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Home My WebLink AboutX2007-0612 - CalcsCOVER SHEET OF STRUCTURAL CALCULATIONS for: POULIOT RESIDENCE—,REMODEUADDITION 4824 CORTLAND DRIVE CORONA DEL MAR, CA 92625 (949)760-8467 CHARLES ABBOT T ASSOCIATES APPROVED FOR PERMIT ISSUANCE ISSUANCE OF BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY CONDITIONS NOTED HEREIN, THE STAMPING OF THESE PLANS AND SUPPORTING DOCUMENTS SHALL NOT BE CONSTRUED TO PERMIT OR BE AN APPROVAL OF �) THE VIOLATION OF ANY PROVISIONS OF ANY STATE OR LOCAL LAW.{1(,/A.— BY__Ln— DAT t— BSI U a UL' I,INitly' t )I, ca. I &,�CHITECT , ifF'F55 OR 11 Wnvm, DF TH :1 nF OR INOON�IS 1 WHORIZATION i " f Oi m0 OR' TINT W110 TI BILL C �+ ASSOCIATES INC. Bt''1 { Talti 3D CF/kMEO HIGHLANDS DRIVE Q -� RL°rrls, t iC y .I�;� [DEL MAR, CA 92625 nros nNo�(949) 759-8095 ul ' "MINI P rrit_ .. _ -- __ tANVIncTto�j �j 2V, 6a a-g-Ll-c,Tl o,d 1 STRUCTURAL ENGINEER GLENN N. ALMQUIST, STRUCTURAL ENGIN r .,� ✓' 1400 QUAIL STREET, SUITE 245 NEWPORT BEACH, CA 92660 �" �( gr " TEL (949) 261-6161 tic h F FAX (949) 261-6194 4� �C=•6i 2353 t PROJECT NO.: 200454 ,Pr FEBRUARY,2005 .. Structural Calculation Index Design Criteria III . I I el rl L afew 61. IV. V. �%oyrk7nTlor� VI. (c:lbusinsess\Calculation lndex\Blank) Pages DC-1 Pages Pages EL 12, D f-- � Pages Pages EMI 1 Pages Pkl —i -r p�E(-Karl Glenn N. Almquist, Structural Engineer - 1400 Quail Street, Suite 245 Job No.: 4H;:�¢ lL Newport Beach, CA 92660 Date: '1,1!;�=S /c, _ 949.261.6161 TEL Design by: iai-i A 949.261.6194 FAX Sheet No.:. �--I SZ-a,tC) +tj� 3 ,r1 -tit PSi o�� Z � X - 5' V14- I 1 * 4" l.A,r, ficll4 wj t'et kPM Ge_- Glenn N. Almquist, Structural Engineer Af��,f•, 1400 Quail Street, Suite 245 ` Newport Beach, CA 92660 'I �� Job No.: 949.261.6161 TEL Design by: (�� A 949.261.6194 FAX JU Sheet No.: d/� nn1- ___Ik s„ �/�G� p.•o � W � I l °l (r.6 C. 0. 0? S :� UC4 I l i sr 14 6,A / $P.I S�t �3' I.�S �f-?S>�' _ ..,�Ic�t-S L° "�' al 11Ap as I9 Ir nS ; tAe " I!y` ��1r33 Lt � t �E,JSi � � Lr�a �...: 7 a 3r 3 �'� •� 1-5. - / L' a 3 I G rl I S S �oj1S� 11 5� • S l+`'r f f K4 Sa--b S COVER SHEET OF --- J STRUCTURAL CALCULATIONS for: POULIOT RESIDENCE - REMODEL/ADDITION - PHASE 11 4824 CORTLAND DRIVE CORONA DEL MAR, CA 92625 (949)760-8467 CITY OF NEWPORT BEACH BUILDING DEPARTMENT E�'VI/`_�_r —sole-Anna-HI.�Ht�N��RgmE---------- � ✓ 1 S 1' er-- —CORONA DEL MAR, CA^"` tlAl�To i— ssu�""' ��` FAX (949) 759-8095 a 2m A. Qa ra 60_- I2-cfi j l S I o'j i l; O 'f- tR� OF STRUCTURAL ENGINEER GLENN N. ALMQUIST, STRUCTURAL ENGINEER 1400 QUAIL STREET, SUITE 245 NEWPORT BEACH, CA 92660 TEL (949) 261-6161 FAX (949) 261.6194 PROJECT NO.: 200622 JULY, 2006 Structural Calculation Index I, �Design Criteria IV.J V. VI. (c.^,busmsess\Calculation Index\Blank) Pages DC-1 Pages Pages Pages �� F Pages Pages Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX 6 '�-z Job No.: Date:yae�t ° Design by: Cr�✓t Sheet No.: -1 Structural Design Criteria I. Design is based on the 2001 California Building Code (CBC). II. Lateral Analysis Criteria: • Seismic Zone: Seismic Source Type: 13 Distance to Source 'S, S k-n, • Soil Profile Type: St' . Near Source Factors: Na = I,I , Nv = I> • Wind: Basic wind speed "1 u mph, Exposure r! III. Materials: Timber: • 4x wide and less (DF No. 1, u.n.o.) Fb = See UBC Chart • 6x wide and greater (DF No. 1, u.n.o.) Fb = See UBC Chart Glued -Laminated Lumber: • Combination 24F Fb = 2400 psi Structural Steel: l Shapes: ASTM A36 Fy = 36 ksi • Pipe: ASTM A53 Type E or S, Grade B Fy = 36 ksi • Tube: ASTM A500 Grade B Fy = 46 ksi Steel Studs: • ICBO Report No. 4943, dated 2/95. Reinforcing Steel: • No. 3 & Smaller: ASTM A615 Grade 40 Fy = 40 ksi • No. 4 & Larger: ASTM A615 Grade 60 Fy = 60 ksi Concrete: • Ultimate compressive strength @ 28 days f 'c = 2500 psi Concrete Block: ASTM C90, Grade I, u.n.o, • All cells grouted f'm = 1500 psi • Grout only cells with reinforcing f'm = 1350 psi (Special Inspection is not required u.n.o.) Epoxy: • Epoxy shall conform to ICSO Report No. ER-4846 and COLA Research Report No. RR25113 or approved equal. Special Inspection is required u.n.o. IV. Foundation: Design is based upon soils report as prepared by: G oA LnL. t (c:\buslnsess\criteria\G NA-CBC2001) 1 ivy`. �,„ II �dkfalH�* iddY{�k � TTy ry k II tl \ a Glenn N. Alunquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: ;9- V-0 6';-7- Newport Beach, CA 92660 Date: '�06 949.261.6161 TEL Design by: A. _ 949.261.6194 FAX Sheet No.:—, :2_ afl 1 G I.. j ? 7 T cbS >1h, I o I I rQ FYI .E?y' %J� 'i1O�Y_off 1)14_�g�Ei34-P�y�`Ii L,vL, Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: P" VR'2 Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by: 949,261.6194 FAX Sheet No.: If2--jP7��6"'L :.�54 �3eyr."II'4-^lVl �D.0 SDI �3 J 964 WTI --3-g 1 - ..��._�'?� 'i3 o C`3 9 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.:`� Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by: 949.261.6194 FAX Sheet I I u- ti � I' 1q�36-131 /t �p^�,,,,, I L vim'. Y � •-jam * C� ��' I� S p �'�fa 19wc�r 1�{I� Wenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949,261.6194 FAX Job No.:v 8 6� Date: (o 0 Design : Sheet No.: ram^ auk��3If�� "?-q u—'`' u-J'"+ ArJ IJ C � v arm. {fir, Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX Job No.: 2 "a 4 a-7-- Date: Ga/ ;�nC/Ud Design by: 4; A Sheet No.: T� r'US�t l)rrSi Q rev__.` l IC19 32.E 5`I f v PI& IX 3 v �* �--,,—� wV • � I PI � 41'1 1�2 51v (Ior.-s)-1"o t3 `f o > it 9 I I �Ji SP'''j n 3.E �i33j St Glenn N. Almpuist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: a� I Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by: 949.261.6194 FAX Sheet No.: I'1s45oCg 1�"�� hw�' >t'�r 6 33 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX Job No.: Date: f� a Kl a L Design by: Sheet No.: Ft PI 4_ejU Glemn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: e- 4 949.261.6161 TEL Design by: 949.261.6194 FAX Sheet No.: tr 1 V�� G•�(1.-,h�.- >RS N P I✓`(�S! Wti'�P-emu'- Gam,, (P-o 1 hv#• w-4 4-�f G Wi® 140 22 rG� etf cf y crlja r7 kl V` 4.; v/ SCa 2 0.3 3'I L,4 o vJ , " 4s5 ev rI F 49 At -K v,j " Z, GLAQ f tCATt�,J , �f✓'> �lra 4 t+ SLi /A\ W 7- G'."✓/��,rJ Uf vLf'[ t 1 9'6 "—r'�'71, Pi^/ r /+� 1 , N o V. I rs�it Q�'ir�ZA In.'s I./�w tJ�'f« �c� 1.�° - (I 6 w ra, i� _ ��•t`}°' 1 I $ I0F,3_LIALA, = S�'RrygLn�v.`�.t�tLel-ic �', �j�wA1✓tr" '('t'C'.v �'I}t1O i't�'T�a ,f I.v tl'Y>wl Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX I , r✓ ?,,trf-T 6T Gdr1 PAtL^'l 19 Job No.: "7rv-.abP? Date: 67/7�/ Design by: G Sheet No.: L- �'' �' � L ` �°^ .r- � ` i "'�«~ ✓ t r°i �S� .%`t.nJ [cam ram. t r�� z 'P�/.n • 61 '- 29 ?^o, �,t r , 41 I,a- I� 4' 1 `i / x r G S r �' �' Ur I ` 9-1 'vi A z L - I �.j 1 > 'a - CS t %US f 2r e (-A 2 jA w, W Gb �trc 6 ,s 2 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX Fir oi5 49,Lq Cl cl 0.59 Job No.: RR� 6 Date: h,«Ia 4 Design by: (01 Sheet No.: L- !— R rJA L-7SIs �9ti. /a Pj{�I L C" p !t Company Glenn N. Almquist July 6, 2006 Designer Glenn N. Almquist 11:33 AM Job Number: 200621 Dewitt Residence Checked By: Joint Deflections (By Combination) v r:-r V 11-1 7 r;-i V r—Al V GMeHnn t,�AI 7 Pm.tinn rmdl 1 N1 0 0 0 0 0 0 1 N2 0 0 0 0 0 0 1 N3 .122 .001 0 0 0 .9C -4 1 N4 .121 001 0 0 0 1 -6.656e-4 RISA-31) Version 5.0 [C:\...\... \My Documents\Glenn's Business\Risa Jobs\200622\Frame F-3.r3d] Page 1 }Y S 141 1� i -X � 13.44k Loads: LC 2, Lat. Rt. + Vert. Results for LC 2, Lat. Rt. + Vert. Member z Bending Moments (k-ft) Reaction units are k and k-ft Glenn N. Almquist Glenn N. Almquist 200621 Dewitt Residence 10 -6,9 July 6, 2006 at 11:38 AM Frame F-3.r3d Company Glenn N. Almquist July 6, 2006 Designer Glenn N. Almquist 11:38 AM Job Number : 200621 Dewitt Residence Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh(in A2 144 Mere Tolerance in .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Tern erature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Re ion Spacina Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) 65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnin s Yes Hot Rolled Steel Section Sets Joint Coordinates and Temperatures V to, V ral 9 rel T.— rrl n.fonh Frnm ni.nh N1 0 0 0 0 —!9d N2 9.5 0 0 0 N3 0 9 0 0 N4 9.5 9 0 0 Joint Boundary Conditions Member Primary Data I . k ! 1 1-;-. 1 1-IM V L.i.J D.defnIA.-X Cnnli..n/Qh—. nneinn I ief Tan. U.f. .1 nceinn RI dot M1 I N1 N3 COL Wide Flan e Beam A36 T ical M2 N2 N4 COL Wide Flan a Beam A36 Typical M3 N3 N4 BEAM Wide Flange Beam A36 T ical Member Distributed Loads Member Label lDDi e�ction Start Ma nitu a ki t d... End Ma nitude kilt de t Location ft % En % Loca ion ft M3 Y _-.2 2 0 __ 0 RISA-31) Version 5.0 [C:\... \... \My Documents\Glenn's Business\Risa Jobs\200622\Frame F-3.r3d] Page 1 Company Glenn N. Almquist July 6, 2006 Designer Glenn N. Almquist 11:38 AM Job Number : 200621 Dewitt Residence Checked By: Joint Loads and Enforced Displacements Member Point Loads Member Label Direction Maenitud8 k k-ftl Locationlft °/ No Data to Print ... Basic Load Cases Lli V45GI1 Vertical None 2 1 Lat. Rt.: Seismic None 1 Lat. Left Seismic None 1 - Load Combinations Descri tin Solve PDe..SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor. BLC Factor BLC Factor BLC Factor ateral Seis... Yes 2 1 1 -at. Rt. + Vert. I Yes 1 1 2 2.8 at Left + Ve Yes 1 1 1 13 2.8 Envelope Joint Reactions o nn 1� AAV rL 41 1, AAV r4_Hl In Ml7 r4_frl In N1 max 6.848 3 8.283 3 0 1 0._ 1 0 __ 1 35 919 2 min -6.592 2 -2295 2 0 1 0 1 0 1 -35.592 3 N2 max 6.592 3 10.035 2 0 1 0 1 0 1 35.631 2 min -6.848 2 -.543 3 0 1 0 1 0 1 -35.08 3 Totals: max 13.44 3 7.74 3 0 1 ___ min 13.44 2 0 1 0 1 Envelope Member Section Forces 1_ .. eL--.nn 1.. .. CL....dLl 1, 01 In v_v PAnmunf In f_, MnmBn In IYICIIIVOI M1 VCY 1 max r•nan 8.283 .. 3 )_�....... 6.592 .v 2 rv....... 0 _.. 1 .. .. 0 _ 1 _.,_�_... 0 _ 1_ _. 35.119_ _. 2__ _ min -2.295 2 -6.848 3 0 1 0 1 0 1 -35.592 3 2 max 8.283 3 6.592 2 0 1 0 1 0 1 20.288 2 min .2.295 2 -6.848 3 0 _1_ 0.1 0 1 -20.184 3 3 max 8.283 3 2 0 1 0 1 0 1 5.456 2 min -2.295 2 _6.592 -6.848_ 3 0 1 0 1 0 1 4.776 3 _ 4 max 8.283 3 6.592 2 0 1 0 1 0 1 10.632 3 min -2,295 2 -6.848 3 0 1 0 1 0 1 9.376 2 max 8.283 3 6.592 2 0 1 0 1 0 1 26.041 3 min -2.295 2 -6.848 3. _. 0 1_ 0 1 0 1_ -24.208 2 M2 1 max 10.035 2 6.848 2 0 1 0 1 0 1 35.631 2 min -.543 3 -6.592 3 0 1 0 1 0 1 -35.08 3 2 max 10.035 2 6.848 2 0 1 0 1 0 1 20.223 2 min 543 3 -6.592 3 0_ 1 0 1 0 1 -20.249 3_ 3 max 10.035 2 6.848 2 0 1 0 1 0 1 4.815 2 min -.543 3 -6.592 3 0 1 0 1 0 1 -5.411 3 4 max 10.035 2 6.848 2 0 1 0 1 0 1 9.415 3 min 543 3 -6.592 _3 _ 0 1 0 __ 1 _0 1 -10.593 2 5 max 10.035 2 6.848 2 0_ 1 0 1 0 1 24;247 3 min 543 3 H.592 3 0 1 0 1 0 1 26.002 2 RISA-31) Version 5.0 [CA ... \...