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747 w/MOD, Construct 2300 sq ft garage, i, Studies & ReportsRONALD HALE civil engineer e<- f-er-1 Tertc1 Czr cl�1 /asmoc- w►v,f - Scz-cc Lel�etc. �.d1 aoG/ I IS Scayc_,— 7-lan <e wl ke,s Cnt- C cL /--s s-c /erll 5 C..e d-e. 20c.1 �kC 44.4 i-r, f2-r F la, r sc- -41 c. r' { - 00 o r g` Soi L • l-.n-r-/ ►-tc - /J S© t' f QiC/>art 2`3E7 s 5 e 6- wa,,l vcept Zo (11.01 ) !=3 <0 I -I- 2e l2 e rti ,4c-4 h vc.)K, C0r1-1 L (2 2 ►2 - Z V,U fJW - 3.2 teD.t3 .psi Z.d ps f -c- , i2, 2- S (J c vt- 13QS PLAN REVIEW. (i . `" RE URN CHECKPRINT WITH RESUBMiTTAL. i \ 2" {' a C) I' 3 3 ` i a) Z . .. wG l ✓1 BY BUILDING AND SAFETY DiVISI�iN x 1, s LOS ANGELES COUNTY DEPARTMENT OF PUBLIC 1NORKS S� r - to f"1 c. fj PVh ) - Sperl` f2 Z-�- r-rJ 2-x L2 - 2.5 r t - 10 .v p cw d - t.S IS,o pl., (- 20.0 le). G3 _ ( . o +-2a +- 8 2 - Co Co �3Sv�cE.2.S - S p r,. v = 24, - Z Xi O e 1(4 l0 3S -•o • c0®Ot6 (51_,,t(3\ t.3 3 - 3,s /Yt Ism " r•�' s,vp{ ROOF FRAMING PLAN 12-1-09 /� TERRY REITER GARAGES #6 SADDLEBACK ROAD ROLLING HILLS, CALIF. = 3 Z rtx,i2•-4,o.61" • 1 C.� = i184-2v,c. 24' - a ��; j• Z • •S• (a Vic."!( ! v&v; ; 1 12ad trb n,, LA_ oar- f rS ' 11146 'Sic= 1�t1 In' 5 2—)e Pa z1 Z¢v _i z � iz4..... i I.2011. LU' a: w Z , +�-p liv c.Z. _-. too /6s a-? ,45• i I I Oi/ 2 / 1-3 rw'eu: S -l-y-o (9 `� m-5 f-4-1) ',vl z A -a t 3i&-v, 28-3 , t✓ Zs! o!G i I 5 tL ,(� r► tom,• •i c ..� �{, t �L � yr ��: ice_ Li rY u � � _ )�7 t o fG Z�yUc� 1 b • �'.10 av�sty „k �G ?A, Jr Sl 'ZAP kDG t1v" � 'Z (.t _€_ S-t vv•%641 us 51-?4 r.- ; t&c.c( rY1 -Z. ��,� 5.7S i I ' oX tZ - CL5_o 7i 4_ C.GSG '-c, /2 " 4S-to tZ W 4viE�"t°i' L 77-1 Cp 7 fa - Lc' a-d / 0 4—4-0 A �_ °„ q,74r--2- ZSLr-o Pad, Lr�a^ SCE h t 1^caa; 4 C I , o r—a-e, 4 ?2 Pct. G - (--c° n.«row®wee wu BASEMENT PLAN 0 FOUNDATION PLAN 12-1-09 TERRY REITER GARAGES #6 SADDLEBACK ROAD ROLLING HILLS, CALIF. Ltsc 1 no 4-4-0 use o v i-Cw i p, 4.2 0) rz 4 3 r 2S0 C, 5 �20 4- a, h' 2^R 4 .24 etfi u c 2cL-2 ,c 16" t , — WI -, h -5I 4,0 n^ _ 3,.-3to A s a— ►• vim► : -Z -rn �, k�,- 3 V` \ _ Pt) 9 (,2 Zia 00 {-6,c> v , 2 tV t • /Ys 2A- 8,_ 21, 1, bZ rv-12 .z I rt„, i vi • -7. (off' ►` .-z. ,.-) -4- 3S ��� _ j. ecP WI00 ! L., Go EA. t c crc? t-et-o i ice 4-o .'Q-d,X,ZI•S 1-4 bay- L: 2X. Z12S 4=6 i I I ffni 1 Z .(5 4-4 i 4U_A -7/8i 1 1 !_I ; 18, 1 1 I I 1 *44 0'( 1 i t2 TJ — 0 p Ip„ rrC,G (4-cvc.)-(- 0( qat-0-4,e. Eta b M y-_ 3Crr•I1cStO r f EP/)( • c 1)p \ tto.4 ter " (a -A ff- (49 tt - 41,1-) 4 ‘4.1 v). 141.0 t ✓1 r' ok I vS [?� UPPER FLOOR PLAN 12-1-09 0 TERRY REITER GARAGES #6 SADDLEBACK ROAD ROLLING HILLS, CALIF. 