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HomeMy WebLinkAboutB17-1047 042-160-059}SEQUOIA E N G I N E E R.I N G Responselo Plan Check Client: Zane .Schreder Job#: 17-022 Project: Schreder Pool' , Address: 2641 W. Sacramento Ave., Chico, CA Plan Zea iew:#: '81'7 1047 Ian Check#1 Structural Comments: 1. Please review detail and'reinforcing schedule for modified callouts to clarify reinforcing spacing. 2. The intended light shall be a standard pool light. No "light' niche" is proposed. �ypfESSiq�, M. Rq T� BUTTE U 0643N _n COUNTY EX C JUN 2 Y. 2011 aa�,YULOPMENT _ } une 16, 2017 MViCES , Chad Ratzlaff, P.E., M.ASCE } 467 East 2"d Ave, Chico, CA 95926 (530) 591-7258 chad@sequoiacivil.com L tay S:,E UO I A , > = E N F: E R'...I N G , ' CIVIL & STRUCTURAL Structural Calculations ' ' .Client: Zane Schreder Job#: 17-022 ; r Project: Schreder Pool' Address: .2641-W: Sacramento Ave., Chico, CA F Calculation Index Page # ' .1 J ` Pool Wall Analysis *• BUTTE COUNTY DEVELOPMENT SERVICES + REVIEWED FOR CODE COMPLIANCE �. EsSi . BY��' Cil 0 399 E ;.6- PAL. .6-PALM Y 19, 2017 ' I / l 1)47 AY6, 201 I i' This calculation package is only valid for the project` location as liste&above and may not'be used for another site without the authorization of Sequoia Engineering: Sequoia Engineering claims no responsibility for any structural design not specifically addressed in this calculation package. .'Calculations and plans are'not validuntil reviewed and , approved by.the governing building department. • 467 East 2nd Ave, Chico, CA`95926 *(530) 591-7258 ,. chad@sequoiacivil.com Pool Analysis ACT 318-14 Project: SchrederPool Date: 5/12/2017 Comments: 2641 W. Sacramento Ave, Chico, CA Units: lbs & feet (UNO) Assumina Bond Beam Does not resist force at Top -. - Water yw 62.4' .pcf. _. Soil ys 110 pcf Active Pressure Ka 0.3333 wall width t 6 in c t Empty Full Resultant Resultant Wall Soil Wall Factored Moment Factored Reinforcing - Section Weight . a Paol Depth Section Weight eccentiricity e - W'e Moment, Ms (Ka•yhx^3)/6 Moment, Mp E(W'e) Moment Ms-Mp Due to Water, Mw Moment Ms -Mw to use Size Spacing Capacity Check ft lbs ft Ib ft by hx Ib -ft Ib -ft Ib -ft Ib -ft Ib -ft (in) Ib -ft 1 75 2.000 150.000 0.5 0.5 0.8 150.0 -178.8 41.6 -48.7 3 12 965.3173 O.K. 2 • 75 2.000 150.000 1.5 1.5 20.6 300.0 -327.0 166.4 -166.7 3 12 965.3173 O.K. 3 75 2.000 150.000 2.5 2.5 95.5 450.0 -387.2 374.4 -296.5 3 12 965.3173 O.K. 4 75 2.000 150.000 3.5 3.5 262.0. 600.0. -300.8 665.6 -379.5 3 12 965.3173 O.K. 5 75 2.000 150.000 4.5 4.5 556.8 750.0 -9.1 1040.0 -357.1 3 -, 12 965.3173 O.K. 6 75 2.000 150.000 5.S 5.5 1016.6 900.0 546.6 1497.6 -170.5 3 12 965.3173 O.K. 7 75 1.984 148.828 6.5 6.5 1678.1 1048.8 1426.4 2038.4 -1019.7 3 6 1873.23 O.K. 8 75 1.458 109.375 7.5 7.5 2577.9 1158.2 2734.7 2662.4 -460.1 _ 4 6, 3171.439 O.K. - 9 .. 