\My Documents\Glenn's Business\Risa Jobs\200622\Frame F-3.r3d] Page 2 Company Glenn N. Almquist Designer Glenn N. Almquist Job Number : 200621 Dewitt Residence July 6, 2006 11:38 AM Checked By: Envelope Member Section Forces (Continued) ' -I., . L. , EA- n. ,n , Alln In emoel ueL 1 max ,..aal 1. 6.848 ,.. 3 .,,,oa, ,. 6.2433 �.. ........... ..� 0 ..._..._._....--...M3 0 1 26.041 min 2,389 1 -4.335 2 0 0 1 24.208 2 max 6,848 3 5.768 3 0 0 1 11.777 3 min 2.389 1 -4.81 2 0 0 1 -13.348 3 max 6.848 3 5.293 3 0 Ell 0 1 -.032 1min 2.389 1 -5.285 2 0 0 1 -1.359 24 max 6.848 3 4.818 3 0 0 1 11.757 min 2.389 1 -5.76 2 0 0 1 -13.367 3 5 max 6.848 3 4.343 3 0 0 1 26.002 2 min 2.389 1 -6.235 2 0 0 1 2247 3 Envelope Member Section Stresses I- - TnnrLna In .. QnlrLuil In M1 1 max 1.276 3 2.701 2 0 1 18.406 3 18.161 2 0 1 - 0 1 min -.354 2 -2.806 3 0 1-18.161 2-18.406 3 0 1 0 1 2 max 1.276 3 2.701 2 0 1 10.438 3 10.491 2 0 1 0 1 min 354 2 -2.806 3 0 1-10.491 2-10.438 3 0 1 0 1 3 max 1.276 3 2.701 2 0 1 2.47 3 2.821 2 0 1 0 1 min -.354 2 -2.806 3 0 1 -2.821 2 -2.47 3 0 1 0 1 4 max 1.276 3 2.701 2 0 1_ 4.848 2 5.498 3 0 1 0 1 min 354 2 -2.806 3 0 1 -5.498 3 -4.848 2 0 1 0 1 5 max 1.276 3 2.701 2 0 1 12.518 2 13.466 3 0 1 0 1 min -.354 2 -2.806 3 0 1-13.466 3-12.518 2 0 1 0_ 1 M2 1 max 1.546 2 2.806 2 0 1 18.141 3 18.426 2 0 1_ 0 1 min -.084 3 -2.701 3 0 1-18.426 2-18.141 3 0 1 0 1 2 max 1.546 2 2.806 2 0 1 10.471 3 10.458 2 0 1 0 1 min -.084 3 -2.701 3 0 1-10.458 2-10.471 3 0 1 0 1 3 max 1,546 2 2.806 2 0 1 2.8013 2.49 2 0 1 0 1 min _ -.084 3 -2.701 3 0 1 2.49 2 -2.801 3 0 1 0 1 4 max 1.546 2 2.806 2 0 1 5.478 2 4,869 3 0 1 0 1 min -.084 3 -2.701 3 0 1 4.869 3 -5.478 2 0 1 0 1 5 max 1.546 2 2.806 2 0 1 13.446. 2 12.538 3 0 1 0 1 _ min -.084 3 -2.701 3 0 1-12.538 3-13.446 2 0 1 0 1 M3 1 max 1.055 3 2.558 3 0 1 12.518 1 2 13.466 3 0 1 0 1 min .368 1 -1.776 2 0 1-13.466 3-12.518 2 0 1 1 2 max 1.055 3 2.363 3 0 1 6.902 2 6.09 3 0 1 0 1 min .368 1 -1.971 2 0 1 -6.09 3 -6.902 2 0 1 0 1 _ 3 max 1,055 3 2.169 3 0 1 .703 2 -.017_ 1 0 1 0 1 min .368 1 -2.165 2 0 1 017 1 703 2 0 1 0 1 4 max 1,055 3 1.974 3 0 1 6.912 3 6.08 2 0 1 0 1 min .368 1 -2.36 2 0 1 -6.08 2 -6,912 3 0 1 0 1 5 max 1.055 3 1_.779 3 0 1 12.538 3 13.446 _2 _ 0 1 0 1 min .368 1 -2.555 12 1 0 1 1-13.446 2-12.538 3 0 1 0 1 Envelope ASD Steel Code Checks cl.-..- r , n-r6, n:. In co fLdl c1 r4.il Ch u v r Fh e v r (:h (:mv Cmv ASr) Fnn M1 W10X22 911__ 0 3...195 0 3 13.256 21.6 27 21.6 23 .85 .307 H1-2 _ M2 W10X22 .891 0 3 .188 0 18:086 21.6 27 20.354 z.3 :6 .324 H1-3 M W10X22 _675 9.5 3 .178.. 0 3 _L7.816 21 6 27 20.354 23 .6_ .85 H1_3 RISA-31) Version 5.0 [C:\... \..,\My Documents\Glenn's Business\Rise Jobs\200622\Frame F-3.r3d[ Pape 3 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: w �� Newport Beach, CA 92660 — Date: 949.261.6161 TEL Design by: 949.261.6194 FAX m �% Sheet No.: �— > o. r FFF 59 . a — :J In d'ja 4 �n1ig'VAO'rrtC-A-Cl av r G. of 6v VL' Ni"I'< -z, 13,5' UJA W ,- W- 13w '' UP�1''T• •ivy_ lxj✓'"rU<`1/� e Nv �P'—CI'� 14 I.Xi�, ; � "1 /,�, `f 3 y a � � ,. a..�-°t I • 3 °t I'1 ,3'�'� 'j 3`l 1 %'Art' W-t 4UL tb0-4 Glenn N. Almquisl, Structural Engineer \ 1400 Quail Street, Suite 245 Job No.: P Newport Beach, CA 92660 Date: & 949.261.6161 TEL Design by:S$P.JA 949.261.6194 FAX Sheet No.: L—C, U- Il.$$ S4. SLJ Ur'V'pw'�- s� �11•�3 9 �u91 � p yI &""!5 l 2 '+ St!c-a(Lc 3(, -^y .te..-..�....-.� `r✓ �s 'f10l ` -J5 <, vS4 �JA,4 Ut 12iC- 15`'w�U.' �. 36w � �'`� P'1'e K`I'1 t •��b�r v-�� , l �l �r.=ruS�+- .--2� � �-� t'1-..�w U..-; w � �a9 w' u��I.Y'(• I'1"1 t - ��°tw�o,5`, s !6 � ..--,v-•,.��--�,;�. z k w ul )k7§ . a�� - a �o-ololu ■a ■A■a■6 ) #2 Ln%ina}§\� `§ f 2 §� ,)Q2])] # © §)- § LU e•®l ; ; -i , uu,uuo Im 2 �o-o-a " x § �. x , 4, in#« ) \ ) S 7 2J j ; ; 2 IL 7 f , IN a k k %a k 7 ) ) §E§FL I§E ! � � q � � q w « S � � � \ Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: a& ;2= 2- Newport Beach, CA 92660 Date: I0`4 lo,4 949.261.6161 TEL Design by` CI r�A. 949.261.6194 FAX Sheet No.: = I I PAD FOOTING SCHEDULE *vowAR,t Lao MARK SIZE 4 REINFORCEMENT 5 kT�e- S4 0eOrIC4r1 F-1 P-6' SQ. x I'-O' THK W/O REINF. �,y5 �` 3,v 1- F-2 2'-0' SQ. x 1'-O' THK W/O ROW 4-0 5133 F-3 2'-6' SQ. x I'-0' THK W/2-04 E.W. � 3 F-4 3'-0' SQ. x I'-O' THK W/3-04 ElU. 9ra I` ; 17 o k I F-5 3'-6' SQ. x I'-0' THK W/4-P4 E.W. IO,� 5 16 33 F-6 4'-0' SQ. x I'-0' THK W/4-04 ELJ -t6.o 21:33 F-T 4'-6' SQ. x I'-0' THK W/5-04 E.W. 0.3 s I Z'l,a F-8 5'-O' SQ. x I'-4' TNK US-04 EA 4 1 COVER SHEET OF STRUCTURAL CALCULATIONS for: POULIOT RESIDENCE - REMODEL/ADDITION 4824 CORTLAND DRIVE CORONA DEL MAR, CA 92625 �(949)760-8467 CI Y OF NEWPORT BFACH aI w PERMITTEESACKNOWLEOGMENT; iir ur NEWpORi BEACLl H. l;H THE 2 ARTMENI _— - 'UgLlcvona' rNATURE TUREJ g 630 CAMEO HIGHLANDS DRT7E CORONA DEL MAR, CA 92625 TEL (714) 624-7086 FAX (949) 759-8095 v w 42 OF CAi FLAJ 0wvrje^- 4EVISEaJ STRUCTURAL ENGINEER GLENN N. ALMQUIST, STRUCTURAL ENGINEER 1400 QUAIL STREET, SUITE 245 NEWPORT BEACH, CA 92660 TEL (949) 261-6161 FAX (949) 261-6194 PROJECT NO.:200454 FEBRUARY,2005 C' a Structural Calculation Index I. Design Criteria LA�Q 8-, U IV. L KA j '(--AL- l��laec '(PS I V. �%oVr�C?n'I�Io,j V1. 411C�/ I I I �, I 't Vl--� *VA 4,41 �� WA (c:\busmsess\Calculation Index\Blank) Pages DC-1 Pages Pages Pt -I Pages I,-[ I �' Pages :-I I Pages PtA-1 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 } Newport Beach, CA 92660 949.261,6161 TEL 949.261.6194 FAX Job No.: Date: _ i /lj?/a6 Design by: /- —fA Sheet No.: jx it Structural Design Criteria I. Design is based on the 2001 California Building Code (CBC). IL Lateral Analysis Criteria: • Seismic Zone: Seismic Source Type: Distance to Source 3, 5I-n, • Soil Profile Type: i Sb . Near Source Factors: Na 1,19 , Nv • Wind: Basic wind speed I o mph, Exposure o III. Materials: Timber: • 4x wide and less (OF No. 1, u.n.o.) Fb =See UBC Chart • 6x wide and greater (OF No. 1, u.n.o.) Fb = See UBC Chart Giued-Laminated Lumber: • Combination 24F Fb = 2400 psi Structural Steel: • Shapes: ASTM A36 • Pipe: ASTM A53 Type E or S, Grade B Fy = 36 ksi • Fy = 36 ksi Tube: ASTM A500 Grade B Fy = 46 ksi Steel Studs: • ICBO Report No. 4943, dated 2/95. Reinforcing Steel: • No. 3 & Smaller: ASTM A615 Grade 40 Fy = 40 ksi • No. 4 & Larger. ASTM A615 Grade 60 Fy = 60 ksi Concrete: • Ultimate compressive strength @ 28 days f'c = 2500 psi Concrete Block: ASTM C90, Grade I, u.n.o. • All cells grouted f'm = 1500 psi • Grout only cells with reinforcing f'm = 1350 psi (Special Inspection is not required u.n.o.) Epoxy: • Epoxy shall conform to ICBO Report No. ER-4846 and COLA Research Report No. RR25113 or approved equal. Special Inspection is required u.n.o. IV. Foundation: Design is based upon soils report as prepared by:_ G o� S:f 6-5� o'j'r Cq t ,t c�L, (cabusinsesMcntenMGNA-CSC2001) Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX Job No.: R::� 4:1; " Date: ;9?/,F2fo4 Design by: Sheet No.: Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by: ° 949.261.6194 FAX Sheet No.: �.� �a�sl G� l.�ua.raS •, G� �t ado tiISG, a,'I LI-'L w p•cJre..�.� `��n,-.+^` Ica,,' '�-R�g- 16'._ ;, t�s�t 2�e� P I�"._._a!�.,, h"I ( 12- a S' 'St > 1� * 117-1 LJ�l,1 U�4 e�' E '.. 'i�, ulni'F r t `i U-ro tr—�+ > `✓d, 8 ----- ', �� I " ' 17 D �'=� r `r I2e'� a I'.°T. r� � �+�'1S �✓ /'u'J � � r�„/{i'" Cj� � � r" I'i I �i1 p V Isfd r t � Glenn N. Aimquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: AK4' Newport Beach, CA 92660 Date: i-/ rw-1 949.261.6161 TEL Design by: �✓k' 949.261,6194 FAX Sheet No.: k�t• 2-- J.,�?' V. V S t �s w(.A\A-) I, R-�dA i� t 11 Did j N (�4 oci' jrP IL 10 l `f v `trr/&1 I 1 a 10 Q P>C�Lur1� .1�7 Os1�2aH 4ea, Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by`1 h_ 949.261.6194 FAX Sheet No.: 21£0 ri1q.— C.oraA+-4AL j I-( �v, AQP' L jr-J f rj e\ojro ,w, CI' Li irUSY �r Ic> b , � z- ,- I �L ti I I � � `f` , `1 I �s ii�t Ds 4'}a41c:7 40, /��I Job # Date: 2:29PM, 5 FEB 07 Description General Information Section Name Prllm: 3.501.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Title : Dsgnr: Description Scope: General Timber Beam Page 1 xuments and seftinesWennlmv documents) Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 17.50 ft .....Lu 0.00 It Left Cantilever ft .....Lu 0.00 ft Right Cantilever It ...Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fe Allow 650.0 psi E 2,000.0 ksi #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 190.00 Wft LL @ Right 190.00 #/ft End Loc 11.500 ft #2 DL @ Left 190.00 #/it LL @ Left 190.00 #/it Start Loc 11.500 ft DL @ Right 190.00 #/ft LL @ Right 190.00 #/ft End Loc 17.500 it Span= 17.50ft, Beam Width = 3.500in x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.430 : 1 Maximum Moment 10.7 k-ft Maximum Shear * 1.1 Allowable 24.8 k-ft Allowable Max. Positive Moment 10.68 k-ft at 9.870 8 Shear: Max. Negative Moment -0.00 k-ft at 17.600 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 24.85 Reactions... fb 1,558.06 psi fv 89.29 psi Left DL 0.81 k Fb 3,625.00 psi Fv 362.50 psi Right DL 1.42 k Deflections uenection -0.293 in ...Location 9,030 it ...Length/Deft 715.5 Camber ( using 1.5 D.L. Deft ) ... @ Center 0.440 in @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.049 Le 0.000 ft Cf 1.000 Rb 0.000 Max Moment @ Center 10.68 k-ft @ Left Support 0.00 k-ft @ Right Support 0.00 k-ft Shear Analysis @ Left Support Design Shear 2.40 k Area Required 6.632 in2 Fv: Allowable 362.50 psi Bearing @ Supports Max. Left Reaction 1,62 k Max. Right Reaction 2.85 k 9.030 ft 357.77 Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 3.7 k 15.1 k 1.62 k 2.85 k 0.000 in 0.440 in 0.000 in 1.62 k 2.85 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Sxx 82.259 in3 Area 41.563 in2 Cl 0.000 Sxx Req'd Allowable fb 35.36 in3 3,625.00 psi 0.00 in3 3,625.00 psi 0.00 in3 3,626.00 psi @ Right Support 3.71 k 10.237 in2 352.50 psi Bearing Length Req'd 0.711 in Bearing Length Req'd 1.251 in Title : Dsgnr: Description Scope: General Timber Beam Description RB-1A Job # Date: 2:29PM, 5 FEB 07 Page 2 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.62 k 0.0000 in • Right Cant. Location = 0.00 it 0.00 k-ft 0.00 k 0.0000 In • Left Cant. Location = 0.00 It 0.00 k-ft 0.00 k 0.0000 in Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX �arvi �1s�I(t�l�lc ma's a IE� Job No.: Date: Design by: Sheet No.: h t ?32; rj� nM I® �A°� 1RrIc=��h f viz +��'Ia w. c�q. Ott Geri PAL Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: :;i�`t" Newport Beach, CA 92660 Date: 1 /!27;LS 949.261.6161 TEL Design by 4r A-, 949.261.6194 FAX Sheet No.: r, Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: % Newport Beach, CA 92660 Date: 2 mil® 949.261.6161 TEL Design by 949.261.6194 FAX Sheet No.: _ ?O ;4 rIn J I-Av£.G F-L' � e o ' I tit 'ice ri AAA �P n ('?,�� ` � € u� ( FA SIB i �� "3 la If ctIJ. a � r, is C- t."7 "t I S CL 60 I o b Pts lr^ I"A 2 IC,b01 rsI ^"13rT1 " 0'-I;L0 -re19 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: 2" Newport Beach, CA 92660 Date: ti / 10 949.261.6161 TEL Design by: C-1,A 949.261.6194 FAX Sheet No.: �2 WP" I1I' StJar�F{�•<° S 9P�l°2r 19' s L. h% C�b CA�t- i q&�_(l(,.!;) � ISev';tSr t /11� 1t'o.