2° Line = 1 tl Cantilever Wall or Pier Deflection of cantilever wall or pie, L 7-1; cis ..1 y t • rl i h /) i .VI)/ tf ) {i i•. - I Rigidity of cantilever 2--.Cc wall or pier. Block Size = 8 in. P= 100,000 lbs t= 1 inch Em 1,500,000 psi Base Shear =08 lbs % of lateral Height Width hid a c R C d t Shear Area force to V v = (1.5 V) Pier h ft d ft Ratio Deflection Rigidity inches Inches td each pier lbs dt 1 8 13.5 0.59 0.174 5.747 162 8 1,296 53.2% 3,091 3.577 2 8 12.5 0.64 0.198 5.053 150 8 1,200 46.8% 2,717 3.397 0.372 10.800 1.000 5808 Line 2 Cantilever. VVaII or Pier r P Deflection of cantilever wall or pier ' h -1 E,' I ,d, ft )l 3 ►- -3 (I tfcl.ji) (i c - i Rigidity of cantilever tit wall or pier, - c Block Size = 8 in. P= 100,000 lbs t= 1 inch Em 1,500,000 psi Base Shear = .9,328- lbs % of lateral Height Width hid 0 c R C d t Shear Area force to V v = (1.5 V) Pier h ft d ft Ratio Deflection Rigidity inches inches td each pier lbs dt 1 8 17 0.47 0.122 8.203 204 8 1,632 100.0% 9,328 8.574 0.122 8.203 1.000 9328 N Line = 3 Cantilever VV ll or Pier c f )e!Iection r>f cantilever• wall or pier I' ( -3 ) 1 C llc7j+' lh�l) F? c: .. _L Rigidity of c r)hlever L1c wall or pier. Block Size = 8 in. P= 100,000 lbs t= 1 inch Em 1,500,000 psi Base Shear = .3,872 lbs 47-c,c) % of lateral Height Width h/d O c Rc d t Shear Area force to V v =0.5 V) Pier h ft d ft Ratio Deflection Rigidity inches inches td each pier lbs dt 1 8 21 0.38 0.091 10.997 252 8 2,016 100.0% 3,872 2.881 0.091 10.997 100% 3872 W Line = 4 Block Size = 8 in. ti - Cantilever Wall or Pier F' A ' C Deflection of cantilever wall or Bier QC P _hlt h`, r hi 13_1- 3i 11/ Rigidity of cantilever L�r wall or f-ticr. 4j P= t= Em Base Shear = Height Width hid O c R c d t Pier h ft d ft Ratio Deflection Rigidity inches inches 1 8 5 1.60 1.412 0.708 60 8 2 8 6 1.33 0.899 1.113 72 8 3 8 2.67 3.00 7.772 0.129 32.04 8 4 8 6.5 1.23 0.743 1.345 78 ' 8 10.827 3.295 100,000 1 1,500,000 37792 Shear Area td 480 576 256 624 lbs inch psi lbs % of lateral force to V v = j1.5 V) each pier lbs dt 21.5% 815 2.547 33.8% 1,281 3.335 3.9% 148 0.867 40.8% 1 t548 3.722 100% 3,792 Line = 5 Block Size = 8 in. Cantilever Wall or Pier • n C = Deflection of cantilever wall or pier L(f) i ;I • 4 ) a{ J !r(h tlf i • F-igid+ty of cantilever L.0 wall or tier, P= 100,000 lbs t= 1 inch Em 1,500,000 psi Base Shear = 3,792 lbs % of lateral Height Width h/d A c R c d t Shear Area force to V v =(1.5 V) Pier h ft d ft Ratio Deflection Rigidity inches inches td each pier lbs dt 1 8 9.5 0.84 0.328 3.052 114 8 912 98.2% 3,724 6.125 2 8 2 4.00 17.867 0.056 24 8 192 1.8% 68 0.534 18.194 3.108 100% 3,792 Line = 6 Cantilever VVaII or Pier l)efIPrtion of cantilever wall or pier I3 +.3( i h j di Rigidity of cantilever 