;0'pc 000:0 Pat Governing Load Combinakn: +0.60CH0.70E+H Lateral Load 60.30 k Moment 30.150 k -ft' NQ Ground Surface Restraint Pressures, at 113 Depth Actual 2,777;98 Pat A9owable. 21774.79.psf' �� r 7 r PDAM Base Area 4.909 f1"2 Maximum Soll Pressure 13A38 kaf Lateral Concentrated Load. (li). ._.. Lateral Distributed. Loads.. (kl* .�^ Vertical Load D: Dead Lead k. kit 64.0k Lr: Roof Live k Wit k. L: Live k if k. W: Wind k kjit k. E • Eerftuake 49.0. k. kifp k H: Lateral. Earth 26,0 k kdt k Load distance above TOP of Load above ground suface ground surface 0.501t ft 9OT7OM of Load aboveground surface ti LoaG Combination Results 1".7OE+0.60H +0v0.525DE+H +0.60D+0.70E+H 49:900 24:950 19:00 2,530,6 2,531.5 1.090 51,725 25.863: 19.38 2,575.1 2,577.5 1.000 60.300 30.160 20.88, 2,778:0 2,779.8` 1.000 13 PMA Consulting, Inc. Project Title: Pool & Spa on Concrete Caissons 28161 Castles Ct. Engineer: PBP Laguna Niguel CA 92667 Project ID: 41821 Ph(: 714-717-7842 Project Descr. email. consuiUng@pmabgawrin Load 0 fy - Main Rebar E - Main Reber Allow. Reinforcing Limits Min. Reinf:. Max. Reinf. 4, iBG 2018, CBC 201 ASCE 7-16 X150 ksi 3,823.68 ksi 150.0 put = 0:$250 60.0 kei 29,000.0 ksi ASTMA6159ate Usetl = 1.0 510 - 8.0 Pio 7-16 Column Dimensions; 30.01n Diameter, Column Edge to Rebar Edge Cover = 3.0in Column Reinforcing: 9 - #10 bars Overall Column Height - 9.0 ft End Fixity Top Free, Bottom Fixed Brace condition for deflection (budding) along columns X -X (width) axis: Unbraced Length for buckling ABOUT Y -Y Axis= 9.0 it, K = 0.65 Y -Y (depth) axis: Unbraoed length for buckling ABOUT X -X Axis =9.0 it, K = 0.65 Applied Loads Entered loads are factored per load combmationsspeofi®d by user. Column self weight included: 6,626.80lbs ' Dead Load Factor AXIAL LOADS. - 38.809:k -ft Axial Load At, 9.0 ffabove base, Xem = 6,01n, Yeoc = 6.01n, D =60:0 k MuAngle = 4.0 deg BENDING LOADS ... Due to Pool Shell +Compulsive & Convective: Lat. Point Load at'6.0ft creating Mx -x, E=43.0 k Active Sails Pressure: Lat. Point Load at 9.0 it creating Mx -x, H =120 k l Seismic Earth Ptossure: Lat. Point Load at 9.0 $ creating Mx x, E = 2.40 k Creep Load: Lat Point Load at 9.0 it creating Mx -x, H = 5.0 k DESIGNSUAWRY Pnmax: Nominal Max. Compressive Axial Capacity Load Combination +1.200+E+1.601H Maximum SERVICE Load Rea -c ons .. Location of max.above base 8.940 it Top along Y Y O-Ok Bottom along Y -Y O.O k Maximum Stress Raf o 0.922: 1 Top along X -X 0.0 k Bottom along X -X 48380 k Ratio= (Pu^2+Mu"2)A,5 / (PhiPn^2+PhiMnA2)A.5 Pu= 79.952k (p`Pn= 89.436k k l Mu -x= -560.40 k -ft W `Mn -x= -612.55k -ft Mu±y= -36.0 k -ft.. (p'Mny=. 38.809:k -ft MuAngle = 4.0 deg Mu at Angle= 561.56 k -ft yiMnatAngle = 609,06k -ft l Pn & Mn values located of Po -Mu vector intersectioir wiHr cap&*curve Column Capactiles_.. Pnmax: Nominal Max. Compressive Axial Capacity 3,345.81 k Pnm1n : Nominal Min. Tension Axial Capacity k �- (pPn,max: Usable CompressiveAxralCapacity 1,738:82-k. 9 Pit, min: Usable Tension Axial Capacity k Maximum SERVICE Load Deflections... Along Y --Y 0,1025m at 9.0ft above base for load' combination.: +0;600+0.70E+H Along X -X 0.01372in at 9:01t above base for load combination : +D+H General Section Information. rp = 0.660 p =0.8250 8 0.80 to:°%ftnforcing 417 % Rebar%Ok Reinforcing Area 11.430inA2 Concrete Area 706.86 inA2 14 15 PMA Consulting, Inc. 28161 Cashes Ct. Laguna Niguel. CA 92667 Ph.: 714-717-7542 email: consulting@pma-bg.com Concrete Caissons 1 & 12 30 inch DIA Governing Load Combination Results Project Title: Pool & Spa on Concrete Caissons Engineer: PBP Project ID: 41821 Project Descr: Printed: 22 SEP 2021. 7:06AM Governing Factored Moment I Dist. from Axial Load Bending Analysis k -ft Load Combination X -X Y -Y t base it k Pu rp *Pn Sx gx'Mux fiy Sy Muy Alpha (deg) gMu Utilization (p Mn Ratio I +1.400+1.60H Actual Actual 8.94 93.28 220.93 1.000 -286.80 1.000 42.00 8.000 289.86 683 06 0.424! +1.20D+1.60H Actual Actual 8.94 79.95 191.38 1.000 -280.80 1.000 -36.00 7.000 283.10 667.53 0.424 +0.90D+1.60H Actual Actual 8.94 59.96 133.52 1.000 -271.80 1.000 -27.00 6.000 273.14 636.62 0.429 +1.20D+E+1.60H Actual Actual 8.94 79.95 89.44 1.000 -560.40 1.000 -36.00 4.000 561.56 609.05 0.922 +0.90D+E+0.90H Actual Actual 8.94 59.96 74.96 1.000 -444.30 1.000 -27.00 3.000 445.12 598.89 0.743 Maximum Reactions 153.000 k -ft Note: Only non -zero reactions are listed. k -ft Maximum Deflections for Load Combinations X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H +D+H 0.0137 17.000 9.000 66.627 183.000 30.000 +0.60D+0.60H 9.000 it +0.60D+0.60H 10.200 in 39.976 109.800 18.000 +D+0.70E�.S0H in 9.000 ft 41.980 0.0137 66.627 317.520 30.000 +D+0.5250E+H 0.089 in 9.000 ft 40.835 +D+0.5250E+H 66.627 329.790 30.000 +0.60D+0.70E+H 0.096 in 48.780 39.976 366.720 18.000 D Only It 0.102 in 9.000 ft 66.627 30.000 30.000 E Only 9.000 ft 45.400 in 9.000 ft 279.600 E Only H Only in 0.000 ft 17.000 0.068 in 153.000 Maximum Moment Reactions 0.0000 in 0.000 ft 0.046 Note: Only non -zero reactions are listed. 