�3L I+ lnJJ�� r' I� �GQ 59w IE6o 'L'�R.� Ya(1(4'lc 0Ir /7� 4,A, (a-o i,4� `l )d J l� �6L !Yt I�� fGa Ta I 'S 14-4- r I er1 " 'i%I 3 V Sarr jK+ * I l l/), ( L Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261,6194 FAX P ll p� IaK •''a Job No.: Date: Design by: (4tj Sheet No.: R '-, �J�4 1 , ") I FSt-' rk"ji C�� c'?-I 0"2-w GL-- 1.'tr,a !Vt4, W 5,-;2- W r� t 1,/y ( I S i' t-O) y `i oI�e I F, 41 P-v w �T^ 16,Kr� 1Ze� n 3co Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261,6161 TEL 949.261.6194 FAX Job No.: d-+" Iti Date: 311010 Design by: bA Sheet No.: 0s4- 1 "r q i(? P� to ell ��118 rut) f Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX �� 1 � Job No.: �✓v�l ? 9" Date: ' 4 a / o Design by: (rtf' Sheet No.: 2:rr ri•'7kn2(�d,.'�-C1- -I �101 3.5 >-5,1 3s u'—> ?.yw,.& 3 115Y� Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.:d S'F Newport Beach, CA 92660 Date: Ir'� 949.261.6161 TEL Design by: 4 +J4 949.261,6194 FAX Sheet No.: L.- I �n i Nat, A rJ A. Is i 1� U✓ta� 'r—� Cec� eq I- iGq-oi> T 5`� w vPCra ` Clr`S�'1� I"-'" II Lf 4--t, tzcof�, 4i. 191, P-20 ©j IJ, L,U 1+L +R.. R, C ,_ a 0,4.4"r 1,1 g-eIKafa TIP-Ar..i_%V, c +vs 0r1f`, 4- ICU >'>'1' •I i5,5 = 1 1. a r r%�/-� LC7W'{ ti (-�•'�J i''I/Z yi��i�7' � �%WI iF W Lj1 ��1 p1- G iaU - Ili"W 7^r@rM(.�^' �0715 irli WAL4� �c-("��ii lea Rl?�Il V'�G^J`JM i n �lclS'(lo (E� Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: I Z EeYo 949.261.6161 TEL Design by: 6 -JA 949.261.6194 FAX Sheet No.: L- 1 zv ej'I-tl I Z + iy 3 3 2-n G,t-n ;VS..ru�ss I w� P 2 LL. a4- U51 Stir a tl u LJ r91/32 `E I Il/� ;,`eiF VI; -'Jv It I�lf,(v3u-,—* OM11v-/e Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX ® b�G Lvn� IvI4I�I v VCk �� rG tit c ^^ r e�-vG� lt��ji'yr8.ti w,n�t Job No.: 2wLf Date: ICI la !!a Design by: r-/a Sheet No.: I'll )? i.- � L� g n3 C1. cfiN�6s. ( Sxn�rCS16?9° y f '�cpA 6'-t-A P-� f- i CA f, v �j Glenn N. Almpuist, structural Engineer 1400 Quail Street, Suite 245 Job No.: 2:"+r `I" Newport Beach, CA 92660 Date: -h -L- 'v 1f 949.261.6161 TEL Design by: (+-dd 949.261.6194 FAX Sheet No.: Lr 3 AT r1V£t,. C/ t,C. SI�� a��I i�� Sva lxcnil� %• 1 � � -a, %1. _ or ANnI (tt� I` /4rja� IM ILoM IA �,Icb I s w; { � > 13/� � 1f *C IV e.2 wAv £ > IKti9 iza .4- ¢bZ L N i�2+ rac` f1 c 4 91 a I a' G G° I I. �S 4 �'- 3` t* �'• � (iE+ 1wi�ry��u� : o.tlul' a IL C.. i, I 4t I I I i 7 M3 a � 1 ResvlU for LC 1. L eml Orry Glenn N. Almquist Glenn N. Almquist Feb 10, 2005 at 8:41 AM Frame FB.r3d Uk Leads. LC 1, Lateral Only Results for LC 1, Lateral Only Member z Bantling Moments (k-m Reactor units are k and k-It Glenn N. Almquist Glenn N. Almquist 200454 -B]1k 8.71 i8 Pouliot Residence 21 5B -s.3 Feb 11, 2005 at 8:51 AM Frame FB.r3d Company Glenn N. Almquist Feb 11, 2005 Designer Glenn N. Almquist 8:51 AM Job Number : 2004M Pouliot Residence Checked By:_7 Joint Deflections (By Combination) I r L.LJ 1 -k-I v 6n1 v rinl 7 rinl Y Onlalinn treA1 V Rnh/inn rr.d1 7 nmminn rr.,11 --oos o a�oa RISA-3D Version 5.0 [C:\... \Glenn\My Documents\Glenn's Buisiness\Risa Jobs\200454\Frame FB.r3d] Page 1 Company Glenn N. Almquist Designer Glenn N. Almquist Job Number: 200454 Pouliot Residence Feb ll, 2005 8:56 AM Checked By:� Global L 3 ' � Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh inA2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Roiled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Re ion Spacing Increment in 4 Biaxial Column Method Exact Inte ration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Section Sets Joint Coordinates and Temperatures I nhnl Y r"I V r"I T fN1 N1 0 0 0 0 N2 23 0 0 0 N3 0 8 0 1 0 N4 23 8 0 1 0 Joint Boundary Conditions Member Primary Data I ah.1 I -WM _I W.f I( WM RMnf.Ma % I ie1 T—. \A-I.d�I ned,... D.d— M1 N1 N3 COL wide Flange Beam A36 T ical M2 N2 N4 COL wide Flange Beam A36 T ical M3 N3 I N4 BEAM I Wide Flange Beam I A36 TYnicaI Member Advanced Data Documents\Glenn's Buisiness\Risa Jobs\200454\Frame FB.r3d] Pagel Company Glenn N. Almquist Feb 11, 2005 Designer Glenn N. Almquist 8:56 AM Job Number: 200454 Pouliot Residence Checked By: Member Advanced Data (Continued) G �`G" Label I Release J Release I Offset in J Offset in T/C nl Ph sical TOM Inactive - _ M3 Yes -' Member Distributed Loads Joint Loads and Enforced Displacements Joint Label L,D.M Direction Ma nitude k k-ft in red k* SA No Data to Print Member Point Loads tuber Label Dire tion M nitude k k-ftil Loca ion ft M3 Y i -8 M4 11 5 Basic Load Cases BLC Descrintinn Celennm x l:rnuav v r_s .a, Vertical None OTM Rt Above None a Lateral Rlaht __ None Load Combinations Joint Reactions LC Joint L bel X k Y k Z k MX 2 N1 .003 10.006 �_ 0 _.j_k-ft 0 MYfk-ftl_ 0 MZ k-ft 18.129 2 N2 -13,163 16.598 1 0 0 0 47.16 2 Totals: I -13.16_ I_ 26.604 I 0 2 COG ft Member Section Forces LC Member label ec Axi�l[kJ_ Shea k h k T 2 M1 1 10.006 -.003 0 o ue k-ft 0 y M_t[I -ft 0 Z-Z Mom_ k-ft 18.129 _ 2 10.006 . -.003 _ 0 0_ 0 18.136 3 10.006 -.003 0 0 0 18.143 4 10.006 003 0 0 0 18.15 5 10,006 -.003 0 0 0 18.157 2 M2 1 16.598 13.163 0 0 0 47.16 2 _ 16.598 _ 13.163 0 0 0 20,833 3 16.598 13.163 0 0 0 -5.494 4 16.598 13.163 0 0 0 -31.821 5 16.598 13.163 0 0 0 -58.148 2 M3 1 13.163 10.006 0 0 0 18.157 2 13.163 5.521 0 0 0 -44,394 3 _ 13.163 -7.628 0 0 0 63.243 RISA-3D Version 5.0 iC:\... \Glenn\MV Documents\Glenn's Buisiness\Risa Jobs\200454\Frame FB.r3d] Page 2 Company Glenn N. Almquist Feb 11, 2005 Designer Glenn N. Almquist 8:56 AM Job Number: 200464 Pouliot Residence Checked By: Member Section Forces (Continued) Member Section Stresses I r.. Mamhor I ah.1 4- .. 2 _ _. ___ _. M 1 ___ 1 _.._. .._. 1.138 _...._..,... -.001 ._ vuvm :.n: 0 .v w::u:::... -5.64 wr Vonvm... 5.64 G w penunl... 0 L uul oeTIdill 0 2 1.138 -.001 0 -5.642 5.642 0 0 3 1.138 -.001 0 -5,644 5.644 0 0 4 1.138 -.001 0 -5.646 5.646 0 0 5 1.138 -.001 0 5.649 5.649 0 0 2 M2 1 1.888 4,103 0 -14.671 14.671 0 0 2 1.888 4.103 0 -6.481 6.481 0 0 3 1.888 4,103 0 1.709 -1.709 0 0 4 1.888 4.103 0 9.899 -9.899 0 0 5 1.888 4.103 0 18.089 -18.089 0 0 2 M3 1 1.116 1.774 0 -3.186 3.186 0 0 2 1,116 .979 0 7.791 -7.791 0 0 3 1.116 -1.353 0 11.099 -11.099 0 0 4 1.116 -2.148 0 1.138 1.138 0 0 5 1.116 -2.944 0 -10.204 10.204 0 0 MemberASD Steel Code Checks I C Mcmhcr 12hana I In u..,, I .,..rwi el..,.._ 11r I M1 W12X30 _ .250 8 �. 000 _.. 0 �.. v 21.087 :.•\a 28 8 ,v na. 36 IYGn 28 8 VV 1.001 VIII 85 _VIIIL C II _ H1-3 f-�-- W12X30 694 8 214 0 v� 21 087 �28 8 -2u 36 2R8 9 3 RF _.999 276 H1 2 M3 W18X40 1 197 11 5 153 9R Ly 17 n 01-4 a za �n oo� c oc H1 . RISA-3D Version 5.0 [C:\... \Glenn\My Documents\Glenn's Buisiness\Risa Jobs\200454\Frame FB.r3d] Page 3 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.:.sr t �4 Newport Beach, CA 92660 Date: ��3& S 949.261.6161 TEL Design by: 949.261.6194 FAX Sheet No.: N y- y�1'3�/ys,7� tl � i; 'I Z� ° `�" I I6 • I 5� I b4F+ u.J No 19^511.Anv1.. U»P � J �w l �-7. �-» - (^�-?a-, r- u . �'1 . ,� �. r � US �G �-• `L> �. � � G-V-O %i S,1S� 4 LAJ° Ibre 0P1I�i^ 1o�4�Y - Ibwro �j _ - I 330+`-(��-Or^7� t/�f. �'/7."i^IA %(t 9 + t) v I&&' C � -V°� - I b fal+ �i s 2 1 14 z G' L"- G S u ✓�wf 4 f.`j' pP� v Glenn N. Almpuist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX tll z 4-1 N r l?-c 9*1ri6 ' I"iG4F A w •' w �w �l J�9 11= 7 Job No.: �4 Date: Design by: Cry Sheet No.: L USA C u4s ZI /� G✓ 1\ 1 I.Gi� r C. 9 r 131 U 'T 3 -11 ILI &tip wi P�taz. SWAJ , 1} r /gyp 19 �� r� di�(u•�ry` •�� 1�B/19 41 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: `2 ✓"� �`� Newport Beach, CA 92660 Date: ,?- ( � 949.261.6161 TEL Design by: _� Nti 949.261.6194 FAX Sheet No.: L. - I bf7I UD I aq}) ir1iS�4�nj-r+t INt- pljq�-I L�J'�`dox1GS�t�K}I, ll,%q't01FivU(4 mI 4--t {aorl&) ((�1^tfl, t �,otti-,i`L'Yj uFLt� (� `16 E '21- I%� WNIn h 2 b4. w m J w J NJU JQ p j wt 3 a w Q LL w1 ww N n 3' X � � O 3� m R pQW p a® w a 4 oww z Q (V 0- U w R p mw j W 0ZZ° WzIJ�j U ,J) � oo mpm E� 10) df d) d) 4(L d) J WpppO�� JJJ JUd) v azq zilH a _hM`t LL1 �9r Glenn N. Alunquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: -2jL Newport Beach, CA 92660 Date: I /� 949.261.6161 TEL Design by:— 6—'y" 949.261,6194 FAX Sheet No.: r, r IL 4 e3.�a �� rA- Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: 2:V i I /° 949.261.6161 TEL Design by: rerJ ti 949.261.6194 FAX Sheet No.: rn If �.4 t "�,`j t`-------•,, _..------- - IG-� � � � �n) - s �"`�"r41 6' �S z (`� %� w v'•I'I � ts' '^-- Glenn N. Alunquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: 2—/ 11 /4 949.261.6161 TEL Design by: 949,261.6194 FAX Sheet No.: - ---- p6 S I V�- rJ it LVA Glenn N. Almquist, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 Description Title : Dsgnr: Description Scope : Cantilevered Retaining Wall Design Criteria miiiiiiiiij Retained Height = 6.00ft Wall height above soil = 0.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary -� Total Bearing Load = 2,108 Ibs ...resultant ecc. = 5.421n Soil Pressure @ Toe = 1,069 psf OK Soil Pressure @ Heel = 136 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,220 psf ACI Factored @ Heel = 155 psf Footing Shear @ Toe = 10.8 psi OK Footing Shear @ Heel = 9.6 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.20 OK Sliding = 1.06 Ratio < Sliding Calcs Slab Resists All Sliding 1 Lateral Sliding Force = 980.0 Ibs Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootinglISoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Job # Date: 2:19PM, 11 FEB 05 Page 1 Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000psi Min. As % = 0,0014 Toe Width = 2.00ft Heel Width = 1.50 Total Footing Width Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 it Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top stem _2nd -Stem Stem OK Design height ft= 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Reber Size = # 4 # 5 Reber Spacing = 24.00 24.00 Reber Placed at = Edge Edge Design Data - - -- - fb/FB + fa/Fa = 0.660 0.657 Total Force @ Section Ibs= 320.0 720.0 Moment.... Actual ft.