75 0.542 40.625 8.5 8.5 3752.6 1198.8 4565.6 3369.6 1 522.1 3&4 6 4930.836 O.K. If Bond Beam Restrains force at Top l H . 9 ft _ Pw 2527.20 lbs/ft PS 1484.85 lbs/ft Reaction at Bond beam RI 219.98 Ib/ft inward Ri -154.42 Ib/ft outward Length of pool side 10 ft _ moment 2749.73 lb -ft ' Shear 1099.89 lbs - Moment Capacity of pool sections Asp p min Rn Mu Bar size Spacing Fc' (ksi) Fy (ksi) b (in) d (in) (in^2) As/(bd) (psi) ft -lbs 3 12 2.5 '40 - 12 3 0.1104 0.0031 0.002 119.2 965.3 4 12 2.5 40 12 3 0.1963 0.0055 0.002 207.0 1676.4 3 6 2.5 40 12 3 0.2209 0.0061 0.002 231.3 1873.2 3&4 12 2.5 40 12 .3 0.3313 0.0092 0.002 336.3 2723.7 4 6 2.5 40 12 3 0.3927 0.0109 0.002 391.5 3171.4 3&4 6 2.5 a 40 12 3 0.6627 0.0184 0.002 608.7 4930.8 ; Pool Analysis AC1318-14 " Project: Schreder Pool - Date: 5/12/2017 Comments: , 2641 W. Sacramento Ave, Chico, CA Units: lbs & feet (UNO) Assuming Bond Beam Does not resist force at Top + ; Water yw 62.4 ' pcf . Soil Ys 110 pcf , S Active Pressure Ka 0.3333 wall width. t 6 in ETON Full " Resultant Resultant Wall' Soil Wall Factored Moment Factored Reinforcing Section eccentiricity Moment, Ms Moment, Mp Moment Due to Moment to use Pool Depth Weight a We (Ka' 'hx^3)/6 F(W'e) Ms-Mp Water, Mw Ms-Mw-Mp Size Spacing Capacity Check , ' ft lbs it Ib it by hx Ib -ft Ib -ft Ib -ft Ib -ft Ib -ft (in) Ib -ft 1 75 2.000 150.000 0.5 0.5 0.8 150.0 -178.8 41.6 -48.7 3 12 965.3173 O.K. ' 2 75 2.000 150.000 1.5 1.5 20.6 300.0 -327.0 166.4 -166.7 3 12 965.3173 O.K. 3 75 2.000 150.000 2.5 2.5 95.5 450.0 -387.2 374.4 -296.5 3 12 965.3173 O.K. - 4 75 2.000 150.000 3.5 3.5 262.0 600.0 -300.8 665.6 -379.5 3 12 965.3173 O.K. 5 75 2.000 150.000 4.5 4.5 556.8 750.0 -9.1 1040.0 -357.1 3 12 965.3173 O.K. 6 75 1.984 148.828 5.5 5.5 1016.6 898.8 548.0 1497.6 -1249.1 3 6 1873.23 O.K. 7 75 1.458 109.375 6.5 6.5 1678.1 1008.2 1475.1 2038.4 -971.0 3 6 1873.23 O.K. 8 75 0.542 40.625 7.5 7.5 2577.9 1048.8 2866.0 2662.4 -328.9 4 6 3171.439 - O.K. . If Bond Beam Restrains force at Too Rl H 8 it Pw 1996.80 lbs/ft , PS 1173.22 lbs/ft Reaction at Bond beam R1 173.81 lb/ft inward Rl -122.01 Ib/ft outward Length of pool side 10 it PsPw - f - moment 2172.62 Ib -ft Shear 869.05 lbs Moment Capacity of pool sections. • As p p min Rn Mu Bar size Spacing Fc' (ksi) Fy (ksi) b (in) d (in) (in^2) As/(bd) (psi) ft -lbs 3 12 '2.5 40 12 3 0.1104 • 0.0031 0.002 119.2 965.3 4 12 2.5 40 12 3 0.1963 0.0055 0.002 - 207.0 1676.4 3 6 2.5 40 12 3 0.2209 0.0061 0.002 231.3 1873.2 3&4 12 2.5 40 12 3 0.3313 0.0092 0.002 336.3 2723.7 � 4 6 