73c Lvall or pier Block Size = 8 in. P= 100,000 lbs t= _ 1 inch Em 1,500,000 psi Base Shear = 4582 lbs _ % of lateral Height Width h/d A c R C d t Shear Area force to V v = 0.5 V) Pier h ft d ft Ratio Deflection Rigidity inches Inches td each pier lbs dt 1 8 24.5 0.33 0.075 13.407 294 8 2,352 44.2% 2,027 1.293 2 8 17 0.47 0.122 8.203 204 8 1,632 27.1% 1,240 1.140 3 8 13.5 0.59 0.174 5.747 162 8 1,296 19.0% 869 1.006 4 8 9.33 0.86 0.340 2.945 111.96 8 896 9.7% 445 0.746 0.710 30.301 1.000 4582 Line= 7 Cantilever Wall or Pier • Defter_tion of atntilever f I wall or Pier j I r, i " �, _ _ l ` It j.t � . It , E„I L. `. d! \.`? .! C = . ;; (h/ ; . 3 (It '\ d Block Size = 8 in. R c _ I Rigidity of cantilever �r wall or pier P= 100,000 lbs t= 1 inch Em 1,500,000 psi Base Shear = 4582 lbs % of lateral Height Width hid 0 c R C d t Shear Area force to V v = (1.5 V) Pier h ft d ft Ratio Deflection Rigidity inches inches td each pier lbs dt 1 8 2 4.00 17.867 0.056 24 8 192 1.8% 81 0.633 2 8 8 1.00 0.467 2.143 96 8 768 67.7% 3,104 6.062 3 8 2 4.00 17.867 0.056 24 8 192 1.8% 81 0.633 4 8 4.5 1.78 1.854 0.539 54 8 432 17.1% 781 2.713 5 8 1.75 4.57 26.390 0.038 21 8 168 1.2% 55 0.490 6 8 3.75 2.13 3.016 0.332 45 8 360 10.5% 480 2.001 67.460 3.164 100% 4582 460 REINFORCED MASONRY ENGINEERING HANDBOOK Table ASD-58 Allowable Shear Stress Capacity1.2,3 (psi) for Nominal 8" Wide Sections Reinforcing Ste Designed to Carry Entire Shear Force with Fs = 24,000 psi A Vs F d (MSJC Code Eq 2 - 26) or rewritten, V = A"Fsd s Spacing of Shear Reinforcing Bars #3 (inches) 011 8 43 12 29 16 20 24 28 32 36 40 48 22 17 14 12 9 7 Shear #4 79 52 39 31 26 22 20 17 16 13 Since F = V •F A"FS bd ' bs where : b = 7.625", Fs = 24,000 psi Allowable Shear Stress, F1, (psi)1.2 Reinforcing Bar Size and Area (square inches) #5 #6 #7 122 81 61 49 41 35 30 27 24 20 #8 0.79 150 115 87 69 58 49 43 38 35 - 29 150 150 118 94 79 67 59 52 47 39 150 150 150 124 #9 1A0 150 = .. 150 150 150 104 131 89 112 78 98 69 87 62 52 1. For flexural members, F„ may not exceed 150 psi nor 3 f'm 2. FF may be limited to lower values for shear walls. See Table ASD-6 for specific values for shear walls. 3. Table values may be incresed by one-third when considering wind or earthquake forces (MSJC Code Section 2.1.2.3). 79 `-t. 66 Diagram ASD-58 Spacing of Shear Reinforcement for Nominal 8" Wide Sections (Dashed = Allowab. Increase for Wind) Shear Stress, f, (psi) 200 180 160 140 ' 120 100 80 60 40 20 0- 0 #3 #4 #5 #6 #7 #8 #9 f- \ \ 1 \ \ ' \ •\ 1 --#3 --1#4 —1\#5 -- #6 -� ' —-.---.1', - #7 --:#8---H---#9'\ ---I— ---- i 1 \ \\' \' \ \ I\,. N. 8 \ I� 16 24 32 Spacing of Shear Reinforcing Bars, s (in.) • 40 i I Z= ZtaCv % 3 .C..D11"(r =�2;, ;_ wz- = 3 S15 k/0 5 3 Szi,3 v o,uao7 i L.