#= 426.7 1,440.0 Moment ... ..Allowable ft-#= 776.1 2,192.4 Footing Design Results Toe Heel Factored Pressure = 1,220 155 psf Mu': Upward = 2,511 0 ft-# Mu': Downward = 921 525 ft-# Mu: Design = 1,590 525 ft-# Actual 1-Way Shear = 10.82 9.60 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Shear..... Actual psi= 5.5 Shear..... Allowable psi= 19.4 Bar Develop ABOVE Ht. in= 24.00 Bar Lap/Hook BELOW Ht. in= 24,00 Wall Weight psf= 84.0 Reber Depth 'd' in= 5.25 Masonry Data I'm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psi= Other Acceptable Sizes O Spacings Toe: Not req'd, Mu < S ` Fr Heel: Not req'd, Mu < S " Fr Key: No key defined 7.2 19.4 30.00 6.00 133.0 9.00 1,500 24,000 Yes No 25.78 1.000 11.62 Glenn N. Almquist, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 Description RW-1 Title : Dsgnr: Description Scope: Cantilevered Retaining Wall Design .lob # Date: 2:19PM, 11 FEB 05 Page 2 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..,,. .....RESISTING..,.. Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft it-# Heel Active Pressure = 980.0 2.33 2,286.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismicl-oad = Total = 980.0 O.T.M. = 2,286.7 Resisting/Overturning Ratio = 2.20 Vertical Loads used for Soil Pressure = 2,108.4 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert, Component = Total = 330.0 3.25 1,072.5 0.00 220.0 1.00 220.0 644.0 2.40 1,547.0 146.7 2.83 415.6 525.0 1.75 918.7 242.7 3.50 849.4 2,108.4 Ibs R.M.= 5,023.2 Glenn N. Almquist, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 Rev: 56D100 Use,: M-0601171. Ver 5.6.1. 25-0db2002 Title: Dsgnr: Description Scope: Cantilevered Retaining Wall Design w/ Wall Load Above Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 It Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12,00 in Soil Density = 110.00 pelf Wind on Stem = 0.0 psf Axial Load A Celled to Stem Design Summary Total Bearing Load = 2,748 Ibs ...resultant sec. = 2.07 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 Toe Active Pressure = 0.0 Passive Pressure 300.0 Water height over heel 0.0 It FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Job # Date: 2:24PM, 11 FEB 05 Page 1 Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000psi Min. As % = 0.0014 Toe Width = 2.00 ft Heel Width 1.50 Total Footing Width Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3,00 in @ Btm = 3.00 In Axial Dead Load = 320.0 Ibs Axial Load Eccentricity = 0.0 in Axial Live Load = 320.0 Ibs Stem Construction Top Stem Design height ft= Stem OK 2.00 Wall Material Above "Ht" = Masonry Thickness 800 Soil Pressure @ Toe = 1,017 psf OK Reber Size = # 4 Soil Pressure @ Heel = 554 psf OK Reber Spacing = 24.00 Allowable = 1,500 psf Reber Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,258 psf gVFB t fa/Fa = 0.627 ACI Factored @ Heel = 684 psf Total Force @ Section Ibs = 320.0 Footing Shear @ Toe = 14.3 psi OK Moment.... Actual ft#= 426.7 Footing Shear @ Heel = 9.6 psi OK Moment..... Allowable ft#= 776A Allowable = 85.0 psi Shear..... Actual psi= 5.5 Wall Stability Ratios Overturning = 2.55 OK Shear .....Allowable psi - 19.4 Sliding = 1.15 Ratio < 1.51 Bar Develop ABOVE Ht in = 24.00 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in = 24.00 Lateral Sliding Force = 980.0 Ibs Wail Weight psf= 84.0 Rebar Depth 'd' in = 5.25 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Footing Design Results Special Inspection = No Modular Ratio'n' = 25.78 Toe Heel Short Term Factor = 1.OD0 Factored Pressure = 1.,258 684 psf Equiv. Solid Thick. in = 7.60 Mu'; Upward = 2,872 0 ft-# Masonry Block Type = Normal Weight Mu': Downward = 921 525 ft# Concrete Data - Mu: Design = 1,951 525 ft# fc psi= Actual 1-Way Shear = 14.31 9.60 psi Fy psl = Allow l-Way Shear = 85.00 85.00 psi Other Acceptable Sizes s Spacings Toe Reinforcing = None Spedd Toe: Not req'd, Mu < S • Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S . Fr Key Reinforcing = None Spec'd Key: No key defined 2nd Stem OK 0.00 Masonry 12.00 # 5 24.00 Edge 0.724 720.0 1,440.0 2,192.4 7.2 19.4 30.00 6.00 133.0 9.00 1,500 24,000 Yes No 25.78 1,000 11.62 Glenn N. Almqulst, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 Title: Dsgnr: Description Scope: Cantilevered Retaining Wall Design Job # Date: 2:24PM, 11 FEB 05 3A- Page 2 Summa of Ove turning & Resisting Forces & Moments LLJ .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-0 Ibs ft ft-# Mee] Active Pressure = 950.0 2.33 2,286.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load Q Stem Above Soil = SeismicLoad = Total = 980.0 O.T.M. = 2,286.7 ResistinglOvertuming Ratio = 2.66 Vertical Loads used for Soil Pressure = 2,748.4 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = 330.0 3.25 1,072.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 320.0 2.50 800.0 Soil Over Toe = 220.0 1.00 220.0 Surcharge Over Toe = - Stem Weight(s) = 644.0 2.40 1,547.0 Earth Ce2 Stem Transitions= 146.7 2.83 415.E Footing Weight = 525.0 1.75 9187 Key Weight = Vert. Component = 242.7 3.50 849.4 Total = 2,428.4 Ibs R.M.- 5,823.2 8 00005In Mas w/ 94 (a 24.In a/c Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 l Job No.: Newport Beach, CA 92660 / / Date: 949.261.6161 TEL / Design by: 949.261.6194 FAX f , Sheet No.: . r,4 i` W 41r A, Tll /�A L � wS Glenn N. Almquist, S.E. Title: Job # 1400 Quail Street, Suite 245 Dsgnr: Date: 11:15AM, 7 MAR 05 Newport Beach, CA 92660 Description � � t � TEL 949.261.6161 (7 L� ` Scope: l FAX 949.261.6194 ReV: 660100 User: KW-0601ll1, Ver 5.6.1 25-Oct-2002 Cantilevered Retaining Wall Design Page 1 1n119A3-0nn) PNFPCAI r FnMh.rinn Gnflwara n9ma tl,vumwmc\nna'c Fi ¢Inxdon Matr n m Description Criteria Retained Height = 7.00ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 75.0 Ibs Axial Live Load = 200.0 be Axial Load Eccentricity = 0.0 in Design Summary Total Bearing Load = 2,909 Ibs ...resultant ecc. = 8.98 in Soil Pressure @ Toe = 1,409 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,792 psi ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.7 psi OK Footing Shear @ Heel = 11.6 psi OK Allowable = 85.0 psi Wail Stability Ratios Overturning = 1.70 OK Sliding = 0.93 UNSTA Sliding Calks Slab Resists All Sliding ! Lateral Sliding Force = 1,521.4 be Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 It FootingliSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 it ...Height to Bottom = 0.00 it Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.75ft Heel Width = 1.50 Total Footing Width = F25- Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 it Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 520.0 Ibs Footing Width = 1.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 1.00 it Footing Type Line Load Base Above/Below Soil = 1 5 it at Back of Wall Stem Construction _Top Stem 2nd Stem OK Stem OK Design height ft= 2.00 0.00 Well Material Above "Ht" = Masonry Concrete Thickness = 12.00 12.00 Reber Size = # 5 # 6 Reber Spacing = 16.00 16.00 Reber Placed at = Edge Edge Design Data fb/FB+fa/Fa = 0.646 0.431 Total Force @ Section Ibs = 752.8 2,090.2 ' Moment.... Actual ft-#= 1,537.1 5,908.2 Moment..... Allowable 114= 2,563.0 13,714.9 Shear.. ..Actual psi= 7.7 18.1 Shear..... Allowable psi= 19.4 85.0 BLE! Footing Design Results Toe Heel Factored Pressure = 1,792 0 psf Mu' : Upward = 5,272 0 it-# Mu': Downward = 1,376 430 ft-# Mu: Design = 3,896 430 ft-# Actual 1-Way Shear = 19.72 11.60 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = # 6 @ 37.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spedd Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 23.40 Wall Weight PSI 133.0 Reber Depth'd' in= 9.00 Masonry Data -- I'm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 11.62 Masonry Block Type = Normal Weight Concrete Data --- fc psi= Fy psi= 28.08 6.00 145.0 9.63 2,500.0 60,000.0 Other Aoce ble Sizes & Spacings Toe: #4Lr17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S " Fr Key: No key defined Glenn N. Almquist, S.E. 1400 Quail Street, Suite 246 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 ReeY 5�CO10D Description RW-2 Title : Dsgnr: Description L G 4 O Scope Cantilevered Retaining Wall Design Job # Date: 11:15AM, 7 MAR 05 Page 2 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,280.0 2.67 3,413.3 Soil Over Heel = 385.0 4.00 1,540.0 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = 241.4 5.74 1,386.6 Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 1,621.4 O.T.M. = 4,800.0 Resisting/Overtuming Ratio = 1.70 Vertical Loads used for Soil Pressure = 2,909.1 Ibs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 37.1 4.00 148.6 75.0 3.25 243.8 302.5 1.38 415.9 955.0 3.25 3,103.8 637.5 2.13 1,354.7 317.0 4.25 1,347.2 2,709.1 Ibs R.M.= 8 .153.9 o Adj Ftg Load = 520.# Ecc.= O.in from CL 0005in Pp= 600.# 1260.# 1409.1 psf �Gr,3 12.0005in Mas w/ #5 @ 16.in c/o Solid Grout, 12.0005in Conc w/ #6 @ Win o/c Sliding Restraint #6@37.in @Toe Designer select #0@0.inall horiz. reinf. @ Heel V� J° p� ,► 6p 3" 5-0" • 2'-0" 2 1 Y2" _1 � j-er T-0" 7,_0" Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX Job No.: 21L f Date: Iw 1 Design by: Sheet No.: PAD FOOTING SCHEDULE A /LGWAF'q k. tong M04W SIZE 4 REINFORCEMENT S ! TIG S aC(>6GA F-I 1'-6' SQ. x 1'-0' THK W/O REIii a,y k 3,a I'- F-Z 2'-0' SQ. x I'-0' THK W/O REM. ¢ 0 5,33 SQ. x F-O' THK U2-+4 EJIL /o.� C� 2 .33 I F-4 3'-0' SQ. x 1'-0' THK W/3-w4 EA F-5 3'-6' SQ. x 1'-0' THK W/4-04 E.W. IC,2 S Ib 33 F-6 4'-0' SQ. x 1'-0' THK W/4-04 EA 16-0 ; .21.33 l F-i 4'-6' SQ x I'-0' THK W/5-04 E.U. 7 o.1s xl'a F-e 5'-0' SQ. x I'-4' THK W/S-04 EW 3 3.3 3 ! C1000 rSr b� I Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: 2db' Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by: 949.261.6194 FAX Sheet No.: P ' 1 «. 3` Jd f- Q.hrl I � ,--J j A I Ij it, V4ALA, —) I Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: 24m- t } S4- Newport Beach, CA 92660 Date: ';-4 1 a/ 949.261.6161 TEL Design by: L r`L 949.261.6194 FAX Sheet No.: Pik -!;4 t AIL r2ufrI6,ij - s M'I"1 '.�-- 3 ca-r rlIE J hs4 5�. '. �✓� Uj •6i34-1 '9 Qmt�9-.6r 14�1�1b1��'36r10� � •�._29*I�C'1(I5� z G�54-6'tG-�2�0�6?Ya 51 � �111°1 a 3 A� �� r '1�(I`F,lT2� , `Td�4. F'y��)Y4—rli/P.'Y 13i`{'rAI1�r, Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: a 949.261.6161 TEL Design by: r A 949.261.6194 FAX Sheet No.: P14" 2 LA i &--tAL. A N AlJ( rI f 5�1._ Sni„c \Ar- 0' 06 i 5� Vt'S[a = ® i'7 U vj y mo1.