2.S 40 12 3 0.3927 0.0109 0.002 391.5 3171.4 3&4 6 2.5 40" 12 3 ' 0.6627 0.0184 0.002 608.7 4930.8 fU 4&4 6 2.5 40 12 3 0.4172 0.0116 0.002 413.0 3345.6 a Assuming Bond Beam Does not resist force at Top Water yw 62.4, pd Soil Ys 110 pcf Active Pressure Ka 0.3333 _ ' wall width t 6 in Empty Full - Resultant Resultant Wall Soil Wall Factored Moment Factored Reinforcing Section eccentiricity Moment, Ms Moment, Mp Moment Due to Moment to use Pool Depth Weight a W'e (Ka'y'hxA3)/6 L(We) Ms-Mp Water, Mw Ms-Mw-Mp Size Spacing Capacity Check ft lbs ft Ib ft by hx Ib -ft Ib -ft 'Ib -ft Ib -ft Ib -ft (in) lb -ft 1 75 2.000 150.000 - 0.5 .. 0.5 0.8 150.0 -178.8 41.6 48.7 3 12 965.3173 O.K. 2 75 2.000 150.000 1.5 1.5 20.6 300.0 -327.0 - 166.4 -166.7 3 12 965.3173 O.K. 3 75 2.000 150.000 2.5 2.5 95.5 450.0 -387.2 374.4 -296.5 3 • 12 965.3173 O.K. 4 75 2.000 150.000 3.5 3.5 262.0 600.0 -300.8 665.6 -379.5 3 12 965.3173 O.K. 5 75 1.984 148.828 4.5 4.5 556.8 748.8 -7.7 1040.0 -1255.7 3 6 1873.23 O.K. 6 75 1.458. 109.375 5.5 S.S 1016.6 858.2 596.8 1497.6 -1200.3 3 6 1873.23 O.K. 7 75 0.542 40.625 6.5 6.5 1678.1 898.8 1606.4 2038.4 -839.7 3 6 1873.23 O.K. If Bond Beam Restrains force at Top RI H 7 ft .. - Pw 1528.80 lbs/ft- PS 898.24 lbs/ft Reaction at Bond beam R1 133.07 Ib/ft inward • R1 -93.42 Ib/ft. outward � Ps .a �+ Pw ' Length of pool side 10 ft moment 1663.41 lb -ft Shear 665.37 lbs Moment Capacity ofpool sections v , As p p min Rn Mu Bar size Spacing Fc' (ksi) Fy (ksi) b (in) d (in) 002) As/(bd) (psi) ft -lbs 3 12 2.5 40 12 3 0.1104 - 0.0031 0.002 119.2 965.3 4 12 2.S 40 12 3 0.1963 0.0055 0.002 207.0 1676.4 3 6 t 2.5 40 12 3 0.2209 0.0061 0.002 231.3 1873.2 3 3&4 12 2.5 40 12 3 0.3313 0.0092 0.002 336.3 2723.7 CO 4 6 2.5 40 12 3 0.3927 0.0109 0.002 391.5 3171.4 3&4 6 2.5 40 12 3 0.6627 0.0184 0.002 608.7 4930.8 Pool Analysis ACT 318-14 Project: SchrederPool Date: 5/12/2017 Comments: • 2641 W. Sacramento Ave, Chico, CA Units: lbs & feet (11NO) Assuming Bond Beam Does not resist force at Top Water yw 62.4 pcf Soil Ys 110 pd Active Pressure Ka 0.3333 . wall width t 6 in Emp[y Full Resultant Resultant Wall Soil WallFactored . Moment Factored Reinforcing , Section eccentiricity Moment, Ms Moment, Mp Moment Due to Moment to use Pool Depth Weight a We (Ka•y'hx^3)/6 i(W'e) Ms -MP Water, Mw Ms-Mw-Mp Size Spacing Capacity -Check ft Ibs ft Ib ft by hx Ib -ft Ib -ft Ib -ft Ib -ft Ib -ft (in) Ib -ft 1 75 2.000 150.000 O.5 0.5 0.8 150.0 -178.8 41.6 -48.7 3 12 965.3173 O.K. ` 2 75 2.000 150.000 1.5 1.5 20.6 300.0 -327.0 166.4 -166.7 3 12 965.3173 O.K. ' 3 75 2.000 150.000 2.S 2.5 95.5 450.0 -387.2 374.4 -296.5 3 12 965.3173 O.K. 4 7S 1.984 148.828 3.5 3.5 262.0 600.0 -300.8 