( Fro t IcArM vv� c ci 3 it I 4ips� I 1 i 2S7 (It f1 40P l 1 L�C 4 XiCvC ' b EX'G $.r5 I - A IZX /7 eeZS1. l ; f6 _ :Co x h't z r)? .) z) , � f •1 (2 .-O-x)1 -7' (o? Cbiz 1,- I 3i�E8,o;s-i; 2.4/I,os r , I =o,io C104 I G ? ps--1, 1s' R 2Ocoo i t ror .piel.)-* '-12'4°' fp wc.4 I Seriv e crif- el. 2 r^u ep t RONALD HALE, civil engineer Footing Stability SheetVOf ** Input Data ** Job Name : REITER Wall ID : HT-0" Allowable Allowable Soil Bearing (psf) = 2500 Allowable Passive (pcf) = 335 Passive Limit (psf) = 5025 Coefficient of Friction = 0.4 EFP (pcf) = 65 Surcharge (Ibs) = 0 Applied Above Footing (ft) = 0 Slope (x:1) = 0 (enter 0 if level) Height of 8" CMU (ft) = 4 Height of 12" CMU (ft) = 2 Height of Concrete Stem (ft) = 0 Footing Depth (ft) = 1 Width of Concrete Stem (ft) = Soil Height Above Footing (ft) = 6 Soil Height Above Toe (ft) = 0.5 Vertical Load (Ibs) = 250 Distance From Wall Face (ft) = 0 (positive towards toe) Step 2) Now by trial and error adjust the Footing Length and Heel Length so that: a) Allowable Soil Bearing is not exceeded b) Factor of Safety Against Overturning is >=1.5 c) Resultant is in Middle 1/3 of footing Footing Length (ft) = 4 Heel (ft) = 0.5 SBP With Vertical Load (psf) 1140.2 ; SBP Without Vertical Load (psf) 1127.5 Key 0.53 ft Factor of Safety Against Overturning 2.0 Resultant 1.49 Resultant in middle 1/3??? YES Toe 2.53 154.2 41.9 RONALD HALE, civil engineer Footing Stability Sheet2 Of "* Input Data ** Job Name : REITER Wall ID : HT=4'-0" Allowable Soil Bearing (psf) = 2500 Allowable Passive (pcf) = 335 Passive Limit (psf) = 5025 Coefficient of Friction = 0.4 EFP (pcf) = 65 Surcharge (Ibs) = 0 Applied Above Footing (ft) = 0 Slope (x:1) = 0 (enter 0 if level) Height of 8" CMU (ft) = 4 Height of 12" CMU (ft) = 0 Height of Concrete Stem (ft) = 0 Footing Depth (ft) = 1 Width of Concrete Stem (ft) = 0 Soil Height Above Footing (ft) = 4 Soil Height Above Toe (ft) = 0.5 Vertical Load (Ibs) = 250 Distance From Wall Face (ft) = 0 (positive towards toe) Step 2) Now by trial and error adjust the Footing Length and Heel Length so that: a) Allowable Soil Bearing is not exceeded b) Factor of Safety Against Overturning is >=1.5 . c) Resultant is in Middle 1/3 of footing Footing Length (ft) = 2.75 Heel (ft) = 0.5 SBP With Vertical Load (psf) 1001.8 ; SBP Without Vertical Load (psf) 958.5 Key 0.19 ft Factor of Safety Against Overturning 2.2 Resultant 1.04 Resultant in middle 1/3??? YES Toe 1.61 148.8 10.3 I • /-#-� Sch e r ( Z '& S f l Z'` C.,G/4,o el" co ST D 'a v-v EL.L_. W I i2c4' 1 Sre-- uve4 RONALD HALE, civil engineer Retaining Wall Design Sheet 2 4 Of ht=12'-0" TYPE (CMU OR CONCRETE) : CMU ** DESIGN CRITERIA " EFP 65.00 Height (ft) = 12.00 Steel 24 ksi Surcharge (Ibs) = o.00 CONC 1125 psi Height Above Ftg (ft) = o.00 Bond 90 psi Width of block = 24.00 Rebar # 6.00 Bar Spacing (in) = s.00 V = EFP*(Height)"2/2+Sur = M = EFP*(Height)^3/6+Sur*Ht = n= pn = d= fb = M*12*2/(d"21*(*b) = fs = M*12!