°I (r' • SA-( m.,�-LJ fl: Gn 3,s�� rz 3, I®rS'?1�55 Sw L -- I �U„ .,C I r�z. '�' 4 1 � �' ^l f.�l � (P.''�s h✓a 5 - %� r�.q'� � r r PA 1 17.f 2��rti'l�o t-S)(0/19)) a 9f'13t r z A$ �iS �' 13�'tNntaS Sj2+�iA�J-��1Lu��a vy Slgt C14,` AC- AS AUA-- �! J4�s� Srint e 141y I . 7t'1 3 ref} -'I P' L j 4-o-i' uFL4i' I { en_, `Z-'X 0- l: A 17� Ale SnP GS16, 'j ; :rJfp��a,�2> Lf (-Ae� -------- lol Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261,6161 TEL 949.261.6194 FAX Job No.: ? ✓ a' Date: Design by:szi °rr Sheet IN :. -!t Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261,6194 FAX Job No.: D 0 04 4' Date: 2-/ ';-G 6 Design by: Sheet No.: Pik o f -6 o) ` I vLK 0 Se I I--5' W> t I' 6 h %K t;)- t G Jr-i'j'. �"•'/ '�- Co r�`(' 1 Pa Title : Dsgnr: Description Scope : Job # Date: 9:46PM, 13 FEB 07 Mr: KW�-'01171, Ver 5.6.1, 25-Oct-2002 Cantilevered Retaining Wall Design Page 1 1 rino Software ckdocuments and set➢nnsblenn\ W1963-2002 ENERCALC Enaineemcu v doments) Criteria Retained Height = 5.25 It Wall height above soil = 0.50 ft Slope Behind Wall = 5.00 : 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Desi n Summary Total Bearing Load = 1,815 Ibs ...resultant ecc. = 6.62 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43.0 Toe Active Pressure = 0.0 Passive Pressure = 200.0 Water height over heel = 0.0 ft FootingjjSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Soil Pressure @ Toe = 1,171 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,442 psi ACI Factored @ Heel = 0 psi Footing Shear @ Toe = 12.0 psi OK Footing Shear @ Heel = 8.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.02 OK Sliding = 1.55 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 867.1 Ibs less 100% Passive Force- - 802.8 Ibs less 100% Friction Force= - 544.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 1,442 0 psf Mu': Upward = 2,597 0 ft-# Mu': Downward = 854 417 ft-# Mu: Design = 1,742 417ft-# Actual l-Way Shear = 12.02 8.70 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = None Speed Heel Reinforcing = None Speed Key Reinforcing = None Speed Footing Strengths &Dimensions rc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.00ft Heel Width = 1.t7 Total Footing Width = 33T Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 10.00 in Key Distance from Toe = 0.00 It Stem Construction Top Stem Stem OK Design height ft= 0.00 Well Material Above "Ht" = Masonry Thickness = 8.00 Reber Size = # 5 Reber Spacing = 16.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0.981) Total Force @ Section Ibs = 592.6 Moment.... Actual it-#= 1,037.0 Moment..... Allowable = 1,058-0 Shear..... Actual psi= 10.6 Shear..... Allowable psi= 19.4 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 84.0 Reber Depth 'd' in = 5.25 Masonry Data I'm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1,000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Normal Weight Concrete Data - fc psi= Fy psi = Other Acceptable Sizes 6 Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: Not req'd, Mu < S' Fr Cover @ Top = 3,00 in @ Btm.= 3.00 in Title : Job # Dsgnr: Date: 9:46PM, 13 FEB 07 Description Scope: Rev: 560100 Pa e 2 user: KWd0601171. Ver 5.6. 1, 2s-0ct-2002 Cantilevered Retaining Wall Design 9 Ic, 19P3.90D2 FNFRCAI r. Fnoinnnrinn Rnfhvare c:\dowrnent5 and settlnas\olenn\mv documents\ Description RW-2 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft-# Ibs ft ft-# Heel Active Pressure = 867.1 2.12 1,835.6 Soil Over Heel = 290.7 2.92 848.3 Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismicl-oad = Total = 867.1 O.T.M. = 1,835.6 Resisting/Overturning Ratio = 2.02 Vertical Loads used for Soil Pressure = 1,815.1 Ibs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel = 2.8 3.00 8A Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 220.0 1.00 220.0 Surcharge Over Toe = Stem Weight(s) = 483.0 2.33 1,127.0 Earth @ Stem Transitions= Footing Weight = 475.5 1.59 753.7 Key Weight = 125.0 0.50 62.5 Vert. Component = 218.1 3.17 691.4 Total = 1,815.1 Ibs R.M.= 3,711.2 5. #0@ @Tc COVER SHEET OF STRUCTURAL CALCULATIONS for: POULIOT RESIDENCE - REMODEL/ADDITION 4824 CORTLAND DRIVE CORONA DEL MAR, CA 92625 (949) 760-8467 CHARLES ABBOTT ASSOCIATES APPROVED FOR PERMIT ISSUANCE ISSUANCE OF A BUILDING PERMIT EASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY CONDITIONS NOTED HEREIN, THE STAMPING OF THESE PLANS AND SUPPORTING DOCUMENTS SHALL NOT BE CONSTUED TO PERMITOF THE VIOLATION OF ANY PROVISIONS OFOANY STATE OR85 ANOVAL LOCAL LAW. EY��--_'""'DATE -, �n_rxiJur7cr+. A4J7FIORVRTiIT TENT l' OH BEACH TN rlr Enc I' ,' uR. ----- _.. --- COR -1 R� :. 1 And i AI4N ARCHITECT +ASSOCIATES, INC. HIGHLANDS DRIVE )EL MAR, CA 92625 714)624-7086 349)759-8095 'NG (�STRI'�CG'rU°RAL ENGINEER GLENN N. ALMQUIST STRUCTURAL ENGINEER 1400 QUAIL STREET, SUITE 245 NEWPORT BEACH, CA 92660 TEL (949) 261-6161 FAX (949) 261-6194 PROJECT NO.: 200454 FEBRUARY,2005 IITr a'1.()5i :e UP42 3/i Structural Calculation Index I• Design Criteria u• ��F ��niNG PL�rI IV. LfI r-"L- /e.11s Y51j V. VI. �ool. I�-JJSe- (c:\businsess\Calculation Index0ank) Pages DC-1 Pages Pages -EL-1 Pages Pages Pages Pi I -1 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX Job No.: Date: _j Design by:--_ Sheet No.: rx � Structural Design Criteria L Design is based on the 2001 California Building Code (CBC). if. Lateral Analysis Criteria: • Seismic Zone: Seismic Source Type: Distance to Source 3, • Soil Profile Type: Sb . Near Source Factors: Na = ! SI�n, • Wind: Basic wind speed '1 o mph, Exposure _ `' Nv III. Materials: Timber: • 4x wide and less (OF No. 1, u.n.o.) • 6x wide and greater (DF No. 1, u.n.o. ) Fb = See UBC Chart Fb =See UBC Chart Glued -Laminated Lumber: • Combination 24F Fb = 2400 psi Structural Steel: • Shapes: ASTM A36 • Pipe: ASTM A53 Type E or S, Grade B Fy = 36 ksi • Tube: ASTM A500 Grade B Fy = 36 ksi Fy = 46 ksi Steel Studs: • ICSO Report No. 4943, dated 2/95. Reinforcing Steel: • No. 3 & Smaller: ASTM A615 Grade 40 • No. 4 & Larger: ASTM A615 Grade 60 Fy = 40 ksi Fy = 60 ksi Concrete: • Ultimate compressive strength @ 28 days f 'c = 2500 psi Concrete Block: ASTM C90, Grade I, u.n.o. • All cells grouted • Grout only cells with reinforcing f m = 1500 psi (Special Inspection is not required u.n.o.) f m = 1350 psi Epoxy: • Epoxy shall conform to ICSO Report No. ER-4846 and COLA Research Report No. RR25113 or approved equal. Special Inspection is required u.n.o. IV. Foundation: Design is based upon soils report as prepared by:__o A S o r T�-Glt' l (cabusinsesslcnterialGNA-CBC2001) ND GIYr.r+lru Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite Job : S4' Newport Beach, CA 92660 Date:: 949.261.6161 TEL --�- Design by: i 949.261.6194 FAX Sheet No.: L hISC, hL f�_ 35,E kc S� SI > I� I 28 % Glenn N. Almquist, S.E. Title: Job # 1400 Quail Street, Suite 245 Dsgnr, Date: 2:16PM, 22 JAN 05 Newport Beach, CA 92660 Description; TEL949.261.6161 �.( Scope FAX 949.261.6194 ReV: 560300 wos2� ERvWCE. zs-0�-zooz General Timber Beam page 1 (c)1983-20021171, V LC Enaineerirw Software Description RB-1 General Information Calculations are designed to 1997 NDS and 199711BC Requirements Section Name 5.125x19.6 Center Span 29.00 ft ...Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 19.500 in Right Cantilever ft ...Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 240.00 #/ft LL 192.00 #/tt ONEEN Left Cantilever DL *ft LL #/it Right Cantilever DL #/ft LL #/ft Summary Span= 29.00ft, Beam Width = 5.125in x Depth = 19.5in, Ends are Pin -Pin Max Stress Ratio 0.606 ; 1 Maximum Moment 45.4 k-ft Maximum Shear* 1.5 Allowable 74.9 k-ft Allowable Max. Positive Moment 45.41 k-ft at 14.500 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 0.000 It @ Right Max @ Left Support 0.00 k-ft Camber: @ Left Max @ Right Support 0.00 k-ft @ Center Max. M allow 74.89 Reactions... @ Right Po 1,677.87 psi fv 83.49 psi Left DL 3.48 k Max Fb 2,767.06 psi Fv 237.50 psi Right DL 3.48 k Max Deflections Deflection ...Location ...Length/Deft Camber ( using 1.5 " @ Center @ Left @ Right -0.670 in 14.500 It 519.4 D.L. Defl ) ... 1.005 in 0.000 in 0.000 in -1.206 in Deflection 14.500 ft ...Length/Deft 288.55 Right Cantilever... Deflection ...Length/Defl -"MOO in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 19.865 Cv 0.922 Le 0.000 ft Rb Sxx 324.797 in3 Area 99.938 in2 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 45.41 k-ft 196.95 in3 2,767.06 psi @ Left Support 0.00 k-ft 0.00 in3 2.767.06 psi @ Right Support 0.00 k-ft 0.00 in3 2,767.06 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.34 k 8.34 k Area Required 35.131 in2 35.131 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 6.26 k Bearing Length Req'd 1.880 in Max. Right Reaction 6.26 k Bearing Length Req'd 1.880 in Beam Design OK 8.3 k 23.7 k 6.26 k 6.26 k 0.000 in 1.005 in 0.000 in 6.26 k 6.26 k 0.000 in 0.0 0.000 in 0.0 Glenn N. Almquist, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949,261.6161 FAX 949.261.6194 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 2:16PM, 22 JAN 05 Page 2 r Description R13-1 Query Values M, V, & D @ Specified Locations Moment Shear @ Center Span Location = 0.00 It 0.00 k-ft 6.26 k Deflection @ Right Cant. Location = 0.00 it 0.00 k-ft 0.00 k 0.0000 in Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Sketch & Diagram 0.0000 in 4344M................... n ..... 45 41 40.67 4334/R 30.33 31.79 v^ 27.25 22.71 Ia.17 e 13.62 pp� 0.08 E 4.54 yMp - 5.9k-R d ;.80 ..71 8.e2 11.53 14.44 17.35 20.27 23.18 26 09 29.0 are.=a.z68n Rnnrlinn rinmanta Location rm Rmmr = 69k 5.20 wrez=6.3k 5.22 V-@k•R=6.3k V-@rt=6.3k 4.18 3 04 0.0 `m -1.55 t -3. 11 to -4.55 8.21 6[ .80 5.71 .62 1 .53 1 .44 17.35 2 .27 2 .18 2 .09 2 .0 Ream CI•a.ii Location rftl nnflnvtinn Location rftl .0 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 No.: Newport Beach, CA 92660 Job Job I u 949.261,6161 TEL 949.261.6194 FAX Design by: Sheet No.: _____ SIAi-.I-------------- ��(s�CL. I A..z_ �2rlu.%_.J 2-v_n.__._ rcI Glenn N. Almquisi, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: I /2n2t v S 949.261.6161 TEL Design by. krJAn 949.261.6194 FAX Sheet No.: �� Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: l Newport Beach, CA 92660 Date: 949.261.6161 TEL 949.261.6194 FAX Design by IS�✓� Sheet No.: r--tVdre L-o^at J �S� ero h;6s C. MISG._7 3.q tom- 106 p J Sign Nr '�Jrl SIP 4� h• Ikl (b i'l� 636 �'1 TTJ 71 Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: 7 Newport Beach, CA 92660 Date: _] / t I(y 949.261.6161 TEL Design by: G�✓t 949.261.6194 FAX Sheet No.: I� � 3 r e'° • G o �b IS�vSrlvlkLl- "14,6/,JAI t r P 3£w>1��3iS+I{ 'IIbP�1 w t'T '7S y u It �bo 5 9 W ri %"tw (ta Ir W t2 V- t/2 � So f 6 0) I�t - 4/3,(�� -z 7`1 vti Imo/ >r t' '10 i Y 'alb' /IIII Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.:.