665.6 -379.5 3 12 965.3173 O.K. 5 75 1.458 109.375 4.5 4.5 556.8 709.4 39.7 1040.0 -357.1 .3 12 965.3173 O.K. 6 75 0.542 40.625 S.5 5.5 1016.6 750.0 726.6 1497.6 -170.5 3 12 965.3173 O.K. If Bond Beam Restrains force at Top RI H' 6 ft Pw 1123.20 lbs/ft PS 659.93 Ibs/ft 11, *2 Reaction at Bond beam R1 97.77 lb/ft inward R1 -68.63 Ib/ft outward Length of pool side 10 ft Pe �+ Pw moment 1222.10 Ib -ft Shear 488.84 lbs Moment Capacity of pool sections j Asp p min,. Rn Mu - Bar size Spacing Fc' (ksi) Fy (ksi) b (in) d (in) (inA2) As/(bd) (psi) ft -lbs 3 12 2.5 40 12 3 0.1104 0.0031 0.002 119.2 965.3 4 12. 2.5 40 12 3 0.1963 O.00SS 0.002 207.0 1676.4 f 3 6 2.5 40 12 3 0.2209 0.0061 0.002 231.3 1873.2 3&4 12 2.5 40 12 3 0.3313 0.0092 0.002 336.3 2723.7 4 6 2.5 40 12 3 0.3927 0.0109 0.002, 391.5 3171.4 3&4 6 2.5 40 12 3 0.6627 0.0184 0.002 608.7 4930.8 Assumina Bond Beam Does not resist force at Toa Spacing Fc' (ksi) Fy (ksi) b (in) d (in) As (in^2) p As/(bd) p min Rn' (psi) Mu ft -lbs 3 Water yw y 62.4 pd 2.5 40 12 3 0.1104 0.0031 0.002 _ 965.3 4 12 Soil Ys 110 pcf 40 12 3 0.1963 0.0055 0.002 207.0 1676.4 3 6 2.5 Active Pressure Ka 0.3333 ' 3 0.2209 0.0061 0.002 231.3 1873.2 3&4 12 2.5 40 wall width t 6 in 3 0.3313 0.0092 0.002 336.3 2723.7 4 6 2.5 40 12 3 0.3927 0.0109 0.002 391.5 Ematy 3&4 Full 2.5 40 12 3 ' 0.0184 0.002 608.7 4930.8 Resultant Resultant - A Wall Soil Wall Factored Moment Factored Reinforcing Section eccentiricity. Moment, Ms Moment, Mp Moment Due to Moment to use Pool Depth j Weight a We (Ka'yhx^3)/6 7-(W'e) Ms-Mp Water, Mw Ms-Mw-Mp Size Spacing Capacity Check ft lbs k Ib ft by hx Ib -ft Ib -ft Ib -ft Ib -ft Ib -ft (in) Ib -ft 1 75 _ 2.000 150.000 0.5 0.5 0.8' 150.0 -178.8 41.6 -48.7 3 12 965.3173 O.K. 2 75 2.000. 150.000 1.5 1.5 20.6 300.0 -317.0 166.4 -166.7 3 12 965.3173 O.K. , 3 75 1.984 148.828 2.5 2.5 95.5 448.8 -385.8 374.4 -296.5 3 12 965.3173 - O.K. 4 75 1.458 109.375 3.5 3.5 262.0 597.7 -298.0 665.6 -379.5 3 12 965.3173 O.K. 5 75 0.542 40.625 Y 4.5 4.5 556.8 , 638.3 125.0 1040.0 -357.1 3 12 965.3173 O.K. If Bond Beam Restrains force at Toa R RI H 5. ft Pw 780.00 lbs/ft PS 458.29 lbs/ft Reaction at Bond beam RI 67.89 lb/ft inward ' R1 -47.66 Ib/ft outward „ ' Length of pool side 10 ft Pe �+ iO Pw moment 848.68 lb -ft F Shear 339.47 lbs lent Caoacity of cool sections Bar size Spacing Fc' (ksi) Fy (ksi) b (in) d (in) As (in^2) p As/(bd) p min Rn' (psi) Mu ft -lbs 3 12 2.5 40 12 3 0.1104 0.0031 0.002 119.2 965.3 4 12 2.5 40 12 3 0.1963 0.0055 0.002 207.0 1676.4 3 6 2.5 40 12 3 0.2209 0.0061 0.002 231.3 1873.2 3&4 12 2.5 40 12 3 0.3313 0.0092 0.002 336.3 2723.7 4 6 2.5 40 12 3 0.3927 0.0109 0.002 391.5 3171.4 3&4 6' 2.5 40 12 3 