8.940. ft Moment About X -X Axis Moment About Y -Y Axis Load Combination @Base @Top @Base @Top +0.60D+0.60H 109.800 k -ft 18.000 k -ft +D+0.70E+0.60H 317.520 k -ft 30.000 k -ft +D+0.5250E+H 329.790 k -ft 30.000 k -ft +0.60D+0.70E+H _ 366.720 k -ft 16.000 k -ft D Only 30.000 k -ft 30.000 k -ft E Only 279.600 k -ft k -ft H Only 153.000 k -ft k -ft Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0137 in 9.000 ft 0.060 in 9.000 it +0.60D+0.60H 0.0082 in 9.000 it 0.036 in 9.000 ft +D+0.70E+0.60H 0.0137 in 9.000 ft 0.089 in 9.000 ft +D+0.5250E+H 0.0137 in 9.000 ft 0.096 in 9.000 ft +O.60D+0.70E+H 0.0082 in 9.000 It 0.102 in 9.000 ft D Only 0.0137 In 9.000 ft 0.014 in 9.000 ft E Only 0.0000 in 0.000 ft 0.068 in 9.000 ft H Only 0.0000 in 0.000 ft 0.046 in 8.940. ft PMA Consulting, Inc. Project Title: Pool & Spa an Concrete Caissons 2616,1 Casltas Ct. Engineer: Pep Laguna Niguel, CA 92867 Project ID 41821 Ph.: 714-717-7542 Project Oesar.: email: consuIOng@Me-hg;com 11 Interactlon Diagrams ._..._._._........__ ____..__...� .�.. ._ __.___ I I PMA Consulting, Inc. Project Title: Pool & Spa on Concrete Caissons 28161 CssitasQ. Engineer, PSP Laguna Niguel, CA 92667 Project ID: 41821 Ph.: 714717-7542 ProJect Oescr: email, consufting@pma-bg.com ConcreteColumn P -M Interaction Diagram iaJGs6: •:rtd�iiflN, aJ45l:. Vag W—*Mx 17 PMA Consulting, ince Project Title: Pool & Spa an Concrete Caissons 26161 Casitas Ct. Engineer: PBP Laguna Niguel, CA 82667 Project ID 41821 Ph.: 714-717-7542 Project Descr, email: consuigng@pma•bg.com: Concrete Column P -M Interaction Diagram. Phi * Mn A Alnhaik lfi laYC6rcl.%±fRMe9E4i: B$trt`..s,5d0 [9A,M3q 18 PMA Consulting Inc. ProjectT Me: Pool & Spa on Concrete Caissons 28161 Casitas Ct. Engineer: PBP Laguna Niguel. CA 92W Project ID: 41821 Ph.: 714.717-7542 Project Descr. email: consul6ng@pma-bg;con 1,875.0 1,687.: 1,500,( 1,125.0 937.5 750.0 562.5 375.0 187,5 Concrete Column P -M Interaction Diagram Phi' Mn @ Alpha (k -ft) isk.CmS:n.4 tlk': NRhw eftMve'="U: 19 PMA Consuftfng, hcc Project iftte. Pool & Spa on Concrete Caissons 28161CasbaCL Enineer: PBP Laguna Niguel. CA WPro)Iect ID: 41821 Ph- 714717-7542 Project-Descrc email: eonsuf ft0pma-bg.cum 1:875:4 Concrete Column P -M interaction Diagram Phi * Mn @ Alpha (k -ft) 20 k f1) 1 d CA. :WLtnrt®+tYSHE=iii Ab,- u*' (Mn;ww , 20 PMA Consulting, fnr 28161 Cas (as Ct, Laguna Niguel, CA 92667 Ph.t 714-717-7,542 email: consuMnggpma4)g.cum 1.87&0 Concrete Caissons 1 &.12 30 inch DIA Project Title: Pool & Spa on Concrete Caissons Engineer: PSP Project ID? 41821' Project Descc Concrete Column P -M interaction Diagram Phi' Mn @ Alpha (k 1f) 21 r PMA Consulting, Inc. 28161 Casitas Ct. r Laguna Niguel. CA 92667 Ph,: 714.717-7542 email: consu ting&ma-bq.mmi Concrete Caissons 2 &1130 inch I stations perACI 318-14, IBC 2018, CBC 2019, ASCE 7.16 Combinations Used: ASCE 7-16 fo : Concrete 28 day strength = 4.50 ksi E = = 3,823.68 ksi Density = 150,0pcf Axial Load at 10.0 it above base, Xacc = 5.0in Yecc = 5.0h, D = 77.10 k 0.8250 tyy - Main Rebar 60.0 ksi E - Main Rebar -. 29,0013.0 ked Allow, Reinforcing Limits ASTMA6158arsUmd Min. Reim. _ 1.0%, Max Reinf: - 8.00% Column Cross Section Colunm Dimensions: 30-Oin Diam Edge Cover Column Reinforcing 11- #11 liars Loge to Rebar Project Title: Pool &Spa on Concrete Caissons Engineer. PBP Project ID: 41821 Project Descr, End. Fixity Top Free:,Bottom: Fixed Brace condition for deitection (buckling) along columns: X -X (width) anis Unbraced Length for buckling ABOUT Y -Y Axis =10.0 ft, K = 0,65 Y Y (depth) axis: Unbrat ed Length for budding ABOUT X -X Axis =10.0 fL K= 0.65 7:07AM ` A iTed 1,08de Entered toads ars faCtore#"sr load combmadooa, egeCifted by Uesn. Column sell weight Included: 7,363.11 Its "Dead Load Factor AXIAL LOADS-, . . Axial Load at 10.0 it above base, Xacc = 5.0in Yecc = 5.0h, D = 77.10 k BENDING LOADS ... Due to Pool Shell + Compulsive & Convective: Lat Point Load at 6.0 it creating Mx -x, E = 55.0 k Active Soils Pressure: Let Point Load at 9.0 it creating Wx, H = 21.0 k Seismic Earth Pressure: Lat. Point Load at 9.0 it creating Mx x, E = 4.10 k l Creep Load: Lat. Point Load at 9.0 it creating Mx -x, H - 5.0 k ' DESIGN SUMMARY Load Combination +1.20D+E+1:80H MaximumSERVICE Load Reactions— eactions— Location Location of max.above base 9.933 It Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum Stress Ratio 0.952.1 Top along X -X O:Ok Bottom along X -X 67.37D k Rafo = (PUA2+MO2)":5/ (PhiP024PhlM02)":5 Pu = 101.35E k cp " Pn= 100.496 k Mux = -779.85 k -ft W ' Mn -x = -823.15 k -ft Maximum SERVICE Load De lections... Mu -y= 58.550 K.