(d*As1) = bond 25.778 0.063 22.5 *` CHECK STRESSES -- As = Eo = 4680 lbs 18720 Ib*ft 0.6627 in^2/ft 3.5343 in"2/ft 275.5 psi > 1125 16.728 ksi < 24 65.3 psi < 90 = k= Rebar# "**"*** CONCLUSIONS ******* 24 inch Block Spacing stfrkielrentirk 6 8 inches o.c. Vertical 4 24 inches o.c. Horizontal RONALD HALE, civil engineer Retaining Wall Design Sheet 25 Of HT=10'=0" TYPE (CMU OR CONCRETE) : CMU "* DESIGN CRITERIA'" EFP 65.00 Height (ft) = t o.00 Steel 24 ksi Surcharge (Ibs) = o.00 CONC 1125 psi Height Above Ftg (ft) = o.00 Bond 90 psi Width of block = .16.00 Rebar # 6.00 Bar Spacing (in) = 8.00 V = EFP*(Height)^2/2+Sur = M = EFP*(Height)^3/6+Sur*Ht = n= pn = d= fb = M*12*2/(d^21*k*b) = fs = M*12/(d*Asi) = bond 25.778 0.105 13.5 " CHECK STRESSES 3250 lbs 10833 Ib*ft As = 0.6627 in^2/ft Eo = 3.5343 in^21ft 370.2 psi > 1125 16.549 ksi < 24 77.6 psi < 90 k= * *.******* * * * Rebar# * * 6 8 inches o.c. Vertical 4 24 inches o.c. Horizontal * **.*"*.n"* .*.*M*.** .******** *"*..**** ********* "****" CONCLUSIONS ******* 16 inch Block Spacing RONALD HALE, civil engineer Retaining Wall Design Sheet 2(e Of HT-6'-0" TYPE (CMU OR CONCRETE) : CMU ** DESIGN CRITERIA'" EFP ss.00 . Height (ft) = 6.00 Steel 24 ksi Surcharge (Ibs) = o.00 CONC 1125 psi Height Above Ftg (ft) = o.00 Bond 90 psi Width of block = 1 z.00 Rebar # 5.00 Bar Spacing (in) = 1 s.00 V = EFP"(Height)"2/2+Sur = M = EFP*(Height)"3/6+Sur*Ht = n= pn = d= fb = M*12*2/(d"2 1*k*b) = fs = M*12/(d*Asi) = bond 25.778 0.054 9.2 " CHECK STRESSES'* As = Eo = 1170 lbs 2340 Wit 0.2301 in"2/ft 1.4726 in^2/ft 218.9 psi > 1125 14.622 ksi < 24 95.2 psi > 90 k= * ****"**** Rebar# **"'*" CONCLUSIONS "*"" """*" 12 inch Block Spacing 5 16 inches o.c. Vertical 4 24 inches o.c. Horizontal RONALD HALE, civil engineer Retaining Wall Design Sheet -'i Of HT=4'-0" TYPE (CMU OR CONCRETE) : CMU **DESIGN CRITERIA EFP 65.00 Height (ft) = 4.00 Steel 24 ksi Surcharge (Ibs) = o.00 CMU 500 psi Height Above Ftg (ft) = o.00 Bond 90 psi Width of block = 8.00 Rebar # 5.00 _ Bar Spacing (in) = 16.00 V = EFP*(Height)"2/2+Sur = M = EFP*(Height)"3/6+Sur*Ht = n= pn = d= fb = M*12*2/(d"211 b) = fs = M*12/(d*As*j) = bond 25.778 0.095 5.2 ** CHECK STRESSES ** As = Eo = 520 lbs 693 Ib*ft 0.2301 in"2/ft 1.4726 in"2/ft 165.4 psi > 500 7.876 ksi < 24 76.9 psi < 90 k= ********* Rebar# *"***`* CONCLUSIONS ******* 8 inch Block Spacing 5 16 inches o.c. Vertical 4 24 inches o.c. Horizontal ♦p RONALD HA,L, + civil engineer Aa /YID d1 ca_f-1,0,-, C� S cebcck. 