0.6627 0.0184 0.002 608.7 4930.8 - A - Assuming Bond Beam Does not resist force at Top of pool sections ' r Water yw 62.4 pcf .As p p min Soil ys, 110 pcf Mu • Bar size Spacing Fc' (ksi) Fy (ksi) b (in) d (in) (in^2) As/(bd) (psi) ' Active Pressure Ka 0.3333• 3 12 2.5 40 12 3 0.1104 0.0031 0.002 ' 119.2 965.3 wall width t 6 in 12 2.5 40 12 3 0.1963 0.0055 0.002 207.0 1676.4 ` 3 6 2.5 40 12 3 Empty 0.0061 Full 231.3 1873.2 fn _ 3&4 12 2.5 40 12 3 0.3313 Resultant 0.002 Resultant 2723.7 - Wall Soil Wall Factored Moment Factored Reinforcing 6 2.5 40 ' Section eccentiricity 3 0.3927 Moment, Ms Moment, Mp Moment Due to Moment to use 40 12 3 Pool Depth Weight e, W'e 0.0184 0.002 (Ka•y'hx^3)/6 £(W'e) Ms-Mp ' Water, Mw Ms-Mw-Mp Size Spacing Capacity Check ft lbs ft Ib ft by hx Ib -ft Ib -ft Ib -ft Ib -ft Ib -ft (in) Ib -ft 1 75 2.000 150.000 0.5 0.5 0.8 150.0 -178.8 41.6 -48.7 3 12 965.3173 O.K. 2 75 1.984 148.828 1.5 1.5 20.6 298.8 -325.6 166.4 -166.7 3 12 965.3173 O.K. 3 75 1.458 109.375 2.S 2.5 - 95.5 408.2 -337.1 374.4 -296.5 3 12 965.3173 O.K. 4 75 0.542 40.625 3.5 3.5 262.0 517.6 -201.9 665.6 -379.5 3 12 965.3173 O.K. if Bond Beam Restrains force at Top H 4.. .ft Pw 499.20 lbs/ft PS 293.30 lbs/ft Reaction at Bond beam R1 43.45 Ib/ft inward ` R1 -30.50 Ib/ft outward .a - Length of pool side 10 ft - Ps _ .+ Pw moment 543.16 lb -ft Shear 217.26 lbs , Moment Capacity of pool sections .As p p min Rn Mu • Bar size Spacing Fc' (ksi) Fy (ksi) b (in) d (in) (in^2) As/(bd) (psi) ft -lbs 3 12 2.5 40 12 3 0.1104 0.0031 0.002 ' 119.2 965.3 4 12 2.5 40 12 3 0.1963 0.0055 0.002 207.0 1676.4 ` 3 6 2.5 40 12 3 0.2209 0.0061 0.002 231.3 1873.2 fn _ 3&4 12 2.5 40 12 3 0.3313 0.0092 0.002 336.3 2723.7 - 0). 4 6 2.5 40 12 3 0.3927 0.0109 0.002 391.5 3171.4 38,4 6 2.5 40 12 3 0.6627 0.0184 0.002 608.7 4930.8 } Butte County Departme I nt of Development Services - PERMIT CENTER. 7_County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.bLIttecounty.net/dds SITE PLAN' Assessor's Parcel Number: El El El El EI F1 — El El D Permit #: FORM NO DBP -3 .. . ... . ....... ....... . ........ ....... . ...... . ....... ....... ............... ....... . ....... .. . .... ....... ....... ....... ....... ....... ....... . .. . ... ....... ....... . ..... ...... ........ . . .... . ...... ....... ........ ... ... ........ ........ C C ....... L -et www etc. or .4 0601 . ..... T SERVICES E\JE OPM GOUNV t BUTTE FOR pE1 COMPLANCE ..A B17-:104-7 042-1 60--0-N9 MAY -- ------------- --------------- - - - ---- - ---------- ...... ---- - - - - ----- Owner Name: Scope of Work: POD Site Location: Contact name:- 2U r L c k ,, e (),ir— Phone: Flood Zone: Scale I C) Revised 7.20.2015 P . age I of1