{{ `Mn y= 39:037k -ft Along Y Y 0.1062m at 10.0ft above base � for load combination: W:8015W.70E+H Mu Angle= 3.0 deg Along X -X 0.01814in at 10.0ftabovebase l_ Mu at Angle= 780.80 k -ft cpMn at Angle = 819.92 kdt for load combination: +p+H Pn & Mn values located at Pu -Mu vecforinters Won with capa* curare Column Capacities,— General Section Information. _ 0.650 =0.8250 0 = 0.80 �Ok l Pnmax : Nominal Max. Compressive Axial Capacity 3,667.70k P : % Reinforcing 2,428 °la Robar Pnmin : Nominal Min. Tension Axial Capacity k Reinfordng Area 17.150 W2 iP Pn, max: Usable Compressive Axial Capacity 1,907.20 k Concrete Area 706:86 inA2 N Pn, min; Usable Tension Axial Capacity k 22 Maximum Reactions 159.675 k -ft Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction C, My -End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top -D-H r PMA Consulting, Inc. 26.000 84.463 266.125 32.125 +0.60D+0.60H Project Title: Pool & Spa on Concrete Caissons 28161 Casitas Ct. +D+0.70E+0.60H 510.105 56.970 84.463 429.355 32.125 Engineer: PEP Laguna Niguel. CA 92667 84.463 458.748 32.125 +0.60D+0.70E+H 67.370 Project ID: 41821 Ph.: 714-717-7542 366.900 84.463 32.125 32.125 E Only Project Descr: 59.100 email: consulting@pma-bg.com 366.900 H Only k -ft 26.000 234.000 Maximum Moment Reactions � - Note: Only non -zero reactions are listed. Moment About X -X Axis Panted 22 SEP 2021, 7 07AM Load Combination @Base @Top @Base @Top 0.0181 in 10.000 It Fa Pe 00 DE IGN,�-� in Concrete Column �� +0.60D460H in 10.000 It 0.061 Sotlwareropytight �NERCALG iN0198320209ui1tl 1220817 i 10.000 It +D+0.70E+0.60H 0.0181 in 10.000 ft 0.140 in DESCRIPTION: Concrete Caissons 2 &1130 inch DIA +0+0.5250E+H 0.0181 in 10.000 Governing Load Combination Results 0.155 in 10.000 ft -�0.60D+0.70E+H 0.0109 in 10.000 It 0.166 in 10.000 ft D Only 0.0181 Governing Factored 9 _ Moment Dist. from Axial Load Bending Analysis k -ft Utilization Load Combination r ' X -X Y -Y base ft k Pu cp'Pn 10.000- It Sx gx"Muz Ratio gy gy"Muy Alpha (deg) 6 M to Mn RaOc +1.40D+1.60H Actual Actual 9.93 118.25 247.18 1.000 -419.38 1.000 -44.98 6.000 421.78 873.52 0.483 +1.20D+1.60H Actual Actual 9.93 101.36 217.94 1.000 -412.95 1.000 -38.55 5.000 414.75 873.49 0.475 +0.90D+1.60H Actual Actual 9.93 76.02 151.72 1.000 -403.31 1.000 -28.91 4.000 404.35 845.32 0,478 +1.20D+E+1.60H Actual Actual 9.93 101.36 100.50 1.000 -779.85 1.000 -38.55 3.000 780.80 819.92 0.952 +0.90D+E+0.90H Actual Actual 9.93 76.02 100.50 1.000 -606.41 1.000 -28.91 3.000 607.10 819.92 0.740 Maximum Reactions 159.675 k -ft Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My -End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top -D-H +D+0.5250E+H 26.000 84.463 266.125 32.125 +0.60D+0.60H 15.600 50.678 159.675 19.275 +D+0.70E+0.60H 510.105 56.970 84.463 429.355 32.125 +D+0.5250E+H k -ft 57.028 84.463 458.748 32.125 +0.60D+0.70E+H 67.370 50.678 510.105 19.275 D Only 366.900 84.463 32.125 32.125 E Only 59.100 H Only 366.900 H Only k -ft 26.000 234.000 Maximum Moment Reactions Maximum Deflections for Load Combinations Note: Only non -zero reactions are listed. Moment About X -X Axis Moment About Y -Y Axis Load Combination @Base @Top @Base @Top 460M.60H 159.675 k -ft 19.275 k -ft +D+0.70E+0.60H 429.355 k -ft 32.125 Wt +D+0.5250E+H 458.748 k -ft 32.125 k -ft +0.60D+0.70E+H 510.105 k -ft 19.275 k -ft D Only - 32.125 k -ft 32.125 k -ft E Only 366.900 k -ft k -ft H Only 234.000 k -ft k -ft Maximum Deflections for Load Combinations Load Combination Max. X -X Defiecton Distance Max. Y -Y Deflection Distance +D+H 0.0181 in 10.000 It 0.102 in 10.000 ft +0.60D460H 0.0109 in 10.000 It 0.061 in 10.000 It +D+0.70E+0.60H 0.0181 in 10.000 ft 0.140 in 10.000 It +0+0.5250E+H 0.0181 in 10.000 ft 0.155 in 10.000 ft -�0.60D+0.70E+H 0.0109 in 10.000 It 0.166 in 10.000 ft D Only 0.0181 in 10.000 It - 0.018 in 10.000 ft E Only - 0.0000 in 0.000 It 0.103 in 10.000- It H Only 0.0000 in 0.000 ft 0.083 in 9.933 ft 23 PWA Consulting; Int. ProjectTitle: Pool & Spa on Concrete Caissons 28161 Casilas Ct. Engineer. PBP Laguna Niguel. CA 92687 Project ID: 41821 Ph.: 714-717-7-542 Project aesor: email: wnaulBnd ama-W.com Interaction OimllaMs— 24 b 24 PMA Consulting, Inc Project Title: Pool &,$pa on Concrete Caissons 28161 Castles C4. Engineer. PBP Laguna Niguel, CA 92667 Project lb: 411821 Ph.: 7*717-7692 Project Desc emaih;eonsulUng@pma-bg.com 2-050.0 Concrete Column P -M interaction Diagram Phi'Mn@Alpha (kit) 25 PMA Consulting, Inc: Project Tide: Pool & Spa on Concrete Caissons 28161 CashasCt Engineer: PBP Laguna Niguel. CA 52687 Project ID: 41821 Ph,:714717 7542 Project Descr: small: consullinrafoma-t n:c:om i8 t Concrete Column P -M interaction Diagram Phi * Mn @ Alpha 0) (D Mpm iwkv x '%A 26 PMA Consulting; Inc. Project Title: Pool & Spa on Concrete Caissons 28161 ca5itas Q, Engineer; PBP Laguna Niguel. GA 97 Pro ect t0:41821 Ph,:714-7177542, Project Descr: email: consuliinaftma-ba.mm nsn n Concrete Column P -M Interaction Diagram Phi * Mn @ Alpha (k -ft) kk% Bffi uaffip ON PMA Consulting, Inc Project Tide: Pool & Spa on Concrete Caissons 29161 Casitas Ct, Engineer: PSP Laguna Niguel. CA W7 ProjW IDs 4.1821 Ph.: 714-717-754Z Project Desai; emalt consultinciftma-bo oom 24500 Concrete Cokamn P -M Interaction Qlagram Phi A Mn @ Alpha (k -ft) WSCnp.