{-5f Newport Beach, CA 92660 Date: --Ma 2,4ak 949.261.6161 TEL 949.261.6194 FAX Design by: Sheet No.: I A I SAL... n.l nS I I __..-_....__._. _ 4F I- 3 ( e- i 12-,6'' 7- �1,13> I- >I� r • i8: -_ ISim IC'` \1 3-°'G' A.AJ V4 167J � -sv' _ 0 i33'I ASSvn%k?_5)'f, \r1n'[� Ex-15110 l LI 1_. _.. I� .CdrvtT 4� P-I' �O�L Sv,. L,,�u'(t,,J, Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: .N `{ Newport Beach, CA 92660 Dat • 949.261.6161 TEL e 949.261.6194 FAX Design by: e JA Sheet No.: L- ;L. 2 9 _wow_ S ��L.y /T i�%eOt<— / 'SIrtJ,GSI�ap�; W?.._ Luw '.. ✓�� '.' i a_(a�4 :__O, _p.rJ i-1 4 1.'3...1 crL !7'-%:-� `%ETer � PIkP z _... �3b0.0 00 \i_ 3 t;) U54 S J ZA r w `N--4-3eS NO V L-I ff <�' A. S�. �•Z+-C�q W, 2'Iw �...V,9��1�'�. ?.I'1Y'f- r./aur9/2 t.¢c%9 .. .�dS4 Gtr-h w/ rl I +5, Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: o.: tiio f 949.261.6161TEL grid 949,261.6194 FAX Design by t Sheet No.: L- 3 /hj n k vt L, CA LC- fl' 1nT USk A 7,61 �' • �3 L 3 I 3.� 1 A N� L I I I` A�DT�` IC,rtin A (titer D _p •_(.mow_, -- -- -1 foe' z 4, On nu~ 9,'I,a r �.4 � Gc I �S4 �'-3� vr, I&` r2tc-(-p � F:-r, l S-( 66•i/•�+�� 1��-3 Results for LC 1. Lateral only Glenn N. Almquist Glenn N. Almquist U3-t I Feb 10, 2005 at 8:41 AM Frame FB.r3d L X 1 3•a Company Glenn N. Almquist Feb11, 2005 Designer Glenn N. Almquist Feb AM Job Number : 200454 Pouliot Residence 8:51Checked By: Joint Deflections (By Combination) L3.3 1 N1 0 T in 0 Z in X Rotation raid Y Rotation rad Z Rotation rad 1I N2 0 0 0 0 0 0 0 0 N3 1 .061 0 1 0 0 0 0 N4 1 .059 0 0 0 6.008e 4 0 0 5.83e 4 Version 5.0 [C:\... \Glenn\My Documents\Glenn's Buisiness\Risa Jobs\200454\Frame FB.7do] Page 1 L x Load$ LC 2. Lateral Rt+Vol Resuas for LC 2. Lateral Rt+ Vert. Member z Bending Moments (k-fi) Reaction unks are k and k-ft Glenn N. Almquist Glenn N. Almquist j 200454 B.684k b.]1k ]BWfl b.]ik ID.18k 183 - - b3.2 B,lik 8 ]tk 47 8 48.1 7.2 f 13,2 1B _ Pouliot Residence 186 Feb 11, 2005 at 8:55 AM Frame FB.r3d Company Glenn N. Almquist Feb 11, 2005 Designer Glenn N. Almquist Feb Job Number: 200454 AM Pouliot Residence Checked By: Global L S Number of Shear Regions 4 R ion Spacing Increment in 4 Biaxial Column Method Parme Beta Factor (PCA) Exact Ie ration Concrete Stress Block Use Cracked Sections .65 Rectan ular Yes Bad Framin Warnin s Unused Force Waminas V.. Joint Coordinates and Temperatures Ni Z ft Tem Detach From Dia h._ N2 23 0 0 0 0 0 N3 0 B 0 0 N4 23 8 0 0 0 Company Glenn N. Almquist 11, 2005 Feb Designer Glenn N. Almquist Feb Job Number: 200454 AM Pouliot Residence Checked By: Member Advanced Data !Continued) (� 3,ro RISA-3D Version 5.0 [C:\... Company Glenn N. Almquist Feb 11, 2005 Designer Glenn N. Almquist Feb Job Number: 200454 AM Pouliot Residence Checked By: Member Section Forces !Continued) L 3 D Version 5.0 [C:\... \Glenn\My Documents\Glenn's Buisiness\Risa Jobs\200454\Frame FB.r3d] Page Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: ctL�'F f'¢ Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by: 949.261.6194 FAX Sheet No.: 151a� W. 3 �+ J (7c I 1 � ' C3 2-.r r u . �� . �-o • • �. y 2> � �-� �W ✓> -` A, t'' rS'' 1 ii USti SW - .rsV. r 6 I q 1� � 413 �� j = G/. � rof'� r3 • � -� 1 "1 � s-� Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Newport Beach, CA 92660 949.261.6161 TEL 949.261.6194 FAX L Job No.: Date: I I o Design by: r M Sheet No.: 1. dS't SW -- x �n�j li7 t r7rr � -ns,J. fit 6ZA.,"{`'I` `tf . stn'• cs 1 b . 1�U�`T -1 ^t S iri Gr�� L`�17/ue wrl,L�: L" I 4nx,.� Z t4 o Lj r- / Lbw' 3i�tl L>S•_ Lacy Vr ��btlsta"�, TZ� I6w o-9lz IISN Jst 4FQLA t� VO lb- wnw� ifZAG Wit; -,J"�w e �6f13a I b s p G 1.'c' 3,�..i6`; — to>z� loba ^:, dS4 s,�p. nC � +•(—t L,- �L w� a� to Q m Q a U U U o ,—QZ �-O' • • • W o 1 m I-u� rV r() rU a WQ QW Q ^� 7 c�00 �O �cpV � �m ZZ~ WP Q �� • �• �• Zju NW JQ J JQ JQ W V Q Mn Wn tDh tOn Q"x Nx mx Mx 3a ZZp ~ LLI d S S WQLLI WQ j WQ TT�-- Q m� LLf N r JQ JO 1u Z Ul WW cxW i SNa "d W;4 too m� Z� �. lV • f V • (xV • = Z � In Q U O to I��J U U U m '�� p W W 1 p O O O p`J° �� ZpW _w • • • •? a �pd) W >� J �ai � Q w o g 0 0 0. p =Z3t,)%��qquu rc W O�wyw W O NN m jIOU cn ZN JW QQW1y� l�) Uo We 4 p m aOW w O O O O-�1WpmLZ `t - W Q 9SS.p NQJ.mZ VqJ� E dr �m dm dm ��ppp�m� Cn -tJ tnV� .Dr Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: 949.261.6161 TEL Design by: 949.261.6194 fAX Sheet No.: I Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 Date: —�/ I I �o 949.261.61Design by: Cr�ti 949.261.6194 FAX AX Sheet No.: 11 .Z'' '�'`rf' �' `� ✓'fob ` J.S� I U `^Ir r'.,�I ------------- _ �.v Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Jab No.: �JV Newport Beach, CA 92660 Date: '—/ I I /° 949.261.61Design by:. l'`�-rJ- 949.261.6194 94 FAX FAX Sheet No.:�_� I' ------------- rip -rv-- ---------------- sliAr? L� r'-te L o..2:' nrn 6 _ pASSIV`r' 3rJ1�ile'IG IJA, 9 �~ r G4 Glenn N. Almquist, S.E. Title: 1400 Quail Street, Suite 245 Dsgnr. Job # Date: 2:19PM, 11 FEB 05 Newport Beach, CA 92660 Description: TEL 949.261.6161 FAX 949.261.6194 Scope : 3' Rev: 560100 User:KW-0601171,Ver5.6.1�25-OGt-2002 C 19a3-2002 ENERCALC En irreen,g Software Cantilevered Retaining Wall Design Page 1 . ys Criteria Retained Heigh = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pct Wind on Stem Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingliSoil Friction 0.0 psf Soil height to ignore for passive pressure Design Summary Total Bearing Load = 2,108 Ibs ...resultant ecc. = 5.42 in = 0.300 = 0.00 in Footing Strengths & Dimensions fc = 2,500 psi/ Fy = 60,000 psi Min. As % = 0.0014 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = 2.00 it 1.50 _---3-50-� = 12.00 in 0.00 in 0.00 in = 0.00 it Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem 2nd Deli n height 9 g ft = Stem OK 2.00 Stem OK 0.00 Wall Material Above "HV' = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 4 # 5 ' Rebar Spacing = 24.00 24.00' Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.550 0.657 Total Force @ Section Ibs = 320.0 720.0 Moment.... Actual ft-#= 426.7 1,440.0 Moment..... Allowable ft-#= 776.1 2,192.4 Shear.... Actual psi= 5.5 7.2 Shear..... Allowable psi= 19.4 19.4 Soil Pressure @ Toe = 1,069 psf OK Soil Pressure @ Heel = 136 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,220 psf ACI Factored @ Heel = 155 psi Footing Shear @ Toe = 10.8 psi OK Footing Shear @ Heel = 9.6 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.20 OK Sliding = 1.06 Ratio < 1.5! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 980.0 Ibs E Footing Design Results Toe Heel Factored Pressure = 1,220 155 psi Mu': Upward = 2,511 0 it-# Mu': Downward = 921 525 it-# Mu: Design = 1,590 525 ft-# Actual 1-Way Shear = 10.82 9.60 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spedd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 24.00 30.00 Bar Lap/Hook BELOW Ht. in = 24.00 6.00 Wall Weight psf= 84,0 133.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data I'm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = No No Modular Ration' = 25.78 25.78 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.62 Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psl= Other Acceptable Sim & Spacings Toe: Not req'd, Mu < S . Fr Heel: Not req'd, Mu < S ` Fr Key: No key defined Glenn N. Almquist, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 Rev: 560100 User: KW-0601171, Ver 5.6.1, 25-OCt-2002 (019d3-2002 ENERCALC Engineering Softw Description RW-1 Title : Dsgnr: Description Scope: Cantilevered Retaining Wall Design summary of Overturning & Resisting Forces & M .....OVERTURNING..... Force Distance Moment Item Ibs It ft-# '.. Heel Active Pressure = 980.0 2.33 2,286.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SaismicLoad = Total = 980.0 O.T.M. = 2,286.7 Resisting/Overtuming Ratio = 2.20 Vertical Loads used for Soil Pressure = 2,108.4 Ibs Vertical component of active pressure used for soil pressure Job # Date: 2:19PM, 11 FEB 05 Page 2 .....RESISTING..... Force Distance Moment Ibs It ft-# Soil Over Heel = 330.0 3.25 1,072.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 220.0 1.00 220.0 Surcharge Over Toe = Stem Weight(s) = 644.0 2.40 1,547.0 Earth @ Stem Transitions= 146.7 2.83 415.6 Footing Weight = 525.0 1.75 918.7 Key Weight = Vert. Component = 242.7 3.50 849.4 Total = 2,108.4 Ibs R.M.= 5,023.2 Glenn N. Almquist, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 r' FAX 949.261.6194 W. 560100 Title: Dsgnr: Description: Scope: Job # Date: 2:24PM, 11 FEB 05 ,3 User. KW0106 71, Ver 5.6.1, zs-oct-zoaz Cantilevered Retaining Wall Design Pase 1 (c). 3-2002 ENERCALC Ena1-, Software .1m - ,._ __- _ _ _ Description RW-1 W/ Wall Load Criteria Retained Height = 6.00 it Wall height above soil = 0.50 It Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 2,748 Ibs ...resultant sec. = 2.07 in Soil Data Allow Soil Bearing -= 1. N00.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 it FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions Pc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.00 ft Heel Width = 1.50 Total Footing Width Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 it Cover @ Top = 3.00 in @ Btm = 3.00 in Axial Dead Load = 320.0 Ibs Axial Load Eccentricity = 0.0 in Axial Live Load = 320.0 Ibs Stem Construction Top stem end n height Stem OK Stem OK Design 9 ft = 2.00 0.00 Wall Material Above "Ht' = Masonry Masonry Soil Pressure @ Toe = 1,017 psf OK Thickness - 8.00 12.00 Soil Pressure @ Heel = 554 psi OK Reber Size = # 4 # 5 Allowable = 1,500 psf Reber Spacing = 24.00 24.00 Soil Pressure Less Than Allowable Reber Placed at = Edge Edge ACI Factored @ Toe = 1,258 psi Design Data ACI Factored @ Heel = 684 psf fb/FB + fa/Fa = 0.627 0.724 Footing Shear @ Toe = 14.3 psi OK Total Force @ Section Ibs = 320.0 720.0 Footing Shear @ Heel = 9.6 psi OK Moment.... Actual it-#= 426.7 1,440-0 Allowable85.0 = psi Moment.... Allowable ft-#= 776.1 2,192.4 Wall Stability Ratios Shear.... Actual psi = 5.5 7.2 Overturning = 2.55 OK Shear..... Allowable psi= 19.4 194 Sliding = 1.15 Ratio < 1.5! Bar Develop ABOVE Ht. in = 24.00 30.00 Sliding Calks Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in = 24.00 6.00 Lateral Sliding Force = 980.0 Ibs Wall Weight psf= 84.0 133.0 Reber Depth 'd' in = 5.25 9.00 Masonry Data fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Footing Design Results Special Inspection = No No Toe Heel Modular Ratio'n' = Short Term Factor = 25.78 1.000 25.78 1.000 Factored Pressure = MU': Upward = 1,258 684 psf 2,872 0 Equiv. Solid Thick. in= 7.60 11.62 Mu': Downward = ft-# 921 525 it-# Masonry Block Type = Normal Weight Concrete Data Mu: Design = 1,951 525it-# fc psi= Actual l-Way Shear = 14.31 9.60 psi Fy psi= Allow l-Way Shear = Toe Reinforcing = 85.00 85.00 psi None Spedd pti�rp� tablbl Sires& S Prangs Heel Reinforcing = None Spec'd Toe: Not , Mu <e Heel: Not req'd, Mu < S • Fr Key Reinforcing = None Spedd Key: No key defined Glenn N. Almquist, S.E. Title: Job # 1400 Quail Street, Suite 245 Dsgnr: Date: 2:24PM, 11 FEB 05 Newport Beach, CA 92660 Description TEL 949.261.6161 3 FAX 949.261.6194 Scope Rev: %0100 User:KW-0601171, Ver 8.6.1, 25-Oot-2002 Cantilevered Retaining Wall Design Page 2' _ (<)1983-2002 ENERCALC Engineedng Software g C \my docu nt5\gna hus ness\e ge P.J. Description RW 1 W/ Wall Load Above .....OVERTURNING..... Force Distance Moment Item Ibs Heel Active Pressure = 980.0 2.33 2,286.