20mc+ - e� fir` I e nrri 1 Scop v t' G k e vt C e e4 (ace. /e) r r"C7ca,-,may cp ltcS c.U1th-, 2a" ScyclQfe CoGct,-,s. h /1C-Gt f 6-'tS cAs cF- {, W 3hcsCo Ce,c. Co (C 3cf,U This se• al (Tea . A? Swot c t (Il�l (�h at all and it �wlul hi roof,' any rlllenass or oferalitno�' on without o+_r .son horn Vie Drew, of onto Tina Safely rrit County roof for Neolas The a,nr; i:rn.ol tl�,; plan one arralrsalione SHALL fl, rT ITT hiiiil to parmd Cr to re _ n a;,pror.rf of Ure va�ln.� m of .r,�y Orafi30ns of arty Coanl OrrLnanrn SLJle Low 4—etp '-T �--,4b3-/-iese4,u Dr IC, RONAID RAILS civil engineer Ia )1 -ki,‘. 4)-(7.r5cv`--147'11,5 . c,,,,‘,f-e.r- •, .--. q4r-: .at - e f 4 / /' .,.5, eti e Vtt, ef.") ell .41 174- t ( IS 1e'c;6e-ae- Of SP 'i ii,4-S/OeS18115 f.', ii--:C9t.vt..,t-cvf1-1-1', i 0 Spec-17 crin k:tf '.s.t!)' ;IS .F ro.r t,4-c...1. t i(l.s •16,c,;.,,i-; -t, E- b -tr-Lq S i ' p',1-1.4$c._.4.,". ...•?....,..,.. . ; ,1 ....i I `,_s1171i6"&e:rce:i 14-c-'e-1 _.• 1-.0 ._' .,13 (-0,,eci-i ..cf,(--0-ci . t , ke4z. 'e-e-r-41-6 ,t'/ I.4',$-e;c1-7,-6.-.--- '; 1 \ , \ . _-"7 I VA. ., , 60 , . 'i, • \ ' 1 i ....\, , , - I - 1 • I '. ' ` 1 \ \, 1, , ; , , , _ '' 1---lex‘ 1 , , 1 ,, t , , , t 1 • ', , ; _.:.... I. 'til ....-'.. 'i.?.Lt • , t ; 1, i. ', , , 0 i \--C-, i \ '• 1, p:,,T. r.-",' ( , 0 ', !. ,. \ 1,, . , I t t • S-c-',5,-vv‘C.. ', U --=.7 r- P6 1--c. _.5 'iki \---- .,1,....x,\7'7,.5?( 1,s,Ki.a: vv , , k , ,, , ..L., , , t. • , , , , , ,,, r., ., ,, ,,;12,.,., ,, t • ., ,5 . , t \ \ \-• '' t t , , . , . t . , 6..L,61,,c.',.0.-ti , L , ( , • . , , , . 7...a_. ', „ ,. Z 4S-ec5.4--wt La., c:C.r ►" O, 201 O- ) c 5 -1--- 6:5adic, 2, J y D� .-.3-* Zig � �2� Bococo _ 2—C k4-0 4, 3 c. v 4, 4— x z \% co = s.3- < 'x 74 = 1 e) Sc Il cn' = s,33 x 2,c,Soc -51g6 SSP 'i - -7 = s, 3 3 x ?y / G-17 = 3 E-9 8*- � I II x � ; iB SY 2 gb52<* r 6 UPPER FLOOR PLAN 12-1-09 TERRY REITER GARAGES #6 SADDLEBACK ROAD ROLLING HILLS, CALIF. 0 Wall No.= 1 ih Block Size = 8 in. AC Cantilever, VV 11 or, Pier • `Defledtfor `j7ie.r..vt;;raritilever Imo. ig dlty o ,etint,il wer` wa1Co?'tiier,• P= 100,000 lbs t= 1 inch • Em 1,500,000 psi Base Shear = 8,066 lbs of lateral . Height Width h/d . 0 c R C d • t Shear Area force to V v = j1.5 V) Pier h ft d ft Ratio Deflection Rigidity Inches inches td each pier lbs dt 1 8 13.5 0.59 0.174 5.747 162 8 1,296 53.2% 4,291 4.967 2 8 12.5 0.64 0.198 5.053 150 8 1,200 46.8% 3,775 4.719 0.372 10.800 100.0% Wall No.