=of.2%%ffci�i,±kb ibma�. iSR)��A� O PMA Consulting, Inc Project Title: Pool & Spa on Concrete Caissons 28161 Cashes G. Engineer. P6P Laguna Nigual. CA 92667 Project ID: 41821 Ph.: 714:797 7542 Project Descr: wall, �vnsWt3na(alorna-t3o chin 1)nsnn Concrete Column P -M Interaction Diagram Pfsi ° Mn @ Alpha (k -ft) 29 PMA Consulting, Inc, 28161 Casitas CL Laguna Niguel. CA 92667 Ph.: 714717-7542 email: consuiting@pma-bg•win Project Title: Pool & Spa on Concrete Caissons Engineer: PBP Project ID: 41821 Project Descr Code References Calculations perACI 318-14, IBC 2018, CBG 2019, ASCE 7-16 Load Combinations -Used : ASCE 7-16. fc:: Concrete 288 day strength = 4.50'ksi Overall Column Height = 11.0 ff. E _ = 3,823.68 ksi End Fixity Top Free, Bottom Fixed Density W 160.0 Pf Brace condition for defection (buckling) long columns: R = 0,8250 X -X (wk18t)Gads: fy-Main Rebar = 60.0k9 UnbracedLength for buckling ABOUT Y-YAxis =11bit, K=0.65 E- Main Rebar = 29,000,0 k81 Y Y (depth) axis: Allow. Reinforcing Limits ASNA6159MUNd Unbracel Length for buckling ABOUT X -X Axis =11.0ft, K=0.66 Min. Rent = 1,00/0 Max. Reinf. _ &0 O/q Column Dimensions: 30.Oin Diameter, Column Edge Cover = 3.01n Column Reinforcing: 14-#11 bars Applied: Loads Entered loads are factored per load combinationsspecified by user. Column self weight included: H99.42 lbs * Dead Load Factor AXIALLOADS'.... Axial Load at 11.0 ft above base, Xece = &0in, Yew = 6.01n, D = 64.0 k BENDING LOADS. Due to Pool Shell +Compulsive & Convective Lat, Point Load at 8.0 $ creating Mx -x, E =45.0 k Active Soils Pressure Lat. Point Load at 11.0 ft creating Mx x, H =21.0 k Seismic Earth Pressure: Lat. Point Load at 11.0 it creating Mx -x, E = 4.10 k Creep Load: Lat. Point Load at 11.0 ft creating Mx -x, H = 5.0 k Load Combination +1.20D+E+1.60H Location of max:abovebase 10.926ft Maximum Stress Ratio 0.921:1 Ratio= (P02+Mu"2)^:6! (PhiPnA2+PhiMnA2)^;5 Pu = $6.519 k rp Pn = 99.292 k Mu -x= -90110 k -ft rP *Mnx= -982.51k-ft Mu -y= -38,40 k -t W "Mn -y= $6.304 k4 MuAngle= 2.0 deg Mu at Angle= 901.92 k -ft cpMnatAngle 979.73k -ft Pn 8 Mn values located at Pu -Mu vector intersection with capacity curve Column Capacities ... Pnmax: Nominal Max. Compressive Axial Capacity 3,930.60 k Pnmin : Nominal Min: Tension Axial Cape* k (p Ph, max : Usable Compressive Axid Capacity 2,04191 k tP Pin, min: Usable Tension Axial Capacity k Top along Y•Y O.O k Bottom along Y Y 0.0 k Top along X -X 28.870k Bottom along X -X 60.370 k Maximum SERVICE Load Deflections ... Along YY 02530in at 11.0It above base for load combination; +0.60D+0.70E+H Along X-X0.02186in at 11.0 ft above base for load combination: +D+H General Section Information. (P = 0.650 ��3 =0.8250 6 - 0.80 p : °k Reinforcing 3,090 % Rebar % Ok Reinforcing Arm 21.840 inA2 Concrete Area 746.86 inA2 30 31 PMA Consulting, Inc. 28161 Cashes Ct, Laguna Niguel. CA 92667 Ph.: 714-717-7542 email: consulting@pma-bg.com DESCRIPTION: Concrete Caissons 3 & 10 30 inch DIA Governing Load Combination Results Project Title: Pool & Spa on Concrete Caissons Engineer: PBP Project ID: 41821 Project Descr: Governing Factored Moment I Dist, from --Axial Load k -ft Bending Analysis k -ft Utilization Load Combination X -X Y-Yibase It k Pu rp+Pn 5x 5x`Mux 5y Sy'Muy Alpha (deg) 8 M rip Mn Ratio. +1.40D+1.60H Actual Actual 10.93 100.94 203.06 1.000 -502.40 1.000 -44.80 5.000 504.39 983.34 0.513 +1.20D+1.60H Actual Actual 10.93 86.52 169.70 1.000 -496.00 1.000 -38.40 4.000 497.48 983.78 0.506 +0.90D+1.60H Actual Actual 10.93 64.89 135.51 1.000 A86.40 1.000 -28.80 3.000 487.25 983.75 0.495 +1.20D+E+1.60H Actual Actual 10.93 86.52 99.29 1.000 -901.10 1.000 -38.40 2.000 901.92 979.73 0.921 +0.90D+E+0.90H Actual Actual 10.93 64.89 99.29 1.000 -691.30 1.000 -28.80 2.000 691.90 979.73 0.706 Maximum Reactions it E Only 0.0000 in 0.000 it Note: Only non -zero reactions are listed. in 11.000 X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My -End Moments k -ft Mx - End Moments Load Combination 0.129 @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 26.000 26.000 72.099 318.000 32.000 +0.60D+0.60H 15.600 15.600 43.260 190.800 19.200 +D+0.70E+0.60H 49.970 18.470 72.099 487.170 32.000 +D+0.5250E+H 51.778 28.153 72.099 530.678 32.000 +0.60D+0.70E+H 60.370 28.870 43.260 588.770 19.200 D Only 72.099 32.000 32.000 E Only 49.100 4.100 405.100 H Only 26.000 26.000 286.000 Maximum Moment Reactions Note: Only non -zero reactions are listed. MomenlAbout X -X Axis Moment About Y -Y Axis Load Combination @ Base @ Top @ Base @Top +H0D+0.60H 190.800 k -ft 19.200 k -ft +0+0.70E+0.60H 487.170 k -ft 32.000 k -ft +0+0.5250E+H 530.678 k -ft 32.000 k -ft +0.60D+0.70E+H 588.770 k -ft 19.200 k -ft D Only 32.000 k -ft 32.000 k -ft E Only 405.100 k -ft 11.000 k -ft H Only 286.000 k -ft It k -ft Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0219 in 11.000 It 0.152 in 11.000 It +0.60D+0.60H 0.0131 In 11.000 it 0.091 in 11.000 It +O+-0.70E+0.60H 0.0219 in 11.000 It 0,210 in 11.000 It +D+0.5250E+H 0.0219 in 11.000 It 0.234 in 11.000 It +0.60D+0.70E+H 0.0131 in 11.000 it 0.253 In 11.000 It D Only 0.0219 in 11.000 it 0.022 in 11.000 it E Only 0.0000 in 0.000 it 0.156 in 11.000 ft H Orly 0.0000 in 0.000 It 0.129 in 10.926 4 PMA Consulting, Irt. 28181 Casitas Ct. Laguna Miguel. CA 92%7 Ph,: 7W717-7542 emsil mnndtirinG'1i mmyfVi:mm Project Title: Pool & 8pe on Concrete Caissons Engineer. Pep Pro ectID: 41821 Project Descr. Sketches Interaction Di Irams 32 r PMA Consulting, Inc. 28161 Casitas Ct Laguna Niguel. CA 92687 Ph,;7WM77542 small: consultinp@PPa-lig;corn I air n Project Title: Pool & Spa on Concrete Caissons ENIneer: PBP Project ID: 41821 Project Descr: 30 inch DIA Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) C-11 .11 EwAks¢ =..i.a6�.a#t#5 Aliso iid& MOkW,A 33 kL! PMA Consulling, Inc. Project Title: Pool & Spa on Concrete Caissons 28461 Casitas CL Engineer: P6P Laguna Niguel. CA 92667 Project 1D: 41821 Ph,: 714-717-792 Project Descr: email: wnsul6naBoma-batarn iiGLYEI Concrete Column P -M Interaction Diagram PW * @ Alpha (k -ft) PMA Consulting, Inc, Project Title: Pool & Spa on Concrete Caissons 28161 CashesCt. En sneer; PBP Laguna Niguel. CA 926U Project 117: 41821 Pb.: 714717-7542 Project Descr: email. wnsullImO.pma-bg:com S 175. A Concrete Column P -M Interaction Diagram Phi `Mn @ Aipha (k -ft) { e=p kaMfdran=+¢,�kFP:. Nflm'. 