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 980.0 O.T.M. = 2,286.7 Resisting/Overtuming Ratio = 2.55 Vertical Loads used for Soil Pressure = 2,748.4 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight Key Weight = Vert. Component = Total .....RESISTING..... Force Distance Moment Ibs ft ft-# 330.0 3.25 1,072.5 320.0 2.50 800.0 220.0 1.00 220.0 644.0 2.40 1,547.0 146.7 2.83 415.6 525.0 1.75 918.7 242.7 3.50 849.4 2,428.4 Ibs R.M: 5,823.2 8.00005in Mas w/ #4 LM 24.1n o/c Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Newport Beach, CA 92660 949.261.6161 TEL Date: 949.261.6194 FAX Design by: _Crr-A Sheet No.: „¢-32 A_ ....... ..... ... — —G— vU FZ6 S°G-n-t4A -o H Ito ws . 3 n 31 Glenn N. Almquis4 S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 nee: Dsgnr. Description Scope: Job # Date: 11:15AM, 7 MAR 05 �`'l User:T32060'ENEkCer6.6.1, 25-012002 Cantilevered Retaining Wall Design Page _1 (C)19a3-2002 ENERCALC Englneedng Software g d,,.,,me.,..n....�,.. .......... Description Criteria Retained Height = 7.00ft Wall height above soil = 0.00 It Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 75.0 Ibs Axial Live Load = 200.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Total Bearing Load = 2,909 Ibs ...resultant ecc. = 8.98 in Soil Pressure @ Toe = 1,409 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,792 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = %7 psi OK Footing Shear @ Heel = 11.6 psi OK Allowable = 85.0 psi Wail Stability Ratios Overturning = 1.70 OK Sliding = 0.93 UNSTA Sliding Gales Slab Resists All Sliding! Lateral Sliding Force = 1,521.4 Ibs Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel 0.0 it FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 It Footing Strengths &Dimensions rc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.75 It Heel Width = 1.50 Total Footing Width = ----4-25- Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 it Cover @ Top = 3.001n @ Btm.= 3.00 in Adjacent Footing Load Adjacent Foohng Load = 520.0 Ibs Footing Width = 1.00 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 1.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = -1.5 ft Stem Construction Top stem end Design 9 n height ft = Stem OK 2.00 Stem OK 0.00 Wall Material Above "Ht" = Masonry Concrete Thickness = 12.00 12.00 Reber Size = # 5 # 6 Reber Spacing = 16.00 16.00 Reber Placed at = Edge Edge Design Data fb/FB+fa/Fa = 0.645 OA31 Total Force @ Section Ibs= 752.8 2,090.2 Moment .... Actual ft-#= 1,637.1 5,908.2 Moment.... Allowable ft-#= 2,563.0 13,714.9 Shear.... Actual psi= 7.7 18.1 Shear..... Allowable psi= 19.4 85.0 BLE! Footing Design Results Toe Heel Factored Pressure = 1,792 0 psf Mu': Upward = 5,272 0 ft-# Mu': Downward = 1,376 430 ft-# Mu: Design = 3,896 430 ft-# Actual 1-Way Shear = 19.72 11.60 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = # 6 @ 37.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spedd Bar Develop ABOVE M. in = 30.00 Bar Lap/Hook BELOW Ht. in = 23.40 Wall Weight psi= 133.0 Reber Depth 'd' in = 9.00 Masonry Data rm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ration' = 25.78 Short Tenn Factor - 1.000 Equiv. Solid Thick. in= 11.62 Masonry Block Type = Normal Weight Concrete Data Pc psi= Fy psi = 28.08 6.00 145.0 9.63 2,500.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S ` Fr Key: No key defined Glenn N. Almquist, S.E. 1400 Quail Street, Suite 245 Newport Beach, CA 92660 TEL 949.261.6161 FAX 949.261.6194 aer ; ninn Description Title : Dsgnr: Description Scope: Cantilevered Retaining Wall Design Job # Date: 11:15AM, 7 MAR 05 Page 2 II Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment .....RESISTING..... Force Distance Moment Item Ibs it ft-# Ibs ft ft-# Heel Active Pressure = 1,280.0 2.67 3,413.3 Soil Over Heel = 385.0 4.00 1,540.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 241.4 5.74 1,386.6 Adjacent Footing Load = 37.1 4.00 148.6 Added Lateral Load = Axial Dead Load on Stem = 75.0 3.25 243.8 Load @ Stem Above Soil = - Soil Over Toe = 302.5 1.38 415.9 SeismicLoad = Surcharge Over Toe = Total = 1,521.4 O.T.M. = 4,800.0 Stem Weight(s) = Earth @ Stem Transitions= 955.0 3.25 3,103.8 Resisting/Overturning Ratio = 1.70 Footing Weight = 637.5 2.13 1,354.7 Vertical Loads used for Soil Pressure = 2,909.1 Ibs Key Weight. _ Vertical component of active pressure used for soil pressure Vert. Component = 317.0 4,25 1,347.2 Total = 2,709.1 Ibs R.M.= 8,153.9 Adj Ftg Load = 520.# Ecc.= O.in from CL 0.0005in Pp= 600.# 1280.# 1409.1 psf r-45/3 1.-0„ Sliding Restraint 12.0005in Mas w/ #5 @ 16.in o/c Solid Grout, t• 12.0005in Conc w/ #6 @ Min o/c • • • #6@37.in @Toe Designer select #0@0.inall hodz. reinf. @ Heel 3" 2 1/ J -j A 5'-0" 1'-0.. r Y,9- T-0" T-0" i Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.:�'(' Newport Beach, CA 92660 Date: I ,72/r� Design 949.261.6161 TEL 6y 949.261.6194 FAX Sheet No.: OAD FOOTING SCHEDULE 1ARK SIZE < i-—INFORCEMEtyT F-1 1'-6' SGi x 1'-09 TWK W/O REM 3.v F-2 2'-0' Sa. x I'-0- TNIG W/O RE1NF. F-3 2'-6. SCJ x I'-0' TI-K u=-,2-*4 Eill F-4 3'-0' SQ x 1'-0' THK W/3-*4 E.W. 9•� I� k F-5 3'-6' SGL x 1'-0' TRIG W/4-04 E.IiJ. I�,z S iZ,o 16,33 F-6 4'-0' Sa x 1'-0- THK W/4-�4 E.W. 16,0 t.33 F-T 4'-6' Sa x I'-0- 714K W/5-04 E.W. F-8 5'-0' Sa x P-4' TI-K. W/5-P4 E111 �6- lOoo I sr Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: 3•,v-t} �f- Newport Beach, CA 92660 Date: / I hz 949.261.6161 TEL Design by: G P�CIA 949.261.6194 FAX Sheet No.: TL--!]. �tY� hLSI(„-J �,,•�- tIL'A'- a( Swf1G wish ��''1 rl TL, .__... bV •-� : �`17 -npa ._I Qr0(_. _.'��g.� I ia4�. ...__. ._. ''eb fl �V d- J�7 OC• I/aL ri PV 4 SW �1 n>I (I�'l� R S9cq ail �w�61u.J.61C•Di349Al. z_.6 092 Ca>� U$ti 2✓ItR-Yll��i a 4-6 Sk �t lob = G6� d rI"l�/ Glenn N. Almquist, Structural Engineer 1400 Quail Street, Suite 245 Job No.: Io ozK4r Newport Beach, CA 92660 Date: /o S 949.261.6161 TEL Design by: 949.261.6194 FAX Sheet No.: Plk- I,.n r..Ted'^ law—j oSCOTT LURL.I_FiCE srRL/cruRRL E/7G//7EER5 Shoring Walls Pouliot Residence 4824 Cortland Drive Corona Del Mar, CA Date: April 1, 2005 Job Number: 1042-01 DESIGN CRITERIA Shoring Walls W 1.0 - 5.0 CHARLES A8130TT ASSOCIA°rES Caisson Analysis , C 1.0 - IG.0 APPROVED FOR PERMIT ISSUANCE DANCE OF A BUILDING PEPMIT BASEL) UPON THCSF PLANS IS CITY OF NEWPORT BEACH BUILDING DEPAR,� °ME DE' SUBJECT TO APPROVAL BY OTHER APPLICABLE TES AND ANY CONDITIONS N07FD HEREIN. IPROVAL OF THESE PLANS DOES NOT CONSTITUTE EX $HW:'IMf,PQFQ-IFSE PLANS AND SUPPOPI7NG DOCUMENTS THORIZATION TO CONSTRUCT ANY BUILDING IN VIOLATION RLIW6`iJ BRLOWSTRUED TO PERMIT OR BEAN APPROVAL OF TH THE ORDINANCES PLANS, AND POLICIES OF THE CITY OE N Y m9TAlEZt6 OC dMaNY PpOVISIONS OF ANY 8, OP LOCAL 'PROVAL DOES NOT GUARANTEE THAT THESE PLANS AFr XI. RESPECTS IN IMPLIANCE WITH CITY, BUILDING, AND ZONING ORDINANG PLANS LICIES. E CITY OF NEWPORT BEACH RESERVES THE RIGHT TO R@( IAfs;A41k.E II11FE TO 2, 'VMP Tuc rruu mun CTOIIPTIDC no i a n mn,.: III iur� rn a, r rrc 777V[1R^'—,DATE_. (BaseVAPPA10C,'�E'�',III'GiN51AN7Pt7LIClRAF'iHEEI^'iY-�i` c1 ESc ?90)A `90't'Y Timber all 4x and gr�ai'erEs�tia��'�eL1E��eFoflre-artwood-Isl NrTu F� _CH -- 4x an I ' Mmr __ srNAruRE _ DATE cl�A�ln�F 875��i= 8x and!�g��eafier E'�'�-DF .._ .........Ar.., , Fb�s1u35D-p§i Concrete (footings, mist, uno)............................ F'c= 2500 psi (Caissons) .................................... F'c= 4000 psi (Shotcrete)..................................... F'c=3000 psi Reinforcing Steel #3 bars .................................................... Fy= 40 ksi #4 bars and greater .................................. Fy= 60 ksi Structural Steel Steel plates . ..................................... Fy= 36 ksi Wide Flanges (A992) .......................... Fy= 50 ksi Soil Bearing *................................................................... 1500 psf *Based upon soils report by Coast Geotechnical, dated December 30, 2004. 0 &A-0 GNEcIc (:�-6-0G- Q PLAN cHecK CD�2ECT iuNs -;Z9 8 (CEV ISIONS 22706 ASPAN STREET 4402 wwwwallacese.00m 949 45 75 PH Q LAKE FOREST, CA 92630-1603 949- 55-9852 FX Return to Program C 1-4AP-i` 2 64UIVALENr PMS)vc sc-s Ne�,--F PAGE r Caisson Diameter (in) ' 30 Factor * Caisson Diameter for Passive Caisson Embedment (ft) 2� Actual Soil Conditions Top Soil Passive (pcf) 300 Depth of Top Soil (ft) Bot Soil/Rock Passive (pcf) 500 (Considered below lop soil) ,. Depth 1 Requested for Equiv 21 '. Passive Pressure (ft) Depth 2 Requested for Equiv 21 Passive Pressure (ft) 'New Equivalent Passive 1f3,1 pof .:Reelstance"EFP" t ; @ caisson embedment of �2t ft ,Equivalent Passive EFP Fie 1 pcf @ caisson embedment of 1 - ft Equivalent Passive EFP = 1e 1 pcf Shoring Pile r Pouliot Sharing- W-0" Retained, 30" dia, 0' o:c. Steel or Cono s Pile spacinglf'nbuta�ry $ M Soldier Pile = 5p,7g k-ft Soldier Pile (s/c) f ft (@ T O Soll) r w S required W3 � f �n P�.'n.x '. n S66 NE�cr y2A6E C--I S, 6 Factor • Caisson Diameter for Passive Caisson Embedment (ft) 24 Actual Soil Conditions Top Soil Passive (pcf) 3170 Depth of Top Soil (ft) 6 83 SotSoil/Rock Passive (pcf) (Considered below top soil) Depth 1 Requested for Equiv 24 Passive Pressure (ft) Depth 2 Requested for Equiv 24 Passive Pressure (it) Shoring Pile =s Pouliot Shoring - 12'-0" Retained, 30" dia, 0' o.c. (74';' Steel or Conc Plle Spacmgfl-nbutary M Soldier Pile = 138.45 k-ft tlD it Soldier Pile (s/c); ft (@ T.Q Soil) 11 S required - _ 7.85 lnA3 ;Height v ` 12.1 12 III Height (ft) 30•- in. Diameter Caisson w/ 12#11 - at top of Passive ft = I I I ;.