= 2 Block Size = 8 in: Cantilever ' WO • • Pier peflectiori ,il c5ritile'ver wall Of 'nor 41. '. • 4-. G —. • Al- • , Rigidity of c1t1't;ikver" w<iLf oY'�er P .. r• P= 100,000lbs t= 1 inch Em 1,500,000 psi Base Shear = 11,336 • lbs • % of lateral - Height Width h/d • 0 c R C d t Shear Area force to V v = j1.5 V. Pier h ft d ft Ratio Deflection Rigidity Inches , Inches td each pier lbs dt 1 8 17 0.47 0.122 8.203 204 8 1,632 100.0% 11,336 10.419 Ul Wall No .= 3 Block Size = 8 in. Cantilever, Wall. pel l ec Ei o n.ii l;ca rtt i t ev e t :wall rir;.lyir;,' , `' . L ::R!y'dity,ol :catit.11i?ver' P= 100,000 lbs t= 1 inch Em 1,500,000 psi Base Shear a 4,360 lbs % of Iaterai Height Width h/d ' L c R C d t Shear Area force to V v = f1.5 V) Pier h ft d ft Ratio Deflection Rigidity Inches inches td each pier lbs dt 1 8 21 0.38 0.091 10.997 252 8 2,016 100.0% 4,360 3.244 Wall No.= 4 and 5 Block Size = 8 in. Cantilever,' 4Na11. nr f�itrr Deflectloii•:of,;raritile'v,e��' �riail �ir.pier�• ' L:..::Tiig dity_of cfitit.ilp':ve.r' . ". vVa1.G:oY Mier; • I' P= 100,000lbs t= 1 inch Em 1,500,000 psi Base Shear.= 2,258 • lbs of lateral Height Width h/d • A c R C d t Shear Area force to V v = j1.5 VJ Pier h ft d.ft Ratio Deflection Rigidity Inches, inches td each pier lbs dt 1 8 5 1.60 1.412 0.708 60 8 480 50.0% 1,129 3.528 2 8 5 1.60 1.412 0.708 60 8 480 50.0% 1,129 3.528 2.825. 1.416 100.0% 2,258 Block Size = 8 in. Cantilever • U11all. Pier.• Deflector ..ol:cantilevet' • Mall fir (7i'r� • . g dlty of•efiti1110ver.' P= 100,000 lbs t= 1 inch Em 1,500,000 psi Base Shear = 5,052 • lbs of lateral' Height Width hid c Rc d t Shear Area force to V v = (1.5 V) Pier h ft d ft Ratio Deflection Rigidity inches inches td each pier lbs dt 1 8 9.5 0.84 0.328 3.052 114 8 912 11.8% 598 0.984 2 8 9.5 0.84. 0.328 3.052 114 8 912 11.8% • 598 0.984 3 8 19 0.42 0.104 9.605 228 8 1,824 37.3% 1,883 1.548 4 8 17 0.47 0.122 8.203 204 8 1,632 31.8% 1,608 1.478 5 8 7:5 1.07 0.537 1.862 90 8 720 7.2% 365 0.760 1.418 25.774 100.0% 5,052 Wall No .= 7 Block Size = 8 in. Cantilever, W011: or, Pier Defl> i.vp•.vl,,�r• r5tilever• 1;..::Rigidity . of cinb lover. 'vv<itr:' f j�ier; • : I' .r P= 100,000 lbs t= 1 inch • Em 1,500,000 psi Base Shear =, .5,052 Height Width h/d c R C d • t Shear Area Pier h ft d ft Ratio Deflection Rigidity inches inches td 1 8 2 4.00 17.867 0.056 24 8 192 2 8 8.5 0.94 0.411 2.436 102 8 816 3 8 2 4.00 17.867 0.056 24 8 192 4 8 4 2.00 2.533 0.395 . 48 8 384 5 • 8 1.5 5.33 41.521 0.024. 18 8 144 5 8 4 2.00 2.533 0.395 48 8 384 82.732 3.361 lbs % of lateral - force to V v=fl.5V) each pier lbs dt 1.7% 84 0.657 72.5% 3,661 6.730 1.7% 84 0.657 11.7% 593 2.318 0.7% 36 0.377 11.7% 593 2.318 100.0% 5,052 AI e csu(1' c, Z0 1-31� �. 8,, • A C.G^• 2J d 'r ct-Sa/n r^^' a