39de9 99iffiI 35 r r PMA Consulling, Inc. Project Title- Pool & Spa on Concrete Caissons 28161 CasitasCt Engineer., PBP Laguna Miguel, CA 92W Project ID: 41821 PKM4-7174% Project Descr; email. wnsultlno0oma-bo,com 21750 Concrete Column P -M interaction Diagram Phi " Mn @ Alpha (k -ft) IM 37 PMA Consulting, Inc. Project Title: Pool 8 Spa on Concrete Caissons 28161 C WUSCc Engineer: PBP Laguna Niguel. CA 92667 Project ID: 41821 Ph.: 714.717-7542 Project Aescr: email: consulfingtdiwa-bg,com 9 i7A rr Concrete Column P -M Interaction 67Magram Phi " Mn @ Alpha (k -ft) E PMA Consulting, Inc. Project Title: Pool & Spa on Concrete Caissons 28161 CasitasCt Engineer` PEP Laguna Niguel, CA 92667 Project 0: 41821 Ph.: 714-717-7642 Project Descr A=fli, nsulfinar@nmabo.rern Calculations per ACt 318-14, IBC 2018 Load Combinations` Used: ASCE 7-16 General Information Pc : Concrete 28 day stre E= Density {t fy -Main Rebar E- Main Rebar Allow. Reinforcing Limits Min. Renal. Max. Reinf: 4.50 kSl 3;823.68 kid 150;0 pot 0.8250 60.0 ksi 29,000.0 ksl ASTMA6158wOwd' = 1.0 8.0% Column: Dimensions:: 30AIn piameter, Column Edge to Edge Cover= 3.On Column Reinforcing: 10 -#11 bars 7-16 Overall Column Hefight = 13.0 It End Fixity Top Free, Bottom Fixed Brace condition for deflaction (budding) along columns X -X (width)axis : Unbraced Length for budding ABOUT Y -Y Axis =13.0 t1; K =0.65 Y -Y (depth) axis: Unbraced Length for buckling ABOUT XXAxis =13.0 it, K -= 0.65 - A tiadLaads'. .Entered loadsare factored per loadepmbinalionssuaoifietlbyusec Column self weight included : 9,572:04 Jos ` Dead Load Factor AXIAL LOADS... Axial Load at 13.0 it base, Xecc 5.01n, Yem = 6,0in, D = 564 k , BENDING LOADS - Due to Pool Shell- Compulsive & Convective: Lat. Point Load at 10.0 it creating Mx -x, E = 39.50 k Due Active Solls Pressure: Lat. Point L'oad at 110 It creating Mx x, H =T:,Ok Seismic Earth Pressure: Lat. Point Load at 13.0 8 craating Mx -z, E =1,50k Creta Load: Lat. Point Load at 13.0 If creating Mx -x, H = 5.0k DES16M SUMMARY Load Combination +1.20D+E+1.60H Maximum SERVICE Load Reactions. Location of max.above base 12.913 it Top along Y -Y D -O k Bottom along YY 0.0 k Maximum Stress Ratio 0.810:1 Top along X -X 0.0'k Bottom along X -X 41.0 k Ratio=(PiA2+MuA2)".51(PhtiPnA2+PhiMnA2)A;5 P0. 78.686 k w . Pn = 79.799 k Mux Mux = 692.10 k -ft W ' Mn -x = 165.40 k -ft Maximum SERVICE Load Deflections - Along YY 0.272710 at 13:0 ft above base Mu -y= -28.0 k ft W ' Mn -y = 26.101 k ft for combination: +0.B00+6.70E+H Mu Anglo = 2.0 dreg Along X -X 0.02226in at 13:0ft above base Mu at Angle= 692-67 k -ft rpMnatAngle = 761.30kft for toad combination: 4D+H Pn 8 Mn values located at Pu -Mu vaefor intersection with capacity curve Column Capacities ,.. General SeptionInformation .(p = 0.650 ((33 =0:82". e = 0.811 C_ Pnmaxallominal Max. Compressive Axial Cape* 3,SKOS k p : 90 Reinforcing 2.207 % ftabsr"� 0k Pnmin : Nominal Min: Tension Axial Capacity k Reinforcing Area 15.60 W2 r) Pn, max: Usable Compressive Axial Capacity 1,861.63 k Concrete Area 708.86 m42 M Pn, min: Usable Tension Axial Capacity k. r C r PMA Consulting, Inc 28161 Casitas Ct. T Laguna Niguel. CA 92667 Ph.: 714-717-7542 email: consulting@pma-bg.com Project Title: Pool & Spa on Concrete Caissons Engineer: PBP Project ID: 41821 Project Descr: DESCRIPTION: Concrete Caissons 4 & 9 30 inch DIA Governing Load Combination Results Governing Factored Moment Dlst. from Axial Load Bending Analysis k -ft , Utilization Load Comt inabon X X Y -Y l k base 1t Pu cp * Pn Sx 8X'Mux Sy Sy' Muy Alpha (deg) , g Mu rp Mn Ratio +140D+1.60H Actual Actual 12.91 91.80 268.05 1.000 -282.27 1.000 -32.67 7.000 284.15 830.88 0.342 +1.20D+1.60H Actual Actual 12.91 78.69 240.17 1.000 -277.60 1.000 -28.00 6.000 279.01 830.10 0.336 +0.90D+1.60H Actual Actual 12.91 59.01 178.05 1.000 -270.60 1.000 -21.00 4.000 271.41 810.39 0.335 +1.20D+E+1.60H Actual Actual 12.91 78.69 79.80 1.000 -692.10 1.000 -28.00 2.000 692.67 761,30 0.910 i +0.90D+E+0.90H Actual Actual 12.91 59.01 79.80 1.000 575.90 1.000 -21.00 2.000 576.28 761.30 0.757 Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My -End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 12.000 65.572 179.333 23.333 +0.60D+0.60H 7.200 39.343 107.600 14.0011 +D+0.70E+0.60H 35.900 65.572 407.083 23.333 +D+0.5250E+H 33.525 65.572 396.946 23.333 +0.60D+0.70E+H 40.700 39.343 460.150 14.000 D Only 65.572 23.333 23.333 EOnly 41.000 414.500 H Only 12.000 156.000 Maximum Moment Reactions Note: Only non -zero reactions are listed. ' Moment About