� 8#11 for Navy = WO(P) NAVY Specs T.O. Soil : 1 7 Deflection @ T.O.'Soil = _ •514 in . 'Depth to Neglect for I I I d. Moment @ F147 ft F75, 77 k-ft Passive Resistance (it) I I. I I Depth to Fixity (ft) Shear 171 k 0 II II 7.33 Mu ` Caisson Caisson Vu ' .49 k Total Depth Diameter. Fg Fm . '; Fv�' •_ _ 30 m 1.69 P. .82 • 0.15 Values " - in P : .57 - 0.67. producing �0 8 — maximum forces - - Factor Caisson for DIA 1 Soil Slope Level Soil EFP (pcf) NAVY Input 130 passive Concrete -.I'v�'"®W Total Caisson 21] 7 Strength Depth of Soil @ 12 j V Retaining Rock EFP (pcf).. 60 Embedment (ft) (ksi) Passive (it) - Seismic Soil Moment @ T.O 138.45 (pcf) 385 Surcharge Load on (n Back I" Increment (pcf) 0 Soil (k-ft) pressure Soldier Pile of wall (psf) Coefficient of Variation "" 35 50 Seismic Rock.. , jo of Subgrade Reaction Fy (ksi) Increment (pcf) ) V (tons/fM3) See Chart 2 Scott Wallace Structural Engineers 11/16/2005 �JV Resistance ExR_Y e @caisson embedn Caisson Embedment (it) 27 - Actual Soil Conditions Top Soil Passive (pcf) Depth of Top Soil (it) 7,33 Bot Soil/Rock Passive (pcf) -- 500 (Considered below top, soil) Depth 1 Requested for Equiv 21 Passive Pressure (ft) Depth 2 Requested for Equiv 21 Passive Pressure (ft) ft M 0�11=0-r-r WF1L.L.F1-Ce-. rErucrura�IrL na�rns,Fr l uLra,rnlvlr_rc, fi ROVN OF T!L �XY FSS OR 10,tk% iUT 1➢t' L� r rl ?TI ifs OF, OR INCONS10- IFNi �: I"� 7' � �`d115 ` ,S f NPOOR"r HFn1Nto.ulipt Residence Al. Ri a Cortland Drive R eHI 1i+0 Cdrono' Del Mar CA �'r%�uRovr pROFess Shorin Walls W i 0 FI CON POLICIE" to �oN r t, 5 FI1 fV iuv.I POLICIE" ��,`<'" �'('♦; w 9� Caisson}AtYalysis, �'10 9.0-�L�361$ 2 ry Job Number: 1042-01 �LANN Date: April 1, 2005 Ic_ _ —niPROV1 TOIti 1 DESIGN CRITERIA (Based on the provisions of 1997"U""BC/2 � Q-0 Timber all 4x and greater shall be free of wood 4x and less #1 DF.............................................. Fb= 1000 psi #2 DF.............................................. Fb= 875 psi 6x and greater #1 DF............................................. Fb= 1350 psi Concrete (footings, misc, uno)............................ F'c= 2500 psi (Caissons) .................................... F'c.= 4000 psi (Shotcrete)..................................... F'c=3000 psi Reinforcing Steel #3 bars .................................................... Fy= 40 ksi #4 bars and greater .................................. Fy= 60 ksi Structural Steel Steel plates . ..................................... Fy= 36 ksi Wide Flanges (A992) .......................... Fy= 50 ksi . SoilBearing *................................. ................................. 1500 psf *Based upon soils report by Coast Geotechnical, dated December 30, 2004, A Pc,&O 64GIF6,770P45 A PLBtnI CD22ec ot, 6--2—`j--64,7ARLES ABBOTT ASSOCIATES APPROVED FOR PERMIT ISSUANCE ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY CONDITIONS NOTED HEREIN. THE STAMPING OF THESE PLANS AND SUPPORTING DOCUMENTS SHALL NOT BE CONSTRUED TO PERMIT OR BE AN APPROVAL OF THE VIOLATION OF ANY PROVISIONS OF ANY STATE OR LOCAL LAW. BYC —DATE 0 22706 ASPAN STREET #402 www.wallacesexom 949-455-9875 PH LAKE FOREST, CA 92630-1603 949-455-9852 EX O o�CDYY LL1RL....FiCE �rizucruEa�r� ,�n�enEEf.s I P1.." CAMC:, SuM"Aley 9-9-vs �E 5ot-G S`j rVLJWA-TiuN A1vTi5!S.4�1�/ FD/L. NUTc a i�2 Cex✓sP2atG77onf MEET-ln/G is IZE'&'o F-o jc 5; Ho R in)G N 5 N i" s2 VG rAIL '5- 4 3� SPLE<G'�IC-�i? Ivnts, 4) CALe r i�AGe 6-1, 1 r-Z5/r S14Del a PGC el&66 < m -r--N �kg r 2 . 22706 AS PAN STREET #402 www.wallacese.colu 949-455-9875 PH o LAKE FOREST, CA 92630-1603 949-455-9652 FN 0 e IGURE Y I. Coefficient of Variation of Subgrade Reaction Return to Ptogram r_T2. � C IC Y `6' EM A L.,. L.. IR IC EE ��r-�ucs-rureegr�,. �n�errac�R� Date: April 1, 2005 Job Number: 1042-01 DESIGN CRITERIA Shoring Walls Pouliot Residence 4824 Cortland Drive Corona Del Mar, CA Shoring Walls W 1.0 - 5.0 Caisson Analysis C 1.0 - 9.0 (Based on the provisions of the 1997 UBC/2001 CBC) Timber all 4x and greater shall be free of heartwood 4x and less #1 DF.............................................. Fb= 1000 psi #2 DF.............................................. Fb= 875 psi 6x and greater #1 DF............................................. Fb= 1350 psi Concrete (footings, misc, uno)............................ F'c= 2500 psi (Caissons) .................................... F'c= 4000 psi (Shotcrete)..................................... F'c=3000 psi Reinforcing Steel #3 bars .................................................... Fy= 40 ksi #4 bars and greater .................................. Fy= 60 ksi Structural Steel Steel plates . ..................................... Fy= 36 ksi Wide Flanges (A992) .......................... Fy= 50 ksi Soil Bearing "................................................................... 1500 psf "Based upon soils report by Coast Geotechnical, dated December 30, 2004. /i'FI L PLlhl c6te cK- CGK-r'27 r r.� r�t- ( AaeOTT Associarms APPROVED FOR PERMIT ISSUANCE ISSUANCE OF A PERMIT BASEUPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL. BY OTHER APPLICABLE AGENCIES AND ANY CONDITIONS NOTED HEREIN. THE STAMPING OF THESE PLANS AND SUPPORTING DOCUMENTS $HALL NOT BE CONSTRUED TO PERMIT OR BE THE VIOLATION OF ANY PROVISIONS OF ANY STATE OR LAPPROVAL P LOCAL LAW b9 BY. .-m.gATE._1��, ASPAN STREET #402 www:wallacese.com 949-455-9875 PO O22706 FARE FOREST. CA 92630.1603 949-455-9852 FA U ®1� ZC=C A 1 YVAL.L. "OCG S.M. �f toe SHEET STRUCTURA(.. BNC3iNE6R PUL,i-(!Ji' ZL I) C--Omr-4rNr 0 1= -se--Er cr , r es l'A c C sa, a-0 C--F, b f=zg- G',ri-/�3c7 / H -n1�- 7 TAt.. 146.>tdkfTl As W ne--rare. es/=2. PLrnse �C�hrrPu7�n f�ht�t..YSlr L/s; � v'7iZ_, SaL.arr-r� ,�r�. rlG,cs, Sz - CA( -Cs PA.'-C- T �fl —5t 7-,-,4 6 7l" WA c_L . POS16f-a f�--rsr2_ 10' 1 lz.` sr<=Aell,lcs A,r n Tnv oj Ore /z/sz_, : ) 3 3 htp7L` t HA 1"Zk; ToP ; 6[PA6 46P PLAkl F-vrL WtTk) F--jo/stf CP�27E:" 5C-z- sNt y S'L / k777- Z; P=z)fr. kNrN C t n t'u tt. Ctn! -rlIt LA,,f1N6 PST' l V 12' S'6r rr'L 's / /'-A eye<- C-lr 0 rzd C -.i.?i o IFiol- AlgAC ISts Of rAISS ON 06- S16J, SC®TT WALI_ACE S.S. 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KF7' Asft q,,Y z 05 e apo'c, (tc, f, 'j a SC®" r-r i110AL-L.ACe Z.r=JOB SWEET W-z U F--(a r AVALYS,,� (5(5-f 0A66Fs C..a.1,64aN) ZfZ rz —'-OJw91612_ PI LCS S I_s " 7 fs.rCS x oo, _ W10x 77 QSCOT'° WAt_i_ACE S.r=—. JOB SHEET STR UCT l.JRAL ME CG/N E6R rloe It Jtrr urn r� I wo /' J4� Za �q 3` 8c-er-Ve ` F>P- fPAIPLA,M , A7- 01 (' A4V r-, a, f Sc 6 0LrF' UT- Ft)"0006 V A6r-. SC=O-rmr WALL -ACE S.S. JOB SHEET S*rFRLJC:rLJPVAL. L=IVCNINWWFR f2ovi, I (IT- WAO 'SOC-Alco r1c'e- 0,7 4d, 1 C-A 12- 1 N6 424' rig, 0 LA g le, ()Ie- aS=rT r WALLACE S.E. S TRIJCTIJRA L. 6NGINLEE 0R JOB SHEET C�)ucIU-` (}-5,0 C.-- 66 /t " AA-. 9 1 - 9 64-15sorJ sPAcGiwL-, sPac, L p /s c. " aeera f V&wr l r57kL r0 J i "1 �lJ( Guts r _SPAeitm : use 9 MA-x 7 t3 0(l3s) 0 r AIF V- GAly-YOK! 5f�A�W6 W s4o(ld>s`)-,//,3� 93�0'4� Z 1 , oVL }z_ 0/4-- �C LAa6tt4, O7c W/Ox?? 'Smavtz- Cut; - UNCONFINED COMPRESSIVE STRENGTH 0 TSF VE SOFT STp FM STIFF VERY STIFF 70 3 77 4 9p — I EO f/ 5C F=GOEFF;CIENT OF VARIATION OFLATE.RALSUBGRADE REAL-nON ♦ WITH DEPTH.USED IN ANAIXS15 OF LATERALLY LOADED PIES. 50 y .r 443r 00 z z I JO 30 te. rr R COARSE GRAINED SOIL$ rr" r 20 FOR FINE r BRAINED 971LS - �+fr ,. 'D ID r O 4O 50 8D N 8p 90 100.O �YERY LDWE LOOSE I MEDIUM DENSE I DENSE VERY DENSE RELATIVE CF,N5kTY bF PERCENT FIGURE 9 coeffloieur of Variation of Subgrade Reaction f'ouG107- 'r—a a. 8' spacing Scott W W iOK_T? SOL016%, el�,& son it th Concrete Strength (ksi) Passive pressure (pcf) Soldier Pile Fy (ksi)'- Scott Wallace Strucfi 01ltlg pile P..ouliot Shoring -15'Z' Retained- 30" dia. 14' sPacin Ocing of Soldier Piies f1 E 9 ft - ,M Soldier Pite = ` (Q Teo Soil) 379.32 k ft.. c S'teguire'd= 5.51 in LL Total Lateral'F,orce 7.14 k .. HeigfLatdralforce g1 ft (FCOin Point'of Fixity), P (kipsf',` 01, arson Total 13epth H(ft) 30. ift Diameter Caissonw/ 16#14 at top of Rock EFP (cCf _ _Erfi etdment (ftJ "� 3�e 17 f 60 « r " ,� w IUY-9 5'.0t_9IC-fe P)(- Shoring Pile Steel or Conc Spacing of Soldier Piles IS „ Soldier Pile (s/c) Height 12 ft T.O.Soil - Depth to,Neglect for Passive Resistance (ft) I I I I' 3 1 I 11 1 Caisson Caisson f, Total _ D�amete`r' Depth ;� 1 30 ih ctor"Caisson DlA. 1 SoilSlope Lavel passive' , +ncrete 3 'ength Depth d's,, 14 72 (ksi) "R4ning ('I ssive 500 SUSchargeLoado Scott Wallace Structa rPauliat Shoring-12'-0" Retained, 30" dia 8'-0" caisson M Soldier Pile = 138. 55 k-ft I+ S required = 3785 in^3 Total Lateral Force = 36 66 k HelghtofLateral,Force= 7$ Ft (From Point pf Xty) P,(,kips) Caisson Total Depth = 20� ft �. 2.1� Height (ftj .' 30 " in., Diameter caisson w/ g#fy at top of J pa$SIVe WU(P{ , _. #t1 for Navy 1 7 _ i' AVY�`pecs _ Deflection Q MO: —Soil,= U.515 . in Mom€nt 11 Y' ft = - 7,6 St33 *-ft p4h t0 Fixity ftj Shear @ 1.6$8 - ft ? 6,1,7t .k . Mu `' 70 Z k ft ti tz Yu , ` 49 .,,, k, t Fg Fm Fv , P^ 58 68 producing -08 ^;mp�emilmforces F otI�EFP (cf) 60 F� ; Total Gaissort 20.5 ock EFP (pcf) 60 '• Em�e�me0t,(ft) 5. T � � �iGSoilS ulorltaRt @ T O 13845 " �( ) " ;Coe flcient gfvarlation 35 'oPSu6gr�atle"Resd(ion is',rnlGRock "�0 � �„ cfgment,�pcf) ;(tohemu) SVe Chart 2 ' ti 48 sot vi ri Pic Shoring Pile _ Steel or Conic Spacing of;Soldier Piles y0 Soldier Pile (s/c) ft _ 2.1 Height Height�(ft) 10. ft I l I Wu (P) T.O.Soil 1 Depth to Neglect Dep(hto Fixity{ft)s' Passive Res,! tance,(ft) I I' Caisson s Caissom� Total Diameter' Depth 3 1500 )cf) C -410 r •:Caisson: DIA sslve 'ete Dth (ksi) ee .are (pco �rPile i) 7 a N� -=-Z4,PZ�,a, Tor avavy on Scott 1 1 3 Shoring pile Pouliot Shoring 0'-0" Retained, 30" dia,12'-0', Caisson Steel or Conic Spacing of Soldier Piles Soldier Pile (a/c) 2 ft M SbI kar, Pile =- (@ T O Soil) ` 1.65 k-ft S requ7ed= 16.86 -in"S `Cotal Lateral Force = 5.14 k ' Heght of Lefetal'.Force = .45 ft - (From Ppidt of Fixity) P,{kips), CaissottTotal Depth = f75 {t Height �� .w_ Height(ft) DiameterCaisaon,vy/ �g"'—"""" attop of ft -rl-f �,�� passive- I (p):', ;< #8--r.,,..-�,.W,.n for Navy . T.O Soil _ 1 7 .; NAVY3pecs DeflcUone T.O.Soil= w ,Sgg in Depth to,Neglect For I I ,'I l ` 1<nomgnt 1 Passive Real tance (ft) I F, 14 h tq Fixity (f{) Shear Q t 93 ft ,.16 SE,3 k I r� 8 fNu t 55=8t CaissonTotal Caisson �Y- 8',09 k` Depth - { II1 1 r 1 1 �' �.„ Dian`retel 3t7 :�, ' F,g Frn tt1,: 14 0,7 Pv : 02 alUes 47 producing Caisson D sive 4, Soldier Pile Fy.(ksi) Scott Wallace Struc 3 VIE ("A X ` F QQ'� / x = I D, F w,