X -X Axis MomentAbout Y -Y Axis Load Combination l @Base @Top @Base @Top +D+H 179.333 k -ft 23.333 k -ft +0.60D -0.60H 107.600 k -ft 14.000 k -ft +D+0.70E+0.60H 407.083 k -ft 23.333 k -ft +D+0.5250E+H 396.946 k -ft 23.333 k -ft +0.60D+0.70E+H 460.150 k -ft 14.000 k -ft ( D Only 23.333 k -ft 23.333 k -ft E Only 414.500 k -ft k -ft ( H Only 156.000 k -ft k -ft Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance ( +D+H 0.0223 in 13.000 it 0.122 in 13.000 it ' +0.6DD+0.60H 0.0134 in 13.000 It 0.073 in 13.000 it +D-470E+0.60H 0.0223 in 13.000 ft 0.242 In 13.000 ft +D+0.5250E+H 0.0223 in 13.000 ft 0.242 in 13.000 it +0.60D+0.70E+H 0.0134 in 13.000 ft 0.273 in 13.000 1t D Only 0.0223 in 13.000 ft 0.022 in 13.000 ft ( E Only 0.0000 in O.ODO It 0.228 in 13.000 it H Only 0.0000 in 0.00 ft 0.098 in 12.913 it 39 PMA Consulting, Inc. Project Tide: Pool & Spa on Concrete Caissons 20161CaaitasCL Engineer. PSP Lagena Niguel. CA 92667 Project 10: 41821 Ph.: 714-717-7542 Project Descr. email: cansultirmiaumaUxorn interaction Diagrams 40 41 PMA Consulting, Inc, Project Title: Pool & Spa on Concrete Caissons 28161 Casitas GI, Engineer. PBP Laguna Niguel, CA 82667 Project 0 41821 Ph.t 714.717-7642 Project Desta: email: =wnsuttiha orra-traxom WoTe IR Concrete Column P -M Interaction Diagram Phi' Mn @ Alpha (k ft) PMA Consui6n, Inc. Project Fitte Pool & Spa on Concrete Caissons 2BI61CasifasQ. Engineer P8P Laguna Niguel. CA 92657 Project ID 41821 Ph. 714-717-7542- Project Oescr email: consufUnafaomadac:com 9 nnn n Concrete Column P -M Interaction Diagram Phf `Mn Alpha (k -ft) 'E, lmi'I`amLctl:3WeF5W.. NpM1w iA]>¢'JB.�;tSR51h.. 42 43 PMA Consulting, Inc. Project Tale: Pool & spa on Concrete Caissons 28161 CasitasCL Engineer: PBP Laguna Niguel. CA 92667 Project ID: 41821' W; 7%717-7542, Project Dew. email:.consultincOomabo,com 9 nnn n Concrete Column P -M Interaction Diagram Phi,* Mn @ Alpha (k -ft) ugCiaP=+k9At151N *mv MARul. PMA Consulting, Inc. Project Title: Pool & spa on Concrete Caissons 28181 Casitas Ct Engineer. PSP Laguna Miguel. CA 92657 Project V 41821 Ph,; 714-717-7542 Project Oescr: emall: consullihaftma4m com Concrete Column P -M Interaction Diagram Phi' Mn @ Alpha {k-4} U %awjm 44 31 PMA 1 & Spa on Concrete Caissons 24161Casirag Ct. Engineer PBALqgvntel, CA 52667 ect ID- 4182 i 2 Project Decr email: consultincOrima W.win eLToOO Concrete Column P -M interaction Diagram Phi' Mn @ Alpha (") ibHONh:-K"U Qw W. 2Wep 81;ffi.Cax: PMA Consulting, Inc. Project Title: Pool & Spa on Concrete Caissons 28161CasdasCt. Enineer: PEP Laguna Niguel. CA 92667 Progect 1Di 41821 Ph,: 714.717-7542 Project Descr:. alnalk consultinofoma-bo:core CodeReierencets �Calculations per ACI 318-14, IBC 2018,: CBC 2019; ASCE 7-16 Load Combinations Used: ASCE 7-16 fc:Concrete 28day strength = 4:50ks) Overall Column Height = 13.08 E = - 3;823.68 ksi End Fixity Top Free, Bottom Fixed Density - 1 wo pcf Brace condition for deflection (buckling) along columns: 0 0.8250 X=X (width) axis: fy - Main Rebar - 60.0 ksi Untraced Length for buckling ABOUT Y -Y Axis =13.01 K = 0.65 E - Main Rebar- 2$000.0 ksl Y Y (depth) axis: Allow, Reinforcing Limits- ASTMA6168arsUssd Undrawd Length for buckling ABOUT X -X Axis = 13.0 It, K = 0.65 Min. Reim. = 1.0% Max. Reinf. = 8:0 % Column Cross Section_ Column Dimensions: 30.0in Diameter, Column Edge to Reber Edge Cover =3.Oin Z Column Reinforcing: 11 -411 bars Amiled Loads Entered loads are factored per load combinations specified by user Column self weight included: 9,572.04 lbs * Dead Load Factor AXIAL LOADS'... Axial Load at 13.0 it above base, Xece = 5.Oin, Yecc = 5.01n, 0 = 66.0 k BENDING LOADS ... Due to Pool Shell + Compulsive & Convective: Lat. Point Load at 10.0 it creating Mx -x, E = 46.0 k Active Solis Pressure: Lat, Point Load at 13.0 it creating Ml x; H =7.0 k Seismic Earth pressure: Lat. Point Load at 13.0 ft creating Mx -x; 8=1.50 k Creep Load: Lat, Point Load at 13.0 If aeating Mx -x, H = 5.0 k Load Combination +1.2013+E+1.601-1 Location of max.above base 12.913 ft Maximum Stress Ratio 0.929:1 Ratio= (Pu42+Mu42)" 51(PhiP02+PhiMn^2)",5 pu = 90.686 k rp* Pn = 100.778k Mu -x= -762.10 k -ft 9 *Mnx= -824,76k-ft Mu -y= 33.0k -ft tP*Mn•y= 23,839k -ft MuAngla= 2.0 deg Mu at Angle = 762.81 k -ft rpMn at Angle = 820.74 Wt Pn & Mn values located at Pu -Mu vector intersection with capacity curve Column Capacities. - Pnmax : Nominal Max. Compressive Axial Capacity 3,667.70 k Pnmin : Nominal Min. Tension Axial Capacity k _ rp Pn, max: Usable Compressive Axial Capacity 1,907.20 k W Pit, min : Usable Tension Axial Capacity k Klmom SERVICE Load Reactions - Top along Y -Y O.Ok Bottom along Y -Y 0.0 k Top along X -X O.Ok Botom along X X 47:50 k Maximum SERVICE Load Ddections ... AlongY-Y0.2999in at 13:0ft above base for load combination: +0.600+0-70E+H Along X -X 0.026240 at 13.Oft above base for load combination : +D+H General Section Information. (P = 0.650 Q =0.8250 0 = 0.80 p : °%Reinforcing 2.428 "% Rebar% Ok ReinforpngArea 17.160 in42. Concrete Area 706.86 W2 46 E117 PMA Consulting, Inc. 28161 Cashes Ct. Laguna Niguel. CA 92667 Ph.: 714-717-7542 email: consulting@pma-bg.com DESCRIPTION: Concrete Caissons 5 & 8 30 inch DIA Governino Load Combination Results Project Title: Pool & Spa on Concrete Caissons Engineer: PBP Project ID: 41821 Project Descr: Printed: 22 SEP 2021, 7:10AM Governing Factored 7.200 i Moment hist from k xlal Load +D+0.70E+0.60H 75.572 Bending Analysis k -ft Utilization Load Combination - - 435.238 27.500 X -X Y -Y I base ft Pu xp Pn 8x 5x`Mux 5y 6y Muy Alpha (deg) gMu yMn Ratio +1.40D+1.60H Actual Actual 12.91 105.80 315.37 1.000 -288.10 1.000 -38.50 8.000 290.66 871.97 0.333 +1.20D+1.60H Actual Actual 12.91 90.69 275.04 1.000 -282.60 1.000 -33.00 7.000 284.52 873.19 0.326 +0.90D+1.60H Actual Actual 12.91 68.01 217.94 1.000 -274.35 1.000 -24.75 5.000 275.46 873,49 0.315 +1.20D+E+1.6011 Actual Actual 12.91 90.69 100.78 1.000 -762.10 1.000 -33.00 2.000 762.81 820.74 0.929 +0.90D+E+0.90H Actual Actual 12.91 68.01 83.48 1.000 -644.65 1.000 -24.75 2.000 645.12 811.94 0.795 Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction it Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx -End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60H 7.200 45.343 110.100 16.500 +D+0.70E+0.60H40.450 +D+0.70E+0.60H 75.572 456.750 27.500 +D+0.5250E+H _ 36.938 75.572 435.238 27.500 +0.600+0.70E+H 45.250 45.343 508.150 16.500 D Only k -ft 75.572 27.500 27.500 E Only 47.500 k -ft 479.500 H Only 12.000 479.500 156.000 Maximum Moment Reactions k -ft H Only Note: Only non -zero reactions are listed. k -ft Moment About X -X Axis k-fi Moment About Y -Y Axis Load Combination @Base @Top +0.60D470E+H @Base @Top +0.60D+0.60H 110.100 k -ft 16.500 k -ft +D+0.70E+0.60H 456.750 k -ft 27.500 k -ft +D+0.5250E+H 435.238 k -ft 27.500 k -ft +0.60D+0.70E+H 508.150 k -ft 16.500 k -ft D Only 27.500 k -ft 27.500 k -ft E Only 479.500 k -ft 13.000 k -ft H Only 156.000 k -ft 13.000 k-fi Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Defection Distance +D+H 0.0262 in 13.000 it 0.126 in 13.000 ft +0.60D+0.60H 0.0157 in 13.000 It 0.075 in 13.000 it +D+0.70E+O.60H 0.0262 in 13.000 It 0.271 in 13.000 it +D+0.5250E+H 0.0262 in 13.000 it 0.264 in 13.000 it +0.60D470E+H 0.0157 in 13.000 ft 0.300 in 13.000 ft D Only 0.0262 in 13.000 ft 0.026 in 13.000 ft E Only 0.0000 in 0.000 ft 0.264 in 13.000 ft H Only 0.0000 In 0.000 ft 0.098 in 12.913 it PMA Consulting, Inc. Project -11111e: Pool &;Spa on Concrete Caissons 26161CasitasCt. Engineer., PSP 4unalN190el. CA 92667 Project IDa 41821 Ph.: 714-717-7542 Project Descc email; consuftrt ma-bta: am Interaction Diagrams I M. 49 PMA Consulting, Inc Project'1'itle: Pool &Spa on Concrete 'Caissons 28161 Gasitas Ct. Engineer. PBP Laguna Niguel. CA 92667 Project 1D: 41821 Ph.: 714717-7542 Project Descr. email. oonsuHmtifoma ba:com Concrete Column P -M Interaction Diagram Phi * Mn 0 Alpha N-11) cmc,�.r,aar��.z;.Af�+=:ebr�td-:.iaidoca. PMA Cansuhing, Ina Project Title: Pool & Spa on Concrete Caissons 28161 CasitasCt. Engineer. PBP Laguna Nigtial. CA 92667 Project ID: 41821 Ph:; 714-717.7342 Project Desc mair. l: =sul ftoOoma-I) :cm 9 i i 1;845:5 1;640.0 1;435:0 gal 1,025.0 820:0 618;0 M 2064 Conorate:Column PPA Interaction Diagram Phi"Mn@Alpha (k -ft) 50 PMA Consulting, ho.. Project Title: Pool & Spa on Concrete Caissons 28161 GasitusCY. Engineer; PBP Laguna Niguel, CA 92667 Project ID: 41821 Pn:7WT17.792 .Project Descr.:. small' consultin Ows-buom' W11-11111 t 0 Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) :wdfmd:x^4$N+iNN M%I0$1,MA 51 PMA Consulting, Inc, Project TtUe: Pool & Spa on Concrete Caissons 28161 Casitas Ct. Engineer. PBP Laguna Niguel, CA 92862 Project ID: M821 Ph.: 714-717-7542 Project Descr. email! consultinnOmmabo.com. 9 n;11 -n 1 1, 1: Concrete Column P -M Interaction Diagram PW Mn @ Alpha (k -ft), wade:=:•�nbe+.aa[x. AOW M4Malalq 52 PMA Consulting; Inc Project Title: Pool & Spa on Concrete Caissons 281,61 Casitas Ct, Engineer; PBP Laguna Niguel. CA 92667 Project ID: 41821 Ph.; 714-717-7542 Project Descr; email: cnnsul info oma-bo'corn- PIA I", 1 1 1_ Concrete Column P -Mf interaction Diagram Phi " Mn Alphe (k -it) 53 r PMA Consulting, Inc. Project Title: Pool &, Spa on Concrete Caissons 28161 Casitas CL Engineer. PBP Laguna Niguel, CA 9M7 Project I D: 41821 Ph,:714 717-7542 Project Descr: mm�il..•.:nculfmnfnlnma:M rvnm Cate Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE7-18 Load Combinations Used I ASCE 7-16 E= Density 0 fy-Main Rebar E -Main Rebar Allow, Reinforcing Limits Mtn. Ridid. Max. Rend, 4.50 ksi' 3,823.68 list' 1$0.0 pcf 0,8250 _ 60.0 kid 29;000.0 ksi A$ MA058amUsed 1_0 0lo 8.0 Overall Column Height _ 13.0 n EndFixity Top Free; Bottom Fixed Brace condition for deflection (budding) along columns: XX (width) axis : Untraced Length for truckling ABOUT Y -Y Axis =13.0 ft, K = 0,165 Y -Y (depth) axis:, Unbraced Length for buckling ABOUT XX Axis =13.0 ft; K = 0.65 Applied Loads _ Entered toads are factored per load combinations specited by user Column self weight included: 9,572.04 lbs *Dead Load Factor AXIAL LOADS ... Axial [clad at 13A ft above base, Xecc = 5.0in, Yeec =5.01n, D = 53.0 k- BENDING LOADS Due to Pont Shelf+Compulsive & Convective: tat. Point Load at 10.0 ft creating Mx -x, E= 37.0 k Active Solis Pressure: Lat Point Load at 13.0 ft creating Mx -x, H =7A k Seismic Earth Pressure: Let. Point Load at 13.0 ft creating Mx x, E =1.50 k Creep Load Lat. Point Load at 13,0 ft creating Mx -x, H = 5.0 k Load Combination +1.201)+E+1,60H Location of maxabove base 12.913 ft Maximum Stress Ratio 0.953;1 Ratio = (Pu42+Mu42)4.5 / (PhiPn42+PldMnA2)A.5 pu = 75.086 k rp a Pn = 79.994 k Mu -x = -665:60 k -ft rP' `Mn x = -704-19k-ft Mu -y= 2&50 k«ft 9'Mn-y= 14.073k -ft Mu Angie= 2.0 deg Mu at Angie = 886.13 Wt (pMn at Angie = 699.29 k -fl PR & Mn values located at Pu -Mu vector intersection with capectfy curve Column Capacities ... Pnmax: Nominal Max. Compressive Axial Capacity 3;492.43k Pnmin : Nominal Min: Tension Axial Capacity k W Ph, max: Usable Compressive Axial Capacity 1,816.06 k 9 Ph, min: Usable Tension Axial Capacity k Top along Y -Y o.Ck Top along XX 0-0k Bottom along Y -Y 0.0 k+ Bottom along:X-X- 38.950 k Maximum SERVICE Load Deflections... Along Y -Y 0.2624in at 110ft abovelbase for load combination +O.BOD+0.70E+H. Along X X 0.02107in at 13.0 It above base for load combination : +D+H General SeWon information. yr = 0:650 R =0.8250 @ = 0.80 p ; % Reinforcing 1.986 % Rebar % Reinforcing Area 14.040 W2 Concrete Area 706.86 W2 3! 55 i PMA Consulting, Inc. 28161 Castes CL ! Laguna Niguel. CA 92667 Ph.: 714-717-7542 email: consulting@pma-bg.com Project Title: Pool & Spa on Concrete Caissons Engineer: PBP Project ID: 41821 Project Descr: DESCRIPTION: Concrete Caissons 6 & 7 30 inch DIA Governing Load Combination Results !Go veming Factored Moment I from Axial Load Bending Analysis k -ft Utilization Load Combination Dlst. X -X Y -Y base ft Pu N ' Pn 1 5x 8x+Mux ` Sy gy • Mq Alpha (deg) S Mu .W Mn Ratio +1.40D+1.60H Actual Actual 12.91 87.60 236.59 1.000 -280.52 1.000 -30.92 6.000 282.22 779.52 0.362 +1,20D+1.60H Actual Actual 12.91 75.09 205.70 1.000 -276.10 1.000 -26.50 5,000 277.37 764.33 0.363 +0.90D+1.60H Actual Actual 12.91 56.31 158.66 1.000 -269.48 1.000 -19.88 4.000 270.21 740.86 0.365 +1.20D+E+1.60H Actual Actual 12.91 75.09 79.99 1.000 -665.60 1.000 -26.50 2.000 666.13 699.29 0.953 +0.90D+E+0.90H Actual Actual 12.91 56.31 64.20 1.000 549.76 1.000 -19.88 2.000 550.13 689.34 0.798 Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @Base @Top @Base @Top @Base @Base @Top @Base @Top +D+H 12.000 62.572 178.083 22.083 +0.60D+0.60H 7.200 37.543 106.850 13.250 +D+0.70E+0.60H 34.150 62.572 388.333 22.083 +D+0.5250E+H 32.213 62.572 382.571 22.083 +0.60D+0.70E.H 38.950 37.543 441.900 13.250 D Only 62.572 22.083 22.083 E Only 38.500 389.500 H Only 12.000 156.000 Maximum Moment Reactions Note: Only non -zero reactions are listed. ` Moment About X -X Axis Moment About Y -Y Axis Load Combination @Base @Top @Base @Top -1 178.083 k -ft 22.083 k -ft +0.60D+0.60H 106.850 k -ft 13.250 k -ft +D+0.70E+0.6011 388.333 k -ft 22.083 k -ft +D+0.5250E+H 382.571 k -ft 22.083 k -ft +0.60D+0.70E+H 441.900 k -ft 13.250 k -ft D Only 22.083 k -ft 22.083 k -ft E Only 389.50D k -ft k -ft H Only 156.000 k -ft k -ft Maximum Deflections for Load Combinations - Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +p+H 0.0211 in 13.000 ft 0.120 in 13.000 It +0.60D+0.60H 0.0126 in 13.000 ft 0.072 in 13.000 it +D+0.70E+0.6011 0.0211 in 13.000 it 0.231 in 13.000 ft +D+0.5250E+H 0.0211 in 13.000 it 0.233 in 13.000 ft +0.60D+0.70E+H 0.0126 in 13.000 It 0.262 in 13Ao0 it D Only 0.0211 in 13.000 ft 0.021 in 13.000 ft E Only 0.0000 in 0.000 ft 0.215 In 13.000 it H Only 0.0000 in 0.000 it 0.098 in 12.913 ft PMA Consu81ng, Inc. Project Title: Pool & Spa on Concrete Caissons 28161 Casts Ct. E=ngineer: PBP Laguna Niguel. CA 92667 Project ID: 41821 Ph :714-717-7542 Project Deem arnalk consuINncftma=ho com' Interaction Diagrams 56 PMA Consulting, Inc. Project Title: Pool & Spa on Concrete Caissons 28161 Casitas CL Engineer pap Laguna Niguel. CA 82667 Project ID; 41821 Ph-, 714-717-7542 Project Desct: emati: sansulf)naftma-ba.com. Concrete Column P M Interaction Diagram Phi`Mn(&Alpha (k -ft) 57 PMA Consulting, Inc.Project Title; Fool & Spa on Concrete Caissons' 28161CasitasCt. Engineer. PBP Laguna Niguist, CA 92%7 Project i8: 41821 Ph; 7*7177542 Project Descr, emaitsrnns�ldnaf�runa<lia.com 4 ognn 0 Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha {kit} } ¢mti:=.4 AIP16M,:n :ill , sdf3P1M 59 PMA Consulting, Inc. Project iTges Pool & Spa on Concrete Caissons 28181 Castbs Ct, En$ineec PSP Laguna Niguel. CA 92667 Pr, ID: 41831 Ph,: 714-717-7542 Project Dew email: consulthmi .oma I)o.com Concrete Column P•M Interaction Diagram Phi "Mn{Alpha (k -fl) [nttw3...g,pyMid2A'AVW 10&,,O5i9 MZ) RE PMA Consulting, Inc. ProjectTitle. Pool&Spa on Concrete Caissons 28161 CastlesCt. Engineer. P81? Laguna Niguel. CA 92667 Project ID: 41821 Mh 714-7177642 ProjectDescr: email: consulhng@pma-ba.com t QRA n Concrete Column P -M Interaction Diagram - Phi "Mn@Alpha (k -ft) EspCuffi,:=.te'#kE�;�! N� �! IF+A565.Sry r a r PMA Consulting, Inc. Project Title; Pool & Spa on Concrete Caissons 28181 Casitas CL Englneer PSP 4a9una Niguel. CA 9W Project ID: 41821 Ph.: 719-7174542 Project Descr; email; ca sulong&ma�bgxom Concrete Column P -M Interaction Diagram 1 9s[